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HomeMy WebLinkAbout2024 General Sewer Plan Appendices Volume 2Appendix B 2012 Mill Road Pump Station and Force Main Predesign Report by CH2M HILL THIS PAGE INTENTIONALLY LEFT BLANK Predesign Report City of Port Townsend - Mill Road Pump Station and Force Main Prepared for City of Port Townsend Department of Public Works September, 2012 CH2IUIHILLo 1-1oo lrz'n Ave. NE, Suite 400 Bellevue, WA. 98004 42s-453-5000 CERTIFICATION PAGE CITY OF PORT TOWNSEND MILL ROAD PUMP STAT]ON AND FORCE MAIN CITY OF PORT TOWNSEND DEPARTMENT OF PUBLIC WORKS The engineering material and data contained in this Predesign Report were prepared under the supervision and direction of the undersigned, whose seal as registered professional engineer is affixed below. /, ,(;li +:l ;:. ji. ,L! r L! ') (\ k)1_t CHzM HILL Burnam, P.E. Project Manager /o 4 /z of lssue Contents Acronyms and Abbreviations........ 1. lntroduction 2. lnfluent F1ow.............. 3. Gravity Collection Mains......... 4. Pump Station Design Criteria 4 54.r 4.2 4.3 4,4 Pump 4.t.1 Pump 4.2.1, 4.2.2 4.2.3 Pump 4.3.1 4.3.2 4.3.3 4.3.4 4.3.5 Pump Station Structure.... Wet Well Sizing ...,...... Station Mechanica I Com ponents...............,......... Pumps Station Operation... Pump Station Design Criteria Station Electrical Components.................. Electrical Service Configu ration ................. Size of Main Electrical Components........'......". Pump Motor Starters and Standby Generator.. Storage versus Standby Generator Station Control System 5. Force Main Sizing and Alignment. Force Main Sizing...... Force Main Rtignment 5.1 5.2 6. Cost Estimate 6.L Methodology............ 6.1..1. Markups...... 6.1.2 Assumptions And I 7. Summary and Recommendations 7.1. Appendixes Tables A B c D E Recommendations.... city of Port Townsend Mill Road Pump Station Hydraulic Modeling Review Pump Curves for Submersible and Suction Lift Pumps Pump Station Force Main Alignment Cost Estimate Calculations Calculated lnfluent Wastewater Loading at Build Out Wet WellStorage Times Advantages and Disadvantages of Submersible and Suction Lift Pumps Pump Station Design Criteria Pumped Flow versus Force Main Velocities Gravity Collection Main Alternatives '). 2 3 4 5 6 V L 1 2 FINAL PREDESIGN REPORT 9-17-12 I\4SF ill CONTENTS, CONIINUED Figures T 2 3 4 Gravity Sewer Alignment Cycle Time (T) Minutes vs. % of lnfluent Flow Generic Wet Well Layout Preliminary One-Line Power Diagram Mill Road pump Station FINAL PREDESIGN REPORT 9-12-12 [,lSF Acronyms and Abbreviations Cfs Ft Fps Gpd Gpm Hp Hrs Mgd MH Min Rpm cubic feet per second feet feet per second gallons per day gallons per minute horsepower hours million gallons per day maintenance hole minutes revolutions per minute FINAL PREDESIGN REPORT 9-12-I2-MSF CITY OF PORT TOWNSEND - DEPARTINENT OF PUBLIC WORKS 1. lntroduction The intent of this predesign Report is to further define the pump station identified as Alternative 7 in the December 2oO9 Southwest Sewer Basin Study (Bosin Study), by Gray & osborne, lnc. The Basin Study evaluated the City's sewer basins and presented a series of alternatives for future development within and adjacent to the existing City limits. The data presented in the Basin Study was used to develop a peak hourly flow rate to use in development of the predesign of the new Mill Road Pump Station' It should be noted that the intent of the Mill Road Pump Station is to collect domestic sewage from Basins 1, 2 and 3 (as identified in the Basin Study) through the use of a yet to be constructed gravity collection system consisting of 8 inch through 12 inch gravity mains. The collected sewage would then be lifted (pumped) approximately 2OO (vertical) feet using a new force main to the existing gravity system serving the southwest portion of the City. The following material is presented and discussed in this Predesign Report: L. Evaluation of anticipated influent flow (Section 2). 2. Backbone Gravity Collection System Alignment (Section 3) 3. New Pump Station design criteria (Section 4), including: , d. The pump station (physical) structure' b. MechanicalcomPonents c. ElectricalComPonents d. Control System 4. Force Main Sizing and Alignment (Section 5), including: a. Force Main Sizing b. Force Main Alignment 5. Cost Estimate(Section 6) 6. Summary and Recommendations (Section 7) 2 lnfluent Flow The Basin Study had previously established an anticipated peak hourly influent flow (at build out) of L,185 gpm. CH2M HILL reviewed the hydraulic modeling data from the City of Port Townsend's (City's) wastewater collection system as presented in the Basin Study. The summary evaluation Technical Memorandum entitled City of Port Townsend Mitt Road Pump Station Hydraulic Modeting Review, February, 2O1.2is included herein as Appendix A and summarized in the following. As shown in Table 1 the anticipated peak hourly loading based on the results of the Basin Study was compared to that developed using the Washington State Department of Ecology Criteria for Sewoge Works Design (October, 2006, commonly called the Orange Book). The peak hourly flow will be used for sizing and design of the Mill Road Pump Station. As shown in Table 1 (above) the comparison of the various calculation methods to determine the peak hourly flow for design results in a difference of only plus 6 gpm or minus 126 gpm (from less than 0.5% to roughly 10%on the minus side). Based on these results it was decided to utilize the Basin Study anticipated flow of l-,185 gpm for the predesign of the new pump station and force main. The peak hourly flow above represents the ultimate flow for the pump station or the peak hourly flow it is expected to experience in year 2046. The near term flows will actually be significantly lower than this until the area becomes more developed and each of the 3 basins are connected tothe pump station. Because of this variation, the pump station shallbe designed to accommodate a wide range of flows. FINAL PREDESIGN REPORI 9-12-12 I\4SF CITY OF PORT TOWNSEND _ DEPARTMENT OF PUBLIC WORKS TABLE 1 Calculated lnfluent Wastewater loading at Build Out The following section describes the gravity system that will be needed to provide flow to the Mill Road pump Station. The different alternatives are presented to give the City options when deciding which basin areas toconnectfirst. Thesegravitylines(oraportionofthem)willneedtobeconstructedandindividualusers connected to this system before the Mill Road Pump Station can become operational. 3. Gravity Collection Mains Transporting wastewater flows from Basins 1,,2, and 3 to the new Mill Road pump Station requires the installation of a backbone collection main system. The backbone system described herein willjust deliver 1ow from the individual basin areas to the new pump station. This backbone system does not include the required collection system within each basin to connect to the backbone line. The backbone collection system can be divided intofour different alternatives, however, it should be realized that several alternatives may have to be installed (combined) to actually reach from the Basin indicated to the new pump station. The alternatives are shown graphically in Figure l_ and described in Table 2 (below). It is very important to note here that the designation of the new backbone gravity line alignments and diameters are based on a cursory examination of Lidar survey elevations and resultant slopes. lt is also important to note that road slopes on both Mill Road and Thomas Street have steep sections approaching L2 percent. ln these sections installing the new gravity mains following the street profiles will result in flows running at supercritical velocities. lt will be necessary to carefully design these reaches of sewer mains to eliminate (if possibie) the supercriticalflow reaches. Hydraulic jumps in the flow regime occur when flows transition from supercriticalto subcritical velocities (the hydraulic jump dissipates the excess energy created in the supercritical flow). This jump can cause damage to the MHs as wellas the immediately adjacent influent and effluent piping. ln addition, the turbulence created by the hydraulic jump can release sulfides naturally occurring in sewage that can combine with the water and oxygen to form sulfide gasses (the rotten egg smell) or sulfuric acid which besides resulting in odor complaints could also affect the longevity of the pipe and MH at that location. The installation of new gravity sewers through such reaches is commonly accomplished by "stepping" the new sewer from MH to MH with either inside or outside drops at the downstream MH. This allows the gravity line to be installed at lesser slopes 2 lnfluent Flow Row Basin Study Calculation Orange Book Calculation Average Dry Weather Flow (epd)(1)s88,400 588,400 Peak Day Flow (gpd)(21 1,008,600 1,008,600 Calculated Peak Day to Average Day Peaking Factor (3) = (2)/(1)1..71 NA1 Peak Hour to Peak Day Factor (4)I.70 NA1 Calculated Peak Hour to Average Day Facto r (s) = (+)x (s)2.9L 2.592 Peak Hour Flow (gpd)(6)=(r)x(s)7,714,620 L,524,935 Calculated Peak Hourly Flow (gpm)(71= (6)/1.440 min/day L,L9I 1,059 Not applicable for this comparison. Only comparing the Peak Hour to Average Day Factor (Row (5)) 2 calculation of Peak Hour to Average Day Factor from the orange uoo;1 = (18 + Jzl,oooy/++JB,oool,where 23,000 is the population in2046. r FINAL PREDESIGN REPORT 9-17-12 IVISF CITY OF PORT TOWNSEND - DEPARTMENT OF PUBLIC WORKS o rl I 2 and 2 Alternativcs 1,2.1 Alt,:mativc 4 Rd. Relunr l I t- .!:::, "s Figure 1 Gravity Sewer Alignment I o N eqo *a 2?o 42o 200 ^nsa-% eb .o... (v 250 No a30 B'O Itg I i ?b Noo 90 oo .1s9 t9o @ o'4.. oi .cv 180 '' i .* -',i-- j.--.---. . 210 i8 r'.9 l l o s qs No'o^ eoo ij{i,l tsa I l N o I 30 40 Discharge to Mill Road Pump Station i I i -l\ o l I I I Alternative 3 Qlen co, 21 O1 &l oo os No oloFl oi - 6.zlo .?o' 20 o a6, o(b .,lo o F 6 Er '.'t 1 aoro l zto' ,11,, 20 2^,OZ o /g .10 )io /0 o 10 l- ! ii liii''in t\ l lllli.- .i ' I.. t.'l I I I -l I lti i i' ,l9l I I Hg$ \ /o,i' l i I llr I I j I I r-*- -' ,,t' il I P rl l-lf"ili i0 I -l ^Q \ i"liri II, { I l -o Izoo FINAL PREDESIGN REPORT 9.17-1z-MSF 3 CITY OF PORT TOWNSEND - DEPARTMENT OF PUBLIC WORKS (avoiding supercritical flow velocities). By "stepping" the installation a balance between the required depth of the new gravity sewer to eliminate steep slopes and the cost of installation is also achieved. TABLE 2 Gravity Collection Main Alternatives Anticipated gravity line diameters are based on assumed flows. The information contained herein is for planning level purposes only' A more detailed design survey would be required to confirm actual slopes, lengths and diameters of this gravity collection backbone system. 4. Pump Station Design Criteria The design of the new pump station has to take into account the near term and long term uses that it will likely experience. ln the near term, influent flows are not expected to be at or near the anticipated build out flows of L,1.85 gpm' Accepted life span estimates for structures are commonly in the 50 to 100 year range assuming that standard operation and maintenance practices are performed. Accepted life span estimates for electrical equipment (pumps, controls, power, etc.) are in the 15 to 25 year span again assuming standard operation and maintenance practices. There are three generic types of pump stations, each based on the type of pumps used to convey the 1ow fromthe station to its destination. These are: L. wet Pit/Dry Pit pump stations - these have a standalone wet well with a suction pipe extending from thewet well to the dry pit where the pumps are located at the same elevation as the wet well. These pump stations can come as a package however, when this does occur they are very tight quartered. This type ofpump station is more expensive to design and construct. lt is commonly considered for pump stations thatwould exceed 3 mgd (2,083 gpm). This is when the installation of the additional structures for separate or contiguous wet wells and dry pump pits can become more cost effective. This type of pump station will not be considered further herein. Alternative Description Diameter (in)tength (ft) 7 Allows flow collected in Basin 3 to extend south and east to a common collection point on Discovery Road. 8 1,690 2 Extends from the intersection of Discovery Road and gth Street to the southwest to an intersection with Alternative L on Discovery Road. 8 2,200 Common Alternative 1,2 Extends from the common collection point on Discovery Road southwest to a cross over intersection with Mill Road, then southeast down Mill Road to an intersection with Alternative 3 (described below). 10 2,520 3 Extends from an unimproved road easement north from Glen Cove Road to a power line easemen| then north and east in the power line easement (paralleling an existing water line) to a connection on Mill Road with Common Alternative 1,2. 8 1,870 Common Alternative 1-,2,3 Extends east on Mill Road to the junction with Alternative 4 (below)1,2 L87 4 Parallels the new force main from the pump station - allows the City to pick up existing lots below (south) ofthe connection point ofthe new force main into the City's gravity collection system. This gravity line would begin on the lower reaches of Thomas Street a nd proceed south to Mill Road and then east on Mill Road to the connection with Common Alternative 1,,2,3 and into the new pump station. 8 3,500 FINAL PREDESIGN REPORT 9-17-Iz*IVSF CITY OF PORT TOWNSEND _ DEPARTI/ENT OF PUBLIC WORKS Z. Submersible pump stations - in this type of station the pumps actually sit down in the wet well. The footprint of the station is much reduced over wet pit/dry pit stations with an associated reduction in cost for design and construction. This is common for pump stations that are to accommodate influent flows of 3 mgd (2,083 gPm) or less. 3. Suction Lift pump stations - similar to the submersible pump station described above, but have the suction lift pumps sitting on top of the wet well out of the actual influent flow. Because of the additional components outside the wet well, this type of station is commonly more expensive than a submersible station due to the need for additional structures to protect the pumps, etc. from the elements but is still less expensive than the wet pit/dry pit pump stations. As above, this is also common for pump stations that are to accommodate influent flows of 3 mgd (2,083 gpm) or less. 4.1 Pump Station Structure Current best practices for structures are to build the structure that is needed for the long term (up to build out) for the following reasons: t. A properly constructed and maintained structure will last well past the anticipated planning horizon of 2046 (34 years into the future). Z. The construction of a wet well structure that would have to be expanded in the future is difficult and would require that the (then) existing structure be shut down to allow for the installation of additional storage. 3. This would require the excavation of the wet well which in this case is likely below the existing ground water level. 4. The new pump station is to be constructed on a limited site so the construction of an expansion to the existing wet wellwould likely also require the removal of much of the above grade equipment to make room for the construction. This would exacerbate the length of the shut down and would likely require additional property outside the station easement to stage and complete construction. 5. lt should be recalled that at the time of the potential expansion, influent flows will have built up close to that of ultimate build out. Shutting down the station to accommodate the new construction on the structure would likely require the installation of a significant by-pass pumping operation so that those in the stations service area would not be adversely affected. The cost for a by-passing operation of this magnitude (approximat ely L7 mgd) can be as much as the cost for the excavation and installation of the additional wet well walls. 6. Any by-pass pumping operation increases the risk of a surface spill of raw wastewater. This can result in fines from controlling agencies as well as impact the public and businesses nearby the station. For these reasons, the predesign is based on the construction of the physical features required to accommodate the ultimate build out influent flows' 4.1.1 Wet Well Sizing Three criteria were used to determine the size of the required wet well: 1. Maintenance of an active storage volume that will require a single pump to go through one complete cycle from pump on to pump off and back to pump on in no less than 1-0 minutes (maintaining a maximum number of cycles to six (6) per hour). For a two pump redundant system this would mean that the number of cycles per hour would be twelve (2 X 6) per hour. Note that the worse case cycle time always occurs when influent flow is equal to one half {1,/2) the pumping rate, This is shown graphically in Figure 2. FINAL PREDESIGN REPORT 9-1l-12_MSF CITY OF PORT TOWNSEND - DEPARTMENT OF PUBLIC WORKS Figure 2 - Cycle Time (T| Minutes vs.o/o of lnfluent Flow Eqo J .E 30 =o'20 Et= 10 ogo IJ -#Cycle Time (T) Minutes of of of of "Pof of of Jof of lnflow Rate, % of Pump Capacity I I t I \\/ I I a I Providing a minimum of 60 minutes of storage between the high, high water alarm and the invert of the influent line to the station at anticipated build out influent flows of 1,1g5 gpm. Meeting this criterion while still allowing for the use of suction lift pumps (maximum lift of 17.5 feet) requires a wet well diameter of 45 feet. This allows for greater storage when the pump station is first brought on line and influent flows have not yet reached the peak hour rate anticipated at build out (1,1g5 gpm). The available storage times based on varying influent flows are shown in Table 3 (below). TABLE 3 Wet Well Storage Times 3. For preliminary design purposes, set the wet well depth so that it will work for both submersible and suction lift pumps. Suction lift pumps will limit the depth of the wet well between pump volute and pump Off elevation to approximately 17.5 feet. The diameter of the new wet well has to be balanced against the depth to insure that the required active storage volume is achieved. The other limit on this is the sensitivity of the controls for pump on and off - for the purposes of this preliminary design it was assumed that the minimum depth between pump on and pump off could be no less than six (6) inches. This allows for variations in instrument sensitivity and wet well diameter while still meeting the requirements for the use of suction lift pumps. A decision to use submersible pumps only would allow for a reduction in wet well diameter and deepening of the active storage volume. It should be noted that accommodating influent flows that will be significantly less than those anticipated at build out will be accomplished through the control system and set levels on the pump operation. This is discussed further in the following. 2. Influent Flow (gpm)Wet Well Diameter (fttr Storage Depth (ft)Storage Time (min)Storage Time (hrs) 200 45 5.98 355.s 5.93 400 45 5.98 I77.8 2.96 600 45 5.98 118.5 1.98 800 45 5.98 88.9 1.48 1,000 45 5.98 7I,L t.t9 L,!852 45 5.98 60.0 L.00 The wet wel iameterd can stillwhile ma nntaivary the dre m60ng ofutes atretention krequi flowhourpea by VA th stora It behould notedde that dthe ofryrnggepth the wellwet bepth mited the ofmaybytype pump dselecte rfo Suctiuse.Lifton ahave mitli thetopspum thatlift can ccommodate.they 2 Peak Hour influent flows at build out (planning horizon) FINAL PREDESIGN REPORT 9-I7.I2 MSF CITY OF PORT TOWNSEND - DEPARTMENT OF PUBLIC WORKS 4.2 Pump Station Mechanical Components 4.2.1 Pumps As stated above, the use of a wet pit/dry pit pump station is not recommended for an application that is this far out in the service area and that experiences this type of low flow. Limiting the new pump station to a single wet well limits the types of pumps that may be used to either submersible pumps that are installed in the wet well or suction lift pumps that are installed on top of, or adjacent to, the wet well with suction piping that extends into the wet well. The advantages and disadvantages of submersible and suction lift pumps are presented in Table 4. TABLE 4 Advantages and Disadvantages of Submersible and Suction Lift Pumps It should be noted that there are additionalexpenses associated with the construction/installation of a suction lift package pump station that make it the more expensive option. As stated in Table 3, suction lift pumps are commonly supplied as part of a "package" lift station that includes all the ancillary equipment required to operate the station. This can include priming pumps, discharge piping, check valves and controls connected to an in station control system. This control system can then be connected to a PLC for operating the station and annunciating alarms via either the City's SCADA system or via telephone lines. Whether or not the advantages of the suction lift station outweigh the associated costs are a judgment call that the City will have to make. The pumpstation shallinclude a minimum of two pumps, each capable of accommodatingthe anticipated peak hour influent flow of 1,1g5 gpm (providing full redundancy). lt is further recommended that a third pump be purchased at the time of construction and provided to the City for storage as a replacement for one of the installed pumps should a failure occur. Supplier lead times for replacement pumps or even parts have been increasing and the relatively remote location of the City would support this recommendation' Pump Type Advantages Disadvantages Submersible Pumps Smaller footprint than other pump types. Maintains surface construction to a minimum Pulling pumps for maintenance or repairs is messy. Requires a wash down area at the wet well so that pumps can be cleaned off prior to loading on trucks, etc, Can accommodate deeper wet wells, suction lift limitations do not aPPIY. Requires the maintenance of a "dead" storage volume in the wet well that acts to cool the pump motors during operation Can accommodate a wide range of TDH and flow conditions. Access to motors and impellers requires pulling the pumps from the wet well. Less costly because most mechanical equipment is below ground, does not require an above surface structure to house the equiPment Does require the wet well to have 2 to 3 feet of dead storage (depending on the pump) to act as cooling during pump operation Simple Mechanical SYstem Pulling the pumps to perform maintenance operations will require a cleaning area. Suction Lift Pumps Motors, volutes, etc. are at ground surface and more accessible for operation and maintenance activities. Requires more surface construction or installation of a package pump station on top of or adjacent to the wet well Pump wash down area is not required when taking pumps down for maintenance. Limits depth of the wet well to the depth of maximum suction lift, available lift will vary based on suction pipe diameter, motor Hp and impellers. Commonly supplied as a "package" lift station such that all the associated station pipin€, priming pumps, controls, etc., come in one package contained in a steel container that is set on the new wet well. More Costly when compared to a submersible system because more equipment is above grade and needs to be housed in a structure to protect it. Pulling the pumps for maintenance will not require a cleaning area. More complex mechanical system including additional equipment (primer pump) Once maximum depth is reached the only way to create additional volume is by increasing the diameter. FINAL PREDESIGN REPORT 9-IZ-1z_[/]SF CITY OF PORT TOWNSEND - DEPARTMENT OF PUBLIC WORKS 4.2.2 Station Operation Pump station controls will operate the pumps/station in the following manner: 1. Pumps will operate in a lag/lead manner that automatically switches the lead pump to come on after every pumping cycle (one pump cycle is from pump on - to pump off and back to pump on again). This will equal out the hours that each pump operates over time. 2. controls will include(starting from the bottom of the wet well): a. Dead storage - this extends from the bottom of the wet well to the height required to cover the pump motor and provide cooling as recommended by the manufacturer of the submersible PUMP. NOTE THAT THIS IS ONLY REQUIRED FOR SUBMERSIBLE PUMPS. b' Low, low level alarm/redundant pump off - this control elevation is approximately 6,, below the Pump off elevation, ln a submersible pump station this level would also represent the top of the dead storage required to cool the pump motors. lt actuates an alarm indicating that the pumps are not shutting off at the control point specified and are pumping down the wet well to an elevation where suction could be lost or the pump motor could overheat. c. Pump off elevation - pump off set point for one pump operating or both pumps operating. d. Pump on elevation - the difference between this elevation and the pump off elevation represents the "Active Storage" volume of the wet well. At this elevation the lead pump is called into service to pump the "active storage" vorume down to pump off erevation. e. High Water Alarm/Redundant Pump On elevation - this occurs if the lead pump is called to operate and either fails or cannot keep up with the influent flow and the level in the wet well continues to rise' Once it reaches this elevation the second pump (lag pump) is called to operate and an alarm is sent indicating that for whatever reason the lead pump could not keep up with influent flow (potential reasons for lead pump failure could include ragging, motor failure, power failure, impeller wear, etc.). f' High, High WaterAlarm Elevation - is sent once both pumps have been called to operate and the level in the wet well continues to rise. The high, high water alarm elevation also represents the bottom elevation of storage included in the wet well design for situations such as this. g. lnfluent Sewer lnvert Elevation - this is commonly the top of the storage volume included in the wet well design. The intent is to contain all storage within the wet well rather than depending on possible storage within the collection system. Figure 3 below shows a representation of the wet well and control elevations. ln order to size the wet well theoperationofthestationmustbedetermined. Thesecriteriashouldbeusedfordesignofthewetwellinaddition to the controls system. FINAL PREDESIGN REPORT 9-17-]2 MSF CITY OF PORT TOWNSEND _ DEPARTMENT OF PUBLIC WORKS Figure 3 Generic Wet Well Elevation laYout 4.2.3 Pump Station Design Criteria The design criteria in Table 5 were used to develop the preliminary design for the Mill Road Pump Station TABLE 5 Pump Station Design Criteria Top of Storage/lnvert Elev. Of lnfluent Sewer High, High Water Alarm/Begin Storage Lag Pump On/High Water Alarm Lead Pump On/Top of Active Storage Volume Pump Off Elevation/Top of "Dead Storase" Low,Low Alarm/Redundant PumP Off Top of Dead Storage for Submersible Pumps Bottom of Wet Well bottom of Dead Storaee for Submersible PumPs Peak Hour lnfluent Flow 1,185 gpm No. of Pumps 2 {minimum) - each able to accommodate peak hourly influent flow (completely redundant) Whether or not to provide a third pump as a standby for replacement of the two operating pumps should be evaluated during final design. The speed of each operating pump shall be controlled by a adjustable frequency drive (AFD)' Storage Capacity 60 minutes at Build Out without utilizing the influent line for storage Standby Generator lnstall as part of the initial construction sized to provide the ability to start both pumps (with a lag time in between starts) and run both pumps and the station lighting, controls and SCADA. Pump Cycle Time No more than 6 complete cycles per hour (Minimum 10 minute cycle time from pump on to pump on again assuming one pump in operation) Active Storage Volume Based on Equation f = V/i +V/(q-i) Where:T=time(min);V=volume(gallons);i=influentflow(gpm);q=pumpingrate (gpm) NOTE: Minimum cycle time occurs when influent flow equals one-half of the pumping capacity. Wet Well Construction Wet well shall be designed and constructed to accommodate anticipated peak flow at build out (1-,185 gpm). Design and construct bottom of wet well to be self cleaning - slope sides to a center channel that will direct solids to the pump suction and create velocities to the suction that will enhance lifting the solids into the pumps. FINAL PREDESIGN REPORT 9.I7-Iz-MSF 9 CITY OF PORT TOWNSEND - DEPARTMENT OF PUBLIC WORKS Peak Hour lnfluent Flow 1,185 gpm Wet Well Construction Predesign is based on the installation of a concrete caisson for the new wet well due to high groundwater concerns. Other installation methods may be possible but will require significant shoring and dewatering efforts. Submersible Pump Flygt NP 3315 HT 3- 456 - 1760 RpM - 160 Hp (used for comparison purposes in predesign) Pump curves included herein in Appendix B - pumps should be installed AFD,s to limit inrush current during start up. Suction Lift Pump smith & Loveless 8D4v - 1760 RpM - Maximum suction Lift = 17.5 feet (conservative) -L50 Hp (used for comparison purposes in predesign) pump curves included herein in Appendix B - Pumps should be installed with AFD's to limit inrush current during start up. Station Operation As described above (Section 4.2.21 Alarm modes and actual elevations to be confirmed in final design. Additional alarm sequences to be confirmed with the city if needed. Required Generator to run Station during extended outage events Required standby Generator power: either 150kw or 350kw. The 150 kw generator will run the station and one pump. The 350 kw generator will run the station and two pumps. 4.3 Pump Station Electrical Components As previously stated, electrical components for a pump station of this nature commonly are assumed to have an average life span of 20 years. This is less than the planning horizon of 2046 (34 years into the future), however, logic would dictate that savings generated by putting in lower Hp pumps and electrical equipment for today would not exceed the cost required to install the higher Hp pumps and associated electrical equipment 20 years into the future. ln addition, there is no way to truly tie down the rate at which flows would increase to the pump station over time. More recent experience would indicate that it would take longer to reach predicted peak influent flows rather than less time. But this cannot be guaranteed. For the purposes of this preliminary design it has been assumed that the electrical components will be designed for complete build out flows. 4.3.1 Electrical Service Given the size range of the pumps, 160 hp to 150 hp, the electricalservice from the local utility will need to be 480 volts, 3-phase. Assume 600 amperes for initial planning purposes. 4.3.2 Configuration The electrical service will include a utility power meter with current transformer enclosure, main breaker, automatic transfer switch, and an installed standby generator. A preliminary one line diagram of this configuration is shown in Figure 4. Other components will depend upon the type of pumps selected 4.3.3 Size of Main Electrical Components The above ground electrical equipment will need to be protected from the weather and securable. This can be accomplished using a shelter and lockable enclosures or a single lockable enclosure with components mounted inside. The footprint will vary depending again on the type of pumps selected but assume a shelter will be larger and allow a space 1'6ft long by 8ft wide. The other main component is the standby generator. Allow a space 7ft wide by 20ft long by 10ft high for a permanently installed generator capable of powering two 16ohp pumps at the same time. (This assumes that the two pumps will start in a lead/lag configuration and that they will be controlled by AFD's or have solid state soft starts on them.) 4.3.4 Pump Motor Starters and Standby Generator The pump motors are large enough to require means to reduce the motor starting current which is often six or more times the motor running current. There are several means to control the starting current, but the two to be to FINAL PREDESIGN REPORT 9-I2.12 IISF CITY OF PORT TOWNSEND _ DEPARTMENT OF PUBLIC WORKS considered here are solid-state "softstarters" and adjustable frequency drives (AFDs). While AFDs are not "needed" for the operation of the pump station, they can be used to reduce the size of the mobile generator needed to operate the station during a utility power outage. A single pump operated on an AFD requires only a 150kW standby generator while a pump operated on a softstarter requires a 250kW standby generator. AFDs are generally twice as expensive as softstarters but AFDs have better power factor and reduce the starting current more. lf both pumps are required to operate on a standby generator then the size of the generator will be the same for both types of starters, i.e, about 350kW, 4.3.5 Storage versus Standby Generator The City has stated that they want to have the standby power generator installed at the time of initial construction. However, if desired, the large change anticipated between initial influent flows and those that would occur at build out can be used to delay the installation of a standby generator. By constructing the new structure so that it will have a minimum of 60 minutes of storage capacity following an alarm for a power outage or pump failure at ultimate peak hour conditions (L,L85 gpm, build out)will mean that up to several hours of storage are available during the time from initial construction until build out flows are reached. As shown in Table 3 in the near term when influent flows will be less than those anticipated for build out the new system will exhibit larger retention times. lf delaying the installation of the standby mobile generator is chosen the design for the new station would include a connection point for a portable generator to plug in so that during an extended power outage the station could be brought back on line using the generator. The City would monitor flows at the pump station in order to decide when a permanent standby generator would be installed in the future. 4.4 Pump Station Control System The control system design for the pump station will be customized to meet current City standards for equipment and functionality. tn addition to matching existing City technical standards, the control system will be designed to integrate the features and equipment associated with the selected pump station configuration. Although specifics of the control system cannot be defined at this point, the following outlines the general elements of the control system that will be incorporated into the pump station design. L. Programmable Logic Controller (PLC): A PLC will be used as the central controller for the pump station. For the submersible pump option, the PLC will controlallfunctions of the pump station. Forthe suction lift pump option, the package controls for the pumps will be integrated with the pump station PLC to provide facility control. The PLC manufacturer and model will be selected to match City standards. Z. Local Operator lnterface (Ol): An operator interface device will be included to allow operations staff to locally monitor equipment operation, control equipment and adjust pump station operations setpoints. The Ol manufacturer and model will be selected to match City standards. 3. SCADA System Communications lnterface: The pump station PLC system will be integrated into the City's existing SCADA system. The communications interface will allow pump station operation, status and alarm signals to be viewed and controlled remotely. The communications system will be designed to match the communications systems currently in service. 4. WetWell Levelsensor:Awetwell levelsensorwillbe installed to provide continuous measurementof the wet well level. Operator adjustable level setpoints for pumps ofl lead pump start and lag pump start will be compared against the level signalfor pump control. 5. Wet Well Float Switches: Float switches for low-low and high-high level detection will be installed (if applicable to City standards) for detection of the low-low water level/redundant pump off and high-high water level alarms. These float switches can also be used as a backup control to start and stop the pumps in the event of a wet well level sensor failure. FINAL PREDESIGN REPORT 9-12.1z-MSF AFD 2AFD 1 F L- FIGURE 4 Preliminary One-tine Diagram Mill Road pump Station METER UIILITY POWER CIRCUIT BREAKER POWER DISTRIzuTION BLOCK CURRENT rRAl{SFORMER ENCLOSURE ruTOMATIC TRAIISFER SWTTCH GENERATOR ctRct-[T BREAKER FIGURE 4 - PRELIMINARY ONE-LINE DIAGRAM MILL ROAD PUMP STATION CIry OF PORT TOWNSEND - DEPARTMENT OF PUBLIC WORKS GHzlulHILL MAIN MINI. POWER CENIER 't2FINAL PREDESIGN REPORT 9-12.]2 I\4SF CITY OF PORT TOWNSEND - DEPARTMENT OF PUBLIC WORKS 6. lntrusion Detection: Sensing devices will be installed within the pump station to detect intrusion into the facility. The types of devices used will be based upon the selected pump station configuration and City sta ndards. Support Systems lntegration: The control system design will include PLC interfaces to pump station support systems such as the backup power generator and combustible gas monitors. 5. Force Main Sizing and Alignment 5.1 Force Main Sizing Force mains should be sized to maintain a minimum flow velocity of 2.0 fps to prevent solids from settling in the line between each pumping cycle (in many cases a minimum velocity of 2.5 fps is preferred to insure movement of solids during each pumping cycle). Maximum force main velocities should not exceed 7.0 fps to prevent the creation of significant headlosses that would increase the pump power required, cost of operating the pumps and the required size of the standby generator. A breakdown of pumped flow versus velocity in force main diameters from 6 inches to l-0 inches is shown in Table 6. TABLE 6 Pumped Flow versus Force Main Velocities Based on the peak hourly flow of L,L85 gpm, a 10 inch diameter force main should be installed for this application for the following reasons: 1. lt would not be cost effective to install a smaller force main and then replace it with a larger force main in the future. This would also require additional work at the pump station to revise the piping and increase easement widths required for the force main to allow installation of a second line while keeping the first line in service (to limit any required shutdowns of the pump station)' 2. The installation of an 8 inch force main or 6 inch force main would result in increasing the TDH for the pump station by 82 feet and 324 feet, respectively, at the build out flow of 1-,185 gpm. Both would increase required pump horsepower and electrical system design and installation costs. 3. During final design the City can look at reducing the flow rate from the recommended pumps by installing a trimmed impeller. This would also reduce the motor Hp required. However, if this is considered, it should be realized that the pump impellers and motors could require switching out before the end of their useful life. Velocity (fps)1 Pumped Flow (gpm)Pumped Flow (cfs)5 inch Force Main 8 inch Force Main 10 inch Force Main 200 0.45 2.27 1.28 0.82 400 0.89 4.54 2.55 1.63 500 1.L'1,5.67 3.19 2.04 600 r.34 6.81 3.83 2.45 800 L.78 9.08 5.11 3.27 1000 2.23 1-1.35 6.38 4.09 1185 2.64 13.45 7.56 4.84 1 Flow velocities within the acceptable range of 2.0 fps to 7.0 fps are highlighted FINAL PREDESIGN REPORT 9-I7-12 I\4SF CITY OF PORT TOWNSEND - DEPARTI4ENT OF PUBLIC WORKS The flow from the pumps will need to be at least 500 gpm to provide the needed minimum velocity in the forcemain 5.2 Force Main Alignment The alignment of the new force main from the pump station is shown on plan and profile sheets included herein Appendix C. Generally, the new force main will exit the pump station site on Mill Road (north side), then proceed east on Mill Road (remaining on the north side of the road) to the intersection with Thomas Street; north on Thomas Street (remaining on the west side) to a location just above Workman Street. As shown on the included plan and profile sheets the new forcemain would then proceed east again following an undeveloped road easement to an existing MH connected to the City's gravity collection system on the southern end of Logan Street. The force main would discharge into this MH. Alternatively, the new force main could continue north on Thomas Street to 4th Street and discharge into a MH at this location. Some resloping of the existing sewer on 4th Street would likely be required to make this alternative work. For planning purposes, the cost for Either alignment would be roughly the same. The approximate length of the new force main is 4,27g f eet. 6. Cost Estimate Table 7 is a summary of the estimate costs. The base construction cost shown includes mobilization, bonds, contingency and escalation. lt does not include project costs such as design, administrative, legal, or services during construction. See Appendix D for a complete breakdown of the costs included in each category. TABLE 7 Cost Estimate Summary Low Range Estimate Range High Range -20%Base Cost +30% Submersible Pump Station & Force Main (yard piping)S1,633,000 S2,o41,ooo s2,6s3,000 Suction lift Pump Station & Force Main (yard piping)s1,702,000 Sz,tzT,ooo s2,76s,000 Force Main s882,000 S1,1o2,ooo s1,433,000 Gravity Pipe Alt 1 5306,000 $383,000 s4e8,000 Gravity Pipe Alt 2 s394,000 $492,000 s640,000 Gravity Pipe Common Alt 1 & 2 Ss42,ooo $678,000 $881,000 Gravity Pipe Alt 3 s170,000 Szl3,ooo 5277,000 Gravity Pipe Common Alt 1, 2 &3 S43,ooo Ss4,ooo s70,o0o Gravity Pipe Alt 4 s674,000 S843,ooo S1,096,ooo 6.1 Methodology This cost estimate is considered a Schematic Design Estimate (Class 3) construction cost estimate. lt is based upon the 15 percent design drawings and specification dated May 201.2, and design information provided by the engineer at the time of the estimate. Where possible, a quantity takeoff was developed for allelements shown in sufficient detail in the design drawings or described in the report. For an item known to exist but not defined in the project drawings, the cost estimator applied an allowance based on estimator experience and consultation with the project engineer. 14 FINAL PREDESIGN REPORT 9-12-I2 MSF CITY OF PORT TOWNSEND - DEPARTMENT OF PUBLIC WORKS The final costs of the project will depend on actual labor and material costs at the time of bid, actual site conditions, productivity, competitive market conditions, final project scope, final schedule and other variable factors. As a result, the final project costs will vary from those presented herein. Because of these factors, funding needs must be carefully reviewed prior to making specific financial decisions or establishing final budgets. 6.1.1 Markups Table 8 summarizes various markups applied to the cost estimate to develop the overall construction cost. Unit costs include contractor overhead and profit. Mobilization, contingency, sales tax, market factor and escalation are also applied to the bottom line totals. TABLE 8 Markup Summary Markup Percentage Contractor Overhead & Profit (ln unit costs)1,8% General Conditions 7% Mobilization/Bonds/l nsura nce 5.16% Construction Cost Estimate Contingency 40% Escalation (Aue 2013)3.58% Sales Tax (Port Townsend)9% Market Conditions o% 6.1.2 Assumptions The following assumptions were used to develop the construction cost estimate General Assumptions: Labor rates are based on the RS Means National Average Rate and adjusted for local wage rates using the RS Means regional adjustment factor. The estimate currently includes escalation to mid-point of construction to August 2013. Costs assume that the work is done during a regular 40 hour work week and does not include any overtime cost markups. Costs do not include purchase of easements or right-of-way, engineering, administration or owner costs beyond the capital construction costs. The cost estimate is intended to represent the total contractor bid price as shown on the bid price schedule atthe time of the bid opening. Site access for the contractor and contractor staging areas are assumed to be adequate for the contractors needs. The estimate is based on aggregates, drain sand, and clay materials being available locally to the contracto r. Temporary erosion and sediment control are expected to be minor. No wetland impacts are known at this time. Pipe trenching is based on 5' of cover to the top of the pipe. It is assumed that dewatering for pipe trenching can be controlled with sump pumps in trench. Roadway patching is based on 6" ofasphaltover6" ofcrushed surface base course. The pump station wet well construction is based on a dropped caisson construction. Due to the pump cooling requirements the submersible pump station wet well is 30" deeper than the suction lift pump station. 1. 2 3 4 5 6 7 8. 9. 10 1.1. 1,2 FINAL PREDESIGN REPORT 9.]Z-I2 MSF l5 CITY OF PORT TOWNSEND - DEPARTMENT OF PUBLIC WORKS 13 I4 The pipe alternatives costs with the exception of Alternative 3 are based on the pipeline being placed in the roadway and include ACP demo and patching. Alternative 3 is outside of the roadway and travels cross country. The estimate includes a 350 KW standby generator at the pump station and VFD's controlling the pumps 7. Summary and Recommendations The following (Table 9) summarizes the previous discussions and presents recommendations for taking the new Mill Road Pump Station and Force Main into design. TABLE 9 Summary Item Description Recommendation Pump Station WetWell SeveraI methods of construction of the wet well were considered, however, due to the existence of high groundwater it appears that a circular wet well installed as a caisson would work best in this situation. lt would limit the need for dewatering and for shoring which would be an advantage. lnstall the new wet well as a caisson. This would be a concrete structure and would include a corrosion resistant lining (once completed and the bottom sea led) Wet Well Diameter Forthe purpose of this planning level evaluation, it was decided to make the wet well compatible with the use of either submersible or suction lift pumps. lf submersible pumps are chosen for final design it may be possible to reduce the diameter and deepen the wet well creating a somewhat smaller footprint. Anticipated lD of the wet well is 45 feet to obtain a standby storage capacity of l" hour at buildout and keeping the wet well shallow enough to use suction lift pumps. Wall thickness is 2 feet. Anticipated OD of the wet well is 49 feet. Wet Well Depth Depth in this case is based on the anticipated elevation of the suction pump volute which has been estimated as l-8" above the top cap of the wet well. From this point down the depth to the established pump off elevation can be no more than 17.5 feet. Assuming surface elevation = 23.0 feet Suction Lift Station - depth from surface elevation to pump off elevation = L5.98 feet Submersible Pump Station - depth from surface elevation to bottom of dead storage = L7.98 to 18.98 feet (depending on depth of dead storage required to cool pump motors) Pumps System head curves for both the use of submersible pumps and suction lift pumps were developed. These were graphed against pumps curves for both types of pumps to identify pumps that could be used under this scenario. lt was also noted that if suction lift pumps were used they would be supplied as a package that included the priming pumps, controls, station piping, etc. within a epoxy coated steel container. Submersible pump recommendation: Flygt - Model NP 3315 HT3-456; L60 Hp; station piping diameter = 6"; lmpeller diameter = L5i/8" Suction Lift Pump recommendation: S&L - Model 8D4V, 150 Hp, Suction pipe Diameter = 12"; Station piping diameter = 8"; lmpeller diameter = 7a 5/8" - lncluded in a package suction lift station, System heod curves vs. pump curves ore included in the oppendix. Station Operation See Section 4.2.2 and Table 5 See Section 4.2.2andTable 5 Alarms and Communication This would have to be in keeping with the City requirements and should be vetted early in the actual design phase, See Section 4.4 Standby Generator As discussed in Section 4.3.4 (above) the intent is to Required Standby Generator Power: either j.50kW or t6 FINAL PREDESIGN REPORT 9-12-12 I\4SF CITY OF PORT TOWNSEND - DEPARTMENT OF PUBLIC WORKS Item Description Recommendation install the required standby generator during original construction. lf this is revised during final design a plug in for the use of a mobile standby generator during the initial years of station operation will be included. This will continue as long as the City believes that the provided storage in the wet well is enough to allow City Maintenance Crews to access the station and provide standby power during any extended outage event. Once influent flows reach a point where either City Crews cannot access the station quickly enough or storage time reaches 60 minutes - then a permanent standby generator will be installed. 350kW Force Main Alignment Generally, the new force main will exit the pump station site on Mill Road (north side), then proceed east on Mill Road (remaining on the north side of the road) to the intersection with Thomas Street; north on Thomas Street (remaining on the west side) to a location just above Workman Stree| at this point the new force main can proceed either west again following an undeveloped road easement to an existing MH connected to the City's gravity collection system on the southern end of Logan Street or continue north to a connection to the existing collection system on 4th Street. Plan and Profile Sheets contained in the attached Appendix. Length 4,278 feet Diameter !0" Gravity (Backbone) Collection System Alternative 1.Allows flow collected in Basin 3 to extend south and west to a common collection point on Discovery Road. Length = 1,690 feet; Diameter = 8" 2 Extends from the intersection of Discovery Road and 8'h Street to the southwest to an intersection with Alternative 1 on Discovery Road. Length = 2,200 feet; Diameter = 8" Common Alternative i.,2 Extends from the common collection point on Discovery Road southwest to a cross over intersection with Mill Road, then southeast down Mill Road to an intersection with Alternative 3 (described below), Length = 2,520feef; Diameter = 10" 5 Extends from an unimproved road easement north from Glen Cove Road to a power line easement; then north and east in the power line easement (paralleling an existing water line) to a connection on Mill Road with Common Alternative 1,2. Length = L,870 feet; Diameter = 8" Common Alternative 1,,2,3 Extends east on Mill Road to the new pump station site Length = 187 feet; Diameter = 12" 4 Parallels the new force main from the pump station * allows the City to pick up existing lots below (south) of the connection point of the new force main into Length = 3,500 feet; Diameter = 8" FINAL PREDESIGN REPORT 9-17.12 MSF 17 CITY OF PORT TOWNSEND - DEPARTMENT OF PUBLIC WORKS Item Description Recommendation the City's gravity collection system, This gravity line would begin on the lower reaches of Thomas Street and proceed south to Mill Road and then east on Mill Road to the connection with Common Alternative I,2,3 and into the new pump station. Estimated Cost Based on planning level considerations including a 40% contingency for unknowns at this time. As shown here the estimate has been broken into several categories and a complete copy of the estimate is included in Appendix D: Submersible Pump Station w/Force Main (yard pipine) s2,041,000 Suction Lift Pump Station w/Force Main (yard piping)52,1,27,O00 Force Main (outside yard piping)s1,102,000 Gravity Lines Alternative l-S383,ooo Alternative 2 S492,ooo Alternative 1 & 2 s678,000 Alternative 3 s213,000 Alternativel,2&3 ss4,ooo Alternative 4 s843,000 7.1 Recommendations The following steps need to be undertaken to initiate and complete final design 1-. A complete survey of the gravity alternatives needs to be completed to better document the existing slopes that will have to be accommodated and what steps (if any) that will be required to eliminate or at least reduce the occurrence of supercritical flow regimes. 2. A survey of the alternative force main route to 4th Street needs to be completed to determine the feasibility of the alternative route and whether the static head requirements change significantly. 3. Soil borings need to be completed for the new pump station site and the alternative pipeline alignments (gravity and force main)to confirm design criteria, trench backfill requirements, etc. Recommend that there be at least two soil borings at the pump station site with one extending at least 25 feet below the invert of the wet well. Borings on the gravity and force main alignment should be spaced at l-,000 foot intervals and be completed to a depth of at least 5 feet below the proposed trench invert. This information will be critical to the final design process. 4. Property acquisition issues will have to be better identified and how they will affect the design addressed 5. City and Engineer need to work closely together to better clarify the anticipated influent flow to the new pump station site. 6. The City needs to revisit and confirm whether or not the installation of a standby generator should be included in the final design or left as a future project. FINAL PREDESIGN REPORT 9.17.12 I\,,lSF CITY OF PORT TOWNSEND - DEPARTMENT OF PUBLIC WORKS 7. A more definitive decision needs to be reached regarding the use of submersible or suction lift pumps. 8. The City needs to revisit the Master Plan completed by Gray & Osborn to confirm that there is capacity in the existing collection system downstream of the tie in point for the new force main all the way to the City's Wastewater Treatment Pla nt. FINAL PREDESIGN REPORT 9-12-1?_MSF 19 Appendix A: City of Port Townsend Mill Road Pump Station Hydraulic Modeling Review TECHNICAL MEMORANDUM GH2llllHlLLo City of Port Townsend Mill Road Pump Station Hydraulic Modeling Review pREpARED FoR: Mary Heather Ames City of Port Townsend COPY TO: PREPARED BY: DATE: PROJECT NUMBER Amie Roshak February 23,2OI2 425179 This technical memorandum summarizes the review of hydraulic modeling data from the City of Port Townsend's (City's) wastewater collection system as presented in the December 2OO9 Southwest Sewer Basin Study (Basin Study), by Gray & Osborne, lnc. The report evaluated the City's sewer basins and presented a series of alternatives for future development within and adjacent to the existing City limits. The data presented in the Basin Study will be used to develop a peak hourly flow rate to use as design criteria for the design of the new Mill Road pump Station. The specific alternative in the Basin Study that was reviewed for the Mill Road Pump Station is Alternative 7. The areas that Alterative 7 represents are summarized below along with the review of the loading rates and peaking factors presented in the Basin Study. Area of lnterest for Mill Road Pump Station: Basin Areas for Alternative 7 Alternative 7 in the Basin Study represents the option for a common lift station (Mill Road Pump Station) to serve Basins !,2, and 3. ln this alternative, Basin l- also includes the LocalArea of More lntense Rural Development (LAMtRD) south of the City. The analysis presented in the Basin Study included a layout of future gravity sewers that would serve the basins and discharge to the Mill Road Pump Station. TheareassummarizedforBasins L,2,and3intheBasinStudywereconfirmed,andthebasinsareshownin Figure L. Design Flow Development This section presents information on the calculation of the projected wastewater flow to be pumped by the Mill Road Pump Station. The projected average and peak day flow is presented as well as the determination of the peak hourly flow. Wastewater Loading Rate Determination tn the 1,999 City of Port Townsend Wostewoter Comprehensive Plon (Comprehensive Plan) by CH2M HILL, wastewater loading rates were defined based upon seventeen classes of Land Use. This approach also discounted the land dedicated to Right-of-Ways. Development factors for existing and future development density were also taken into account when determining the totalamount of developable lands. During the Basin Study, the ultimate wastewater flows developed for each basin in the Comprehensive Plan were divided by the total number of acres in each basin to develop a basin-wide loading rate. This basin-wide loading rate was then applied to the new basinsdefinedintheBasinPlan. ThefoundationofthisapproachintheBasinPlanwastoapplythecalculated basin-wide loading rate to a basin that was assumed to have a similar development pattern as the basin in the Comprehensive Plan. Forthe basins involved in this study (Basins 1-, 2, and 3), the Southwest Basin in the Comprehensive Plan was identified as the similar basin. Figure 2 shows the overlay of the extent of the Southwest Basin from the Comprehensive Plan and Basins !,2,and 3 in the Basin Plan, and Table l- summarizes the calculation of the basin-wide loading rate for the Southwest Basin and Table 2 summarizes the ultimate flows for Basins 'J.,2,and 3 using the calculated Southwest Basin basin-wide loading rates shown in Table l-. HYDRAULIC CALCS REVIEW SU[/IVIARY_FINAL COPYRIGHT 2Ol2 BY CH2l\4 HILL lNC. . COMPANY CONFIDENTIAL CITY OF PORT TOWNSEND MILL ROAD PUMP STATION HYDRAULIC MODELING REVIEW Southwest Basin !|[lj"r lll il l_ I I rffi ilt!!r_'*T-- J lll l- ACR S l- I I Qyl Cfub l-r- 8rd BA SIN 2 ft ?ld 1 76 A l-liI | [,t '[ 1 rrll lll til BASTN 1 (ALT 7) 169 ACRES t\ ( tr--rni I Tci,vnsond l, FIGURE I Mill Road Pump Station (Alternative 7) Basin Areas COPYRIGHT 2Ol2 BY CH2l\4 HILL . COMPANY CONFTDENTTAL HYDRAULIC CALCS REVIEW SUljlMARY FINAL CITY OF PORT TOWNSEND MILL ROAD PUMP STATION HYDRAULIC MODELING REVIEW TABLE I Basin Flowrate Calculation: Basin-wide Average Dry Weather Flow Basin 1(with LAMIRD) Basin 2 Basin 3 Total Peak Day Flow Basin 1 Basin 2 Basin 3 Total Southwest Basin Projected Ultimate Flows (2047) Flow (epd) Basin Area (acres) Calculated Basin-Wide Loading Rate (gpd/acre) 139,9881 1951 7L8 240,5271 1951 r,233 Flow (epd) Rate and P Average Dry Weather Flow Peak Day Flow tsource: CH2M HILL, lnc., City of Port Townsend Wastewater Comprehensive Plan, 1999 TABLE 2 Calculated Wastewater Loading by Basin Calculated Basin-Wide Loading Rate (gpd/acre) Basin Area (acres) 718 718 718 499 176 1,43 499 L76 1,43 3s8,300 t26,400 1.03,700 588,400 615,300 217,000 176,300 1,008,600 r,233 r,233 L,233 HYDRAULIC CALCS REVIEW SUMMARY-FINAL COPYRIGHT 2OI2 BY CH2Ii] HILL. . COMPANY CONFIDENTIAL CITY OF PORT TOWNSEND irlLL ROAD Putitp STATTON HYDRAUL|C MODELING REVIEW Peaking Factor ln the Basin Study, a peak hour to peak daily flow peaking factor of 1.7 was applied to the peak Day Flow to determine peak hourly flow for each basin. The Basin Study stated that this factor was adjusted upward from a factor of 1.27 that was applied in the hydraulic modeling for the Comprehensive Plan. ln the Comprehensive plan, a diurnal curve was presented from flow monitoring in a residential area. This curve (Figure 5-2) indicated that the peak flow may be 1.79 times higher at the peak hour than the average. The Comprehensive Plan also notes that this diurnal curve is slightly conservative for non-residential areas. According to the Department of Ecology, Criteria for Sewage Works Design (Orange Book), the minimum peaking factor that should be used to calculate peak hourly flow is 2.5, and the peak hour factor is based upon population. ln addition, for the orange Book methodology, the peaking factor is to be applied to the average daily flow, not the peak daily flow. Peak Hourly Flow A comparison was performed on the two different calculation methods of the peak hourly flow. This is summarized in Table 3. For the Basin Plan flows, the effective peak hour to average day peaking factor was determined to be 2.92. This peaking factor corresponds to a town with a population of approximately LL,000. The Orange Book calculated peaking factor is 2.59, assuming a population of approximately 23,000 for 2O46, the year of the projected ultimate flows. See Figure Cl.L from the Orange Book (attached). Cities with smaller populations are assigned a higher peaking factor due to the nature of the variability of flow with smaller populations. According to the City of Port Townsend Comprehensive Plan, the City's population is expected to reach a population of about 1,4,OOO in the year 2024 and may reach 23,000 by 2O46 TABLE 3 Calculated Wastewater Loadin q bv Basin (2047) Row Basin Plan Calculation Orange Book Calculation Average Dry Weather Flow (gpd) Peak Day Flow (gpd) Calculated Peak Day to Average Day Peaking Factor Peak Hour to Peak Day Factor Calculated Peak Hour to Average Day Factor Peak Hour Flow (gpd) Calculated Peak Hourly Flow (gpm) (1) (2) (31 = (21/(Ll (4) (s) = (+)x (3) (6) = (i)x (s) (7) = (6) / 1.440 minlday 588,400 L,008,600 1,.7L 1..70 2.91 1,,774,620 7,19L 588,400 1,008,600 NA1 NA1 2.5g2 1.,524,935 L,059 lNot applicable for this comparison. Only comparing the Peak Hour to Average Day Factor (Row (5)) 2Calculation of Peak Hour to Average Day Factor from the Orange g..k = (18 + ^iZS,OOO)/(++^/Z:,OOO1, where 23,000 is the population in 2046. Selection of Peak Hourly (Design) Flow ThepeakhourlyflowwillbeusedforsizinganddesignoftheMill RoadPumpStation. Basedonthecomparison of the various calculation methods to determine the peak hourly flow for design of the Mill Road pump Station, it is recommended that the peak hourly flow of 1,185 gpm be used for the design. 4 COPYRIGHT 2012 BY CH2l\4 HILL . COMPANY CONFIDENTTAL HYDRAULIC CALCS REVIEW SUMI,4ARY FINAL Appendix B: Pump Curves for Submersible and Suction Lift Pumps fu''{ //,oy Lem Lett Solve Water NP 3315 HT 3- 456 Te ch nical specification 11 Note: Piclure right not correspond to the current configuration. General Patented self cleaning semi-open channel impeller, ideal tor pumping waste water applications. Possible to be upgraded with Guide-pin@ for ev en better clogging resistance. Modular based design with high adaptation grade. tn 0 lnstallation: P - Semi permanent, Wet 1600 2000 2400 - -'------ ''i Cutue accodingto: 1509906gmde2annex 1 ot2 lmpeller diameter Number of blades M otor lvlotor # Stator v ariant Frequency Rated v oltage Number of poles Phases Rated power Rated current Siarting current Rated speed Power I actor 111 Load 3/4 Load 112 Load Ef f iciency 1/1 Load 314 Load 112 Load s, p.m.l lmpeller lmpeller material Outlet width lnlet diameter Grey cast iron 5 7/8 inch 150 mm 390 mm 3 N331 5.1 80 35-35-4M-W 1 30hp 60 Hz 460 V 4 3- 130 hp 156 A 705 A 1775 llmin 0.83 0.80 o71 93. 94. 94. o/" Configuration Created on 201244-13 Head 390ry| ;E70.9%' -i i.+ Project *'ta-E Project lD Created by Last update ry$"P*m,*, NP 3315 HT 3- 456 Performance curve Pump Outlet wjdth 5 7/8 inch lnlet diameter 150 mm lmpeller diameter 153/s" Number of blades 3 20 18 M otor Motor # Stator variani Freq u Rated ency voltage N331 5.1 80 35-354AA-W 1 3Ohp Power factor 111 Load 0.83 314 Load 0.80 112 Load 0.71 1t1 Number of poles Phases Rated power Rated cunent Starting cunent Rated speed 60 Hz 460 V 4 130 hp 156 A 705 A 1775 llmi crency Load Effi 3/4 Load 112 Load 93.5 % 94.0 o/o 94.5 %n 8 o/..',: 58.2 o/o 116 h 4 20 10 ; jsgsgolmrn f$f 9somm:(P2) B 4 SH-val ueS 200 400 600 390mm : i I l I ',,1 1172 US p.m 11 .4 800 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 00 s.p.m.l ftl CuNe acwding lo: ISO 9€06 grade 2 amex 1 q 2 I 243 tt \! otal dfficiency Efficiehoy : Shaft power Power:input P,2 D1 Created on 201244-13 Project Project lD Created by Last update ry [em Lett Solve Water NP 3315 HT 3- 456 Duty Analysis 10 31 J 2 2 2 2 2 2 2 2 2 2 2 220 2 21 21 7 7 5 5 4 4 3 2 2 1 1 0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200 2400 2600 0 3000 [US g.p.m.] CuNe accqding to: ISO W06grde2amq 1 q 2 243 ft Head .p.m. i1172 US g Pu mps runn rng /System 1 lndiv idual pump Flow Head 1170USg.p.m 2+3fr Shaft power 1 16 irp Tota I Flow 1170US g.p.m Shaft power Hyd etf 116hp 62% Specific energy N PSH re 1310M,WUSMG 11.4fl ProJect Project lD Head 243 fr Created by Created on 201244-13 Last update ry$"F*m",", NP 3315 HT 3- 456 VFD Curve Head : 31 30 2 .:1i) f i i ::a: r-. ..'-.-:] '':''-':-__ ! 19ff 3sommrlez; 23 22 21 20 '19 18 11 10 I 8 t t; i: i.t. ... , 1: 50 6 5 40 th 16 12 456 124 . -:.. -iri, r:j lii p: 80 |.:. i':" 4 3 0 400 600 8000 '1400 1600 1800 2000 2200 2400 2600 2800 3000 IUS g.p.m.] Curve accqding lo: ISQ WO6 gtde 2 amd 1 q 2 I Created on I Lu"t rpo"t"tt I zo'rz-oatt I 62otal efficienqy ct y'56 390mmNPSues ,.r,r) ,.t . ,:j: . 1172 US g.p.m 11 .4 Projecl 20 Project lD 1000 1200 Creatod by )ry Lerm Lett Solve Water NP 3315 HT 3- 456 VFD Analysis 31 30 29 28 27 26 2 24 21 70 1 1 1 1 1 1 'l 1 1 1 5 4 2 1 0 9 8 7 4 o2 0 600 800 1000 1200 '1 1800 2000 2200 2400 2600 2 3000 IUS g,p.m,] Curve accqdirg lo: ISO @06grde 2 aqex 1 q 2 243 ' ,.11 r 1;' \1,': : ...:.t:tt.r ..i U5 : '.:.. \se eeo* \\, , \\ i I I.t: : i: l ;'... I -... t;.'.'] : i i..r. . Pumps running /System '116 hp 90.3 hp 67.8 hp 49.4 hp 34.7 hp 49.4 hp 34.7 hp NPSHTe lndiv idual pump Frequency Flow 60 Hz 55Hz 50 Hz 45dz 40Bz Total Shaft power FlowHead 2+3ft 205 fl '1Sft 137 ff '108 ft H ead Shaft power Hyd eff Specifi c energy 1170 US g.p.m, 1080 US g.p.m. 980 US g.pm. 882 US g.p.m. 784 US g.p.m. 1170USg.p.m.2€fi 1080 US g.p.m. 980 uS g.p.m. 205 ft '16S ft 137 ft 108 ft 116hp S0.3 hp 67.8 hp 62% 62% 62% 62% 1310 M,h/uS MGl1.4 ft 11m hi,hius M@.96 ft 908 tdA4VUS MG 8.55Ii 738 MryUS MG 7,22ft 58S R WUS MG 5.98ft 882 uS g.p.m. 784 US g.p.m. Created on 201244-13 Project Project lD Created by Last update */$"9*m"*, NP 3315 HT 3- 456 Dimensional drawing 11"wTas4(e) ON,A\SIO! TO FNDS CF GJE BAFS Vleidrt (b6) Rrrpuith codirE jefd M RmpWtrutccdirE jml€t nn Dschaw drtrfs 531t4 42' s' 24SB 4916 9'117t8 5516 3'qJEBARS 11" 6', ;,1 e co(o Ez F- cotrco co coz2 {,,'ieco N a 358 @ 205 IOaoIo)o ,*E Z o.iF- AUTCCAD DnvdcrddW NP315Hf 091218 D'lffi TWTn Created on 201244-13 '7= i"'\ I R_I \+l r+ \. "M qSB Prolect Project lD Created by Last update rIrTrlo Srnitlr & Lorrel(elsst Eleetronic Selection Prograrrr 14040 Santa Fe Trail Drive . Lenexa, Kansas 6621G1284. Ph: 913-88&5201 . Fax 913-888-2173 ' answers@smithandloveless.com Smith & Loveless lnc. TMrf Location: Gustomer: lnquiry #: Design Data: Kitsap Co Kitsap Go \llM Diam:12 Force Main Data: Force main Force main Force Main Proiect Name: Engineer: Glassic C-Factor: cH2M-Hiil Type:Pumps:Duplex Static Head Max:System Head Max: N/A Static Head Min: System Head System Head C-Factor: + Sta. piping Suction Piping System Head Min: MA 1.) Max Suction lift is based on an elevation of 1000' ASL. For each 1000 foot increment, an additional foot. Max Suction Lift of pump must equal or exceed Reouired Suction Lift Only stations with 8'or 12" pumps are available 8" or larger station and discharge piping. TDH: 875 RPM 1170 RPM 1760 RPM Pumps 585 RPM Pump: o o o o o o o o o o o o o o o o o o o oa o Future t- 12" 229 FT 12OO GPM 8', N/A tI F I f -----I N/A Max Suction Lift N/A N/A N/A N/A N/AN/A 'rprng Select N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A stafion Flecom- N/A N/A N/A N/A N/A N/A N/A N/A N/A Recom. N/A N/A N/A N/A EFF. N/A N/A N/A N/A N/A N/AN/A BHP N/A N/A NiA N/A IMP. DIA. N/A N/A N/A N/A N/A N/A t@ N/A N/A N/A N/A Max Suction Lift N/A N/A N/A N/A N/A N/A N/A Sclect N/A N/A N/A N/A N/A N/A NiA N/A Recom. N/A N/A N/A N/A N/A N/A N/A Select N/A N/A N/A N/A N/A N/AN/A N/A N/A N/A N/A Reom- N/A N/A N/A N/A N/A EFF. N/A N/A N/A N/A N/A N/AN/A BHP N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A NiA IMP. DIA 19-4 FT N/A N/A Max Suction Lift N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A a- Recom. N/A N/A N/A N/A N/A N/A 12' Select N/A NiA NiA N/A Flam- N/A N/A N/A NiA N/A N/A NiA N/A N/A 57.OVo EFF. N/A N/A N/A 121.4 BHP N/A NiA N/A N/A N/A N/A N/A NiA 14 5/A' IMP. DlA. N/A N/A N/A Representative:ADS Eouioment. lnc Prepared By:Steve Azose Date: 41812012 .N r. f II I / I / tt t I t I o I I A t I I J I I I tI (t I t I / / I I I il I I I' I I I I / , t4 I I t I J /l I ll , / W / II /l l I I I II I I I I I I I 7 I I / I II t: / t / t / / / a a / / ( Y. / t t 00 9 t 00 0 e 00 9 2 00 0 t 00 9 0q 0 z =o.I=ott L 00 9 tE,EE- 0 C) O O or o o CD N N oro (r r F n o r c) LO oo oLT(JqE=L osoogooJ€.t rE(t , EF Appendix C: Pump Station Force Main Alignment 654 o PORT TOWNSEND MILL ROAD PUMP STATION AND FORCEMAIN PORT TOWNSEND, WASH I NGTON HASTINGS AVt \q o z tn z D 19TH ST z 6 ud u ko ozz I12IH ST LIo WWTP N F(n z o E tr-JItn F PORT TOWI{SEND z ot. bJra RD S\MS Fa zoa M.U:r o_O v.J AY B ctzU @z =oF FtoI zo-qnltr64a^ z7*U EfR : 6[ $$?*J o:r F OAD MILL RD j J -IIz NIIo J E u.l U o0azo- =<?>tzoolrFo< il8OJlro L-: Ul HPii D- --r2F<tr VERIFY SCALE BAR ISONE INCH ON ORIGINAL DMWING.oIl' DATE OCTOBER PROJ DWG G-01 1of 5SHEET FORCEMAIN ALIGNMENT PLAN AND PROFILE FORCEMAIN ALIGNMENT PLAN AND PROFILE FORCEMAIN ALIGNMENT PLAN AND PROFILE FORCEMAIN ALIGNMENT PLAN AND PROFILE FORCEMAIN ALIGNMENT PLAN AND PROFILE FORCEMAIN ALIGNMENT PLAN AND PROFILE FORCEMAIN ALIGNMENT PLAN AND PROFILE FORCEMAIN ALIGNMENT PLAN AND PROFILE FORCEMAIN ALIGNMENT PLAN AND PROFILE I]UMP STATION SITE PLAN 30% Design - Not For Construction INDEX OF DRAWINGS TITLEDRAWING NO. SHEET NO. GENERAL G-01 TITLE SHEET, INDEX OF DRAWINGS AND PROJECT LOCATION MAPS CIVIL 2 J 4 5 6 7 8 I '10 11 c-o1 c-o2 c-o3 c-o4 c-o5 c-06 c-o7 c-08 c-09 c-10 Point Hudson / ,/, n' ,t4 -'^Q \/ ovt' (ioo. qh PROJECT LOCATION N LOCATION MAP NTS 7 rA PORT TOWNSEND L fi 97 CANADA 2 2 101 195 12 \ WASHINGTON 1 VICINITY MAP { I oT o OREGON NTS s' PROJECT SITE ci EU ud xId q I Iog t-j Ietsz a9. 3S tddoUT rt 63'6ta= k3Ea L: 1A =t ho 4K <fi ub ta avEO op &.4o, 1tqo2U [i5 6z 2u o! rpFF az FA EE o= Q= iiFO U;FzU f, oo o )Ud FILENAME: 0'1 ngc001 d_4251 T9.dgrPLOT DATE: 201 2V 0\09 PLOTTIME: 5:16:47AM lrmz lT r o o !1oo f n-oIo I$!-oII n t:T o AP V D BY .I RI IR N A M AP V D I RI IR N A M CH K D SU N S E R I DR RE V I S I O N DA T E NO . A RO S H A K UI i G N PO R T T O W N S E N D , WA PO R T T O W N S E N D MI L L RO A D PU M P ST A T I O N AN D FO R C E M A I N GH 2 M H I L L . CI V I L FO R C E M A I N AL I G N M E N T PL A N AN D PR O F I L E mv @o m F oz m I oz ooIo @ mn NooIm N !!vo o @I mmI :o :N :Q :N:o :@ :q i- r r - r - r: - T - - - 1 - r- - r - T - r - l - : - r - r - T -r f- l- T - r - T - J - r - T - r - r - i - r - r - r - r T - T -l - T - i f - T -t r -t - : - T -t - T - l o+ao \l s J ) Ji r \* - ! ' ' D +oo I r> V N+oo l l ilNj ov N ,tirv+ !no'T 1 m I +oo ) :; t : cr : r: m .a v =T-c mzI ac+cnm oa P = omnx . .n . = a i I l I ii ){i ii I /) I I + z m€@ @T \- (tos Uoa Izo -T 1 oaoof @-co+o = +oo MA T C H LI N E - SE E DW G C- 0 2 :: : : i -L -l - I - L : - I -- - l - I - : l- I -L J - ; - L l- - l - L r- l - L - J - l- l J - 1 - L - J - + - L l - - t - L : - - L - L - J - I - : J - l - L - J - ; - L - . J - 1 -L : IO : O : J : J : N : N : O : @ : A : 5 : :: : o : o : o : q : o : @ : o : o : tm>- ff i o n6- r- \ >j !.cs !@t J,oz u N PR E L I M I N A R Y PR O P E R T Y OF CH 2 M H I L L . @c H 2 M HI L L 2O m . AL L RI G H T S RE S E R V E D . N @ AP V D BY RE V I S I O N DA T E NO . A RO S H A K DS G N PO R T T O W N S E N D , WA PO R T TO W N S E N D MI L L RO A D PU M P ST A T I O N AN D FO R C E M A I N GH 2 M H I L L . CI V I L FO R C E M A I N AL I G N M E N T PL A N AN D PR O F I L E mn @o m i= g ooIo @mu No0Im Tuo ! o€o oo a-mmJ I moT -i 2 Q C] II o ;it @ @I \ n (!a \t O. f' :T hJ O ll ;r : \J "r i -{ (] :l :U o:i t\ -- 1 ) .: J t\\. , \ (- r ' {: I /: ,l N. , ti c; ,, : l \1O /lt- - r MA T C H LI N E - SE E DW G C- 0 1 a) t){. - I l I :- L J- 1- L r- 1 -L - l - I- r l - - L - L - J - + - L - l - - l - - L : om IX>6 (r + n= cr 0 3 \i\i \' i t\ :'\ i ' \i \ ' ' \, : ,\ 'r i i\ zm€@ @ MA T C H LI N E - SE E DW G C= 0 1 IN E L MA T C o :- L l- I -L +oo o+oo !+oa -U no'T l t-m +oo +o o+o il q-o4N ilq mxI (/ )Os Uo @(6 '=Izo -T l oaoof @-c c) !: ! :of MA T C H LI N E - SE E DW G C- 0 3 l- L J - I - : J - 1 - L J - PR E L I M I N A R Y oF oc H 2 M Hu 2 0 0 9 . AL L RT G H T s RE s E R W D . WH O L E OR IN PR T OO C U M E N T S : TH I S DO C U M E N T , AN D TH E ID S S AN O CH 2 M HI L L N D IS NO T T O BE US E D , IN =rmz IT o o !Io !roio I !' ! t-oI I lT r NN!l @ ! AP V D BY .I BI IR N A M J BI . J R N A M UH K D SU N S E R I UK RE V I S I O N DA T E NO . A PO q H A K DS G N PO R T TO \ ^ N S E N D , WA PO R T TO W N S E N D MI L L RO A D PU M P ST A T I O N AN D FO R C E M A I N GH z l U l H I L L . CI V I L FO R C E M A I N AL I G N M E N T PL A N AN D PR O F I L E mn @o m E A @ az -a oo+o @m7 NooIm N {!vo 0{o o '!;r . l .- t Ul l .f : ' -i l t' ) MA T C H LI N E - SE E DW G C. O 2 l' - > '. I : f: i ) 'q C :t .r /: ,) !- l i1 ,l . a ,t 7 / 7 d ., . |c -1 ir J- -l - L J- ; - L -J - I - L: - 1 - L I - I -; -. J - I -L -J - ; - L J- 1 -L ; 6: S oo -t - T - r t - I -r r- T- r : - T -r - - T- : - l - T - T r - E DW G : C . o 2 I I \\ MA T C h I L I N E -T S E E DW G C- 0 4 i tl ,l I t: \\ i\ \\ i - L -. J - I -L :- 1 - -- l - I -: -l - 1 - L I - + - L J- -t - L ; - I - L J - -L IN E = No I I I z:m€: a:a- . <: o+oo o N+o !7o-T 1 m a+oo +ao +o II e-o7 N ilq mv4 (/ )os oo v) (5 ' J Izo TIo-oof @ a ora .o c ;Jl:F O(),i O\-iF. rj ) ai - \ c \ -i l ,J MA T C H LI N E - SE E DW G C- 0 4 @Immi PR E L I M I N A R Y Oc H 2 M HI L L 20 0 9 . AL L RT G H T S RE S E R V E D . -fiz l' i t o o N !!o T o{o t l1 t N !-oI I !1 t N P T Irrz lT I oL I N !JD !-oJ0 I li l N 9 !oI !IT i;ii AP V D BY RE V I S I O N DA T E NO . A. RO S H A K DS G N PO R T TO W N S E N D , WA PO R T TO W N S E N D MI L L RO A D PU M P ST A T I O N AN D FO R C E M A I N GH 2 M H I L L " CI V I L FO R C E M A I N AL I G N M E N T PL A N AN D PR O F I L E ma T ao-m i* l ooIo @mn No0Im N !Tno oU€o @I mm{ o N :- T " l - T - T : - T - - . 1 - T - - - l - T - T ' l - : - f . l - T - f : - T - T - l - T - : - l - T - T - l - : -f . 1 - T - f : - T - T - ' l - T - : - l - T - T - l - l - r l - f - r f +oo - SE E MA T C H LI N E - SE E DW G C. O 3 tt .- ! ;r 4 li +oo 2a d. it ;n i. i : - i; ) {+oo I q-on N (ol mvi llnolt-m .zm€ '@ @'T ;l - r l El r 't > 'l z i @+oo !lt)- c i' l z- ' l I I i; - ! C)n L: @+o {)L::{ I i >i .3 (){/_ lJ i 1- :z o)Os Uo @6' f Izo -T l o-oof @-c c)-o = c) c- ) ;l l N. t) i I No+o MA T C F I LI N E -: S E E DW G C- 0 5 MA T C H LI N E . SE E DW G C- 0 5 : -L - J - 1 - L ; - I- - - J - -L -r - l - -L -L - J - ; - L J - r -L j_ r - L - J _ r- _ I_ - L _ L J L J- 1 - L j- 1 - L J - 1 - r l- I - L J- + - L - J - l -L ; No I l t I t: : O;i :5 -i T I I I i I I I t I i I i I j @+oo r) )J d L C) i\ I !. - C)L; 1i : a) il ia Ui i- f ) 5 ri z m€ { -- l m I 'i :" 7- b.;: -- i il i f)i, ' ) ,! : , ll .r 2: ' -l o PR E L I M I N A R Y IN C O R P O M T E D AN IN S T R U M E N T OF CH 2 M NO T T O BE US E D , IN WH O L E OR IN PA R T , FO R HE R E I N , AS AN Y Of r E R PR O J E C T W T H O U T @c H 2 M HI L L 2O O s . AL L RI G H T S RE S E R V E D . l mz !1 'oo N !JDo !oI U Ill D 9 !oII t' l i; l @ AP V D BY D SI J N S E R I DR RE V I S I O N DA T E NO . A RO S H A K UU U N PO R T TO W N S E N D , WA PO R T TO \ \ N S E N D MI L L RO A D PU M P ST A T I O N AN D FO R C E M A I N CI V I L FO R C E M A I N AL I G N M E N T PL A N AN D PR O F I L E GH 2 I U T H I L L " rn qo m i* E ooIo @mu NooIm !uo N { o€o oo @Im mI T- - t - T - : - t - T - F - t - - T- T ' t - T - - r - T -r r - : - r r - T -r l- T - r -r - -T - - l - i - T - t - T - T : No MA T C H LI N . E - SE E . D W G C. 0 4 MA T C H LI N E - SE E DW G C- 0 4 \\ I \'\ l" ; \* i ii N +oo ,1 ! d ll ;4 N nq mxI -uvo-r 1 t-rn I i: ', i NN o z m.:o aaa \' ,' \i\ ") :, v x rl l d : \H = r\ i, \ i\ N +oo n_ ' . E ,. 1 -i ! CJ,. i: Q ,- i : !l .D rl i' : . t1L/ (,Osooa(6 ' f,Izo 'T l o-c)of @-Co=o = ? I -\ \l is ' ;- L - l - -L -L : - I - - J- 1- : - - l - f -L l - + - L l- t - -t _ L l_ I -: J- r- u J- + -L l- -L -L -L -l - - L -: J- -I -L J - + - L - . J - I - L ; { I tt .r " - t) i ;n i' i :i -7- ; IS TH E PR O P E R t r OF N PR E L I M I N A R Y OF CH 2 M H I L L . @c H 2 M HI L L 2O O g . AL L RI G H T S RE S E R V E D . l-rz =!T . I oo !I @ !-oI 0 4tl N !ro4{!! !P J4 ! AP V D BY n st tN s t r R t DR RE V I S I O N DA T E NO . A- RO S H A K DS G N PO R T TO W N S E N D , WA PO R T TO W N S E N D MI L L RO A D PU M P ST A T I O N AN D FO R C E M A I N CI V I L FO R C E M A I N AL I G N M E N T PL A N AN D PR O F I L E GH z T U I H I L L " mnI @o m ig E oo o @rv NgIr !vo N { o€o oL @Im mI !a @o @ NE - DW G MA T C H LI N E - SE E DW G C- 0 5 at i S f l N +oo :z h€I ih 4 .: " - ' t ;' ) , ^ n j oaIr ltol mvI -o no-T l r m \, :; , No+oo \\ \ No+oo t! 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(o f Izo 't ' lo-oo U,c C,do:f zT cmzi ND i l E PR E L I M I N A R Y Oc H z M HI L L 20 0 9 . [L RI G H T S RE S E R V E D NO T T O AN O HI L L CH 2 M :!-mz IT o lo so a T-oI o I !T N N !-oIJ3 lT l <; f Appendix D: Cost Estimate PORT TOWNSEND PS MEMORANDUM CFIzIulHIt.L City of Port Townsend Mill Road Pump Station & Force Main Construction Cost Estimate Jack Burnam/SEA Craig Moore/SEA JuLy 17,2012 425179 Purpose The purpose of this memorandum is to document the cost estimating methodology and assumptions used in preparing the Schematic Design construction cost estimate for the Port Townsend Pump Station and Force Main. The basis of this cost estimate is sumrnaized below: Original Estimate Date: Revision: Construction Cost Index (CCI) Number Estimate Type: Accuracy Level: The following memorandum provides a description of the cost estimating methodology, overali costs, markups, assumptions, productivity rates, cost basis, and excluded costs. Summary of Costs The following is a sufiunary of the estimate costs. The base construction cost shown includes mobilization, bonds, contingency and escalation. It does not include project costs such as design, administrative, legal, or services during construction. See the attached estimate for a breakdown of the costs included in the estimate. PREPARED FOR: PREPARED BY: DATE: PROJECT NUMBER: May 23,2012 J:ulry 17,2012 Seattle ENR CCI (April 2012) 9056 15% Estimate (Class 3) +30% to -20% 15% DESIGN COPYRIGHT O8/,13/08 BY CH2M HILL, INC. PORT TOWNSEND PS Low Range Estimate Range High Range -20%Base Cost +30% Submersible Pump Station & Force Main $1,633,000 $2,o4l,ooo fi2,653,000 Suction Lift Pump Station & Force Main $1.,702,000 $2,127,000 $2,765,000 Force Main $882,000 $1,102,000 $1.,433,000 Gravity Pipe Alt 1 $306,000 $383,000 $498,000 Gravity Pipe Alt 2 $394,000 $492,000 $640,000 Gravity Pipe Common Altl&2 $542,000 $67&ooo $881,000 Gravity Pipe Alt 3 $170,000 $213,000 $277,000 Gravity Pipe Common Alt L, 2 &xg $43,000 $s4ooo $70,000 Gravity Pipe Alt 4 fi674,000 $843,000 $1,096,000 Ontion Co sts Methodology This cost estimate is considered a Schematic Design Estimate (Class 3) construction cost estimate. It is based uPon the L5 percent design drawings and specification dated May 2012, and design information provided by the engineer at the time of the estimate. Where possible, a quantity takeoff was developed for all elements shown in sufficient detail in the design drawings or described in the report. For an item known to exist but not defined in the project drawings, the cost estimator applied an allowance based on estimator experience and consultation with the project engineer. The final costs of the project will depend on actual labor and material costs at the time of bid, actual site conditions, productivity, competitive market conditions, final project scope, final schedule and other variable factors. As a result, the final project costs will vary from those presented herein. Because of these factors, funding needs must be carefully reviewed prior to making specific financial decisions or establishing final budgets. J5% DESIGN COPYRIGHT O8/13/08 BY CHzM HILL, INC. PORT TOWNSEND PS Markups Table 1 summarizes various markups applied to the cost estimate to develop the overall construction cost. Unit costs include contractor overhead and profit. Mobilization, contingency, sales tax, market factor and escalation are also applied to the bottom line totals TABLE 1 Markup Summary Markup Percentage Contractor Overhead & Profit (ln unit costs) General Conditions Mobilization/Bonds/l nsurance Construction Cost Estimate Contingency Escalation (Aug 2013) Sales Tax (Port Townsend) Market Conditions 18% 7% 5.16% 40% 3.58% 9% 0% Assumptions The foliowing assumptions were used to develop the construction cost estimate: General Assumptions: 1,. Labor rates are based on the RS Means National Average Rate and adjusted for local wage rates using the RS Means regional adjustment factor. 2. The estimate currently includes escalation to mid-point of construction to August 2013. 3. Costs assume that the work is done during a regular 40 hour work week and does not include any overtime cost markups. 4. Costs do not include purchase of easements or right-of-way, engineering, administration or owner costs beyond the capital construction costs. The cost estimate is intended to represent the total contractor bid price as shown on the bid price schedule at the time of the bid opening. 5. Site access for the contractor and contractor staging areas are assumed to be adequate for the contractors needs. 6. The estimate is based on aggregates, drain sand, and clay materials being available Iocally to the conhactor. 7. Temporary erosion and sediment control are expected to be minor. No wetland impacts are known at this time. 8. Pipe trenching is based on 5' of cover to the top of the pipe. 15% DESIGN COPYRIGHT O8/13i08 BY CH2M HILL, INC, PORT TOWNSEND PS 9 It is assumed that dewatering for pipe trenching can be controlied with sump PUmPSin trench. 10' Roadway patching is based ort 6" of asphalt over 6" of crushed surface base course. 1'1" The pump station wet well construction is based on a dropped caisson construction. 12. Due to the pump cooling requirements the submersible pump station wet well is 30" deeper than the suction lift pump station. 13. The pipe alternatives costs with the exception of Altemative 3 are based on the pipeline being placed in the roadway and include ACP demo and patching. Alternative 3 is outside of the roadway and travels cross country. 'l'4' The revision adds a 350 KW emergency generator to the pump station and adds VFDs to the pumps. Productivity Rates The following assumptions were used in determining the Productivity Rates: 1'. Contractor production rates for installation of standard items are taken from RS Means or are per the RS Means database and are based on 40 work weeks. 2. For equipment installation or non-standard items, production rates are per the cost estimator's best judgment based on experience and consultation with the design engineer. Cost Basis Various sources of cost data were used to develop this construction cost estimate. Construction costs were taken from RS Means Construction Cost Data. When applicable, recent bid tab information was used to establish costs for bid items. Cost Quote Cost quotes were received on the following items: . Flygt 160 hp submersible pump from whitney Equipment Comp rnc,5/22/12 o Smith & Loveless lift pump from ADS Equipment Inc,4/8/12 Excluded Costs Construction costs do not include engineering, construction management,land acquisition (ROW) costs, hazardous materials mitigation, permitting, operations & maintenernce costs or the client's financial,legal or administration costs. 415% DESIGN COPYRIGHT O8i 13/08 BY CH2I/ HILL, INC, ...:: . . ,r'. -'. :....i: Port Townsend MItt Rd Pamp S.tatig n; Sibmersabte,:Poa fow19end, ryA Vlllll:,Pumpstat on;rschematic; 1 Syo.Destgn : 4i517g, Rev 1 Estimator Labor rate hble Equipment ab table Job size Repo(fomat PodToMsend PS Sub c Moore/SEA 2-JVO4 \2012) 1_Eq Rat€s_201 1_75% 1LS ProJect Pmjed Number Market Segment Eusiness Group Project Condltions Estimate Class 1-5 tutimate Category Design Stage Prcled Manager Rev No. / Date 425179 Wastewater Pump Sbt WBG 3 Consult EngineerEst Schematic Design J Bumam 1ft-17-12 Soded by Facilitymork Pkgffrade Pkg/WoMdivrunit Pdce' 'Dehil' summary Combine items I CI{2]vlHILL Detail Report Project: PortTownsend PS Sub Project No.: 425179Job Size:'I LS Estimator C Moore/SEA Revision / Date: 1n-17-12 Estimate Class: 3Duration: Fc 06 Schematic 3-t.0 07 31 -20 c.I\t{05 _slJErygRK Site/Civil Ea4bwgrks, Site Sitework Site Preparation, Clearing and Grubbing Clearing._T@ Renoval. 5' : J2" , Are. _ Finish greding ar€ to be pavedwith gEder, shall area Compad Building Pads, Equipment Pads, and Misc. OutStutures 91 a 5:! l:!q s itq ! rep-alla-t19!,-g!ej rnS-aa{qru!!!!S Site lmprovements, Paving. Bituminous Asphalt Bjtlrq!.nquq qe!eEien!_S.!bgla!e_P-!qp_-_, . . Btt!!!trt-o..unqqve!tqt!_l LrE)Iil\g9le$te-.B,as_e Bituminous Aphalt (b), 4' 31-40-02-00 Site lmprovements. Pavinq. Bituminous Asohatt I -:-L 'i383 I +_+_--- 31-1 5-01-00 3 1-40-02-00 -o?!-ic-.r9-733.00 sy 733.00 sy '1.00 Ls 350.00 rf -qqo ea 1.00 opng 350.00 LF 92.o_-_ 29.3 8.1 !e.5 _6.q-zL 1.3 10.6 1,?38 *6,189.65 /ae I-z,m' 547 _at6q,. 911 911 3_,!71'._ 3,477 -) 85; 85; l 1,2_3!_ _ 2,527 ?,910 ?89 1,978 77 1,082 6.20 /sy 1.27 lsy 6,713.96 'LE 131.9_0-.,sy_ _- _20!.0q tn 168.00 b 733.00- SY _1,3!1,1,9_8L _ 20,7s l'96.-lsr, __3"8,t2__4q_ 123.77 ftn 41.11 /SY -1- - I I 31-45-01-00 Fencing. Chain Link Secudq Fence, Ch6jn Link, 8, _F_etE€Sgddt_s]s-rl?ge ___ Fen@, double swing gat€s. s' niin, iZ;opening 31-45-01-00 Fencing, Chain Link cJil-:005,S-i!9yy_o4, 3J-20 Earthworks. Site 31.0 site/c!yl! 99 sryElVgBK YARD PIPING _9gLeqPipqs_ Yard Piping Yq4.Pipjng 33-00-07-10 Yard Pipe. PVC,10'' Trench Box, I' x 24' x 1 0' ,Erg?!.pjpgb-e-n.c_h,tvlt!1_qt9[e-s.Lor4::?4:pjpg- Backfll / Compad @ pipe zonq for4'thru 24- pipe Backfll / Compad above pipe zone, for 4' thru 24' pipe PiF-<9!e!F!e-'taI ., Pipe bedding naterial lmpoded bacffitt maEdat .-tr-a!Llpotlsfj_tuit9r.9p,!o_10_['rLeS_ Dumpfees, rench spoits 10'Dt, MJ, Eil. 90 lolDl.l4J, Err.4s _1P'Dl, l4!, tee. FUmrsH pvcMbrdisrriourion pipe. isbo, crass isoloC ie. io; -l!g!ell Pl4c_t{ale-r_{iqujbu!q' p!pef!Cyiblg!!9r_!',{,u-d_e4. 1 0. . Plpe.\4?4'!'s,-lo,Tape_ 33-00-07.10 Yard Pipe, PVC,10" _33.00-07-12 Y€rd Pip!. PVC.12' Trench Bo& 8'x 24'x 10' Ex€v. pip€ tBnch. V I I dop€s, tor 4' - 24' pipe _.q?g!f'!U co4p_9,c!_@_pJp9-29!e-t9!ryU9 ?4:plee Backfll / Compact above piF zone. for 4' thru 24" pipe Pip€ zone materiat _liE _b€d-qi!s!a&4d _, lmpofed bacffill matedsl Haul splls, offsite, up to I 0 mites -Dhp fes. tench_spo.ils _. _FU.BN-ISH ryc_wabr_qiqqjbl'li9-Lplpq qs-0,0_,_d3sslls0, DEJs:12: . lnstall PVC water distributjon pipe, ex€v/bkfll NOT tnctuded. 12. Pipe [,rl-ading,_iD_Tape 33-00-07-12 Yard Pipe, PVC, 12" 33-15-01-05 Yard Structures, Manho,es,60" Dia 41.qq_qY_ 9_47 c! 33.02 cy _ _* _ _,_911 s- 4.2 _8=L 5.8 12_ 1.3 1.0 1.00 LS '1.00 Ls 45.5 _8.-0- 15.0 68.s 14.8.9 '148.6 l3!.6 118.6 637 !3?, 637 637 _99,1!6 10,830 1.485 12,31s lgq!e 43.689 43.689 !9,9!e 26 26. 2,AZ 2,937 _ 2.937 _2&7_ 174 348 _ _24Q_ 30_g /tf 1 ,54.77 lopng 39.69 /LF 50,739.64 /LS 2,g.6.76 lno 4.m lc! s.66 fi-45 I 2.846.80 /mo 4.58 /CY 4.O2 10.830 13,890 50,740 u7 8,06il 14 3,357 711712012 7:22 AM Page2 :tn, 33.0 637 328 33-00 cJM{04 I l _t 712o.25 2.86 cy 33.02 cy 12-93---sv- J.00 ea _1._0.0 _e-a, 45.00 LF lao!_Lt _4_q:0_0_.r, 45.00 LF 0.25 mo 30.50 cY JAI--sv- 23.89 cy 7.O7 c! _?-o2_ct _ 23.89 cy 9.09 ry sq_9y_ _30_.q0,Lq ._ _ 30.00 LF !0.49_l! _ _ 30.00 LF :--la-43 7.12 1& 133 99 490 357 1_1L _4.9_3- -582 z.iit 76 388 _, 633 _643-u7: ,7 3,503 245 70 355 490 123A ld -l -i 6.19 lc! 919.19 /ea U7.71 l@ - i J,16-6,-61__(ea_ - L 18.83 /LF-l 192 LF l -*- 1.q8 4t -l 179.20 iLF l ,-6.8* 0,5, 29.1 0.9 62 q_ _i -l: 429 0.9 0.3 o-7 s 245 113 9.66 1234 797 _ _28 _ ___5_ 635 I 1,528 209 '113 il M:\WBG\Estimates-CNsLT\2012\WW-PUmpsia\4251 79 Port Townsend PS Property of CH2M Hlll, lnc. All Rights Reserved - Copyright 2011 Odr6rAnqtdL$a Atmntlks bb6krTrbdfAmdtyD6crlFdfilrnlt PrlceWdl( Acdvtty Tradc Pl€ Wofi Pkg 1.00 ea ?.9 113 '111.S0 LF I CH2lVlHILL 1LS 33-15 GJM-OO3 03-19 cJM.002 Detail Report Prcject Port ToMsend PS Sub Project No.: 425179 Desiqn Staqe: Schematic Desiqn 1.00 EA Estimator: C Moore/SEA Revision / Date: 1n-17-12 Estimate Class: 3 Job Size: Duration: ,F* 58 I 33-15-01-05 Yard Structu.es. lvlanholes. 60" Dia 33:?Q:0L10"Y,qrq_y_3]ys!_ jc_i!e_yqivjq|l0" lhstall gatevalve, Flgd, DlP, 10' Gate valve, fon body, dbl disk, Flgd, 15O#, HWO, 10' 33-20-0'1-10 Yard ValE Gate Valves, 10" CJM404 Yard Piping . !3:.00,y9J9_ ?!prn9 Yard Structues MgleLlta9l! .31-25-01-00 .Eanhworks, Structural, Excavation Sfuctu€l Ex€va6on. Bwator and Trucks, small cr*, 6' depth GBde for slabs / Set'rt and Recompact, Dozer and T€x€vatoa or Loader, Small Cril lmpon Aggr€gate Base - under slab, Dozer and TEx€vator or Loader, SmqlLcrew. -__.- lmpod Aggregate Ease - along walls, Dozer and Td€vator or Loadel Small Crcw 193!-.E19e-sJ_f,Sr!e_u!t'g.Bu!b,ej-Tjle-!939.el!qqls99 Haul / Remove A€ss, 17 yd €Pacity. 5 miles RT Dump Cha€eslorFor Ex@ss, 17 yd tandem, Percy . 9'! :Zq-!l j00 EqB!!rg_.!:, siectu r4LEx€vati_on, 33-40-03-01 Pipel;ne Structures, Vaults Meter Vault. 616' x 1 0' d _ 33:4! -!3-q1 P'P-eli!r-n_g!sc!qe9, !4g!!s. 4o-2o-19-1o FIow Meter. 10" -lltslell_maslrglic lolv qgtq! 1q:. 40-20-19-1 0 Flow Meter. 1 0" CJM{03 MeterVault .33-15 Yard-Sgv_ctyr€g _ _ 33.0 Buried Piping 07 YARD PIPING WASTEVVATER . PUMP STATION .-qq9!!'1-?1s99 qo-J!c! le Wc!l! Wet Well Concrete 03-10-05-12 crsLln-Place concrete. Slabs on Gaade.12" thick Concrete pumpiog, sub@nhct, all indusive pdce Slab on g€de edgetoms. T'to 12' .Bglnfqrc!4s l! p!e-€:4-61-9_Gl Eo,-P.rlge! Pgr-!.bg Conmte, ready mix,4000 Psi Add for @ncrelewaste,4000 Psi -49.d_a!o!qtlorE[vjto_m !!alI!91e,r,c.9 !!4!!9 {- _Placing,con9lete, @!1sete,p-uinP_ _ Finishing f oors, monoljthic. bowel finish (machine) cu!!g. mei'.b_Bne spEy , Concrete qoatifg,,C-hemielBelisbnt. c-Bq3- 03-10-05-12 casLln-Place Concrete. Slabs on Grade, 12" tlic,k - 03-10.05-24 Castln-Place Concrete, Tremie Slab, 24" thick Ei!!e g€d9, JoI slab on gfader .by I'a!d _c,otqel9 p_u!4pj!s,-_s!b@'1tC.c!-e!!-i''19!u!!e-ptqe-- Condete, ready mix,4000 Psi Add.for @ncrete w4b_4000 Psi _.5.d! aqq!!r-t-lo.r,Euyi,!,1!'ql!el!-e9- Pllcqqcl-e.t-e.ltpLlqag ,,,- Placing conc€te. @ncrete PumP _03-'1 0-05-24 cjsFln-Place col]gelg.Ilghi-e^-9-13!'?4 JlLc! O3-19-O7-24 Castln-Place Concrete, Circular Walls, 24" thick Concreb pumPing, sub@nhct, all inclusiv€ pde - EornaE pl?S9,_sJl!9tu€l W-q!lsr.t9_81 !tig!, !raJd-s_e,t_ .WateFtop. PVC. centerbulb, 6' wide Sp@d Dowels, #6 29.80 cy 100.50 d ,4.1qs=49__D_ 29.80 CY 1.49 cy Lqo_l9ed_ - 29.8!,_cy_ 804.50 $ 8q4:5-0-5_ _8-0!.slsf 2S.80 CY 24.00 c! 24.OO c! 24,00 cY 1U 4.105- 205 478 1,196 16.05 /cy 16.16 /sf _0-94_/b 137.79 tCY 137.79 lcy 49.! ?J'J_ 1.55 /sf 0.19 /sf l,.ol__l{._: 561.28 /CY ' 3.00 3.00 3.00 it5.00 LF 45.00 LF 24-OO cy 7.00 sy 18.8 15.9 71.6 71.6 1A_1 4,3, 265 8,75,1 a 751 9.016 9,016 4,903 95? EA 15.9 1,248 | 2.706 1,352 l - 2,321 1,352._____ :q2!. 5,665 10,057 !,9651 g9_!1 670.28 lea 773.58 lea '1,443.86 /EA 2,01'l i150.92 ,LF 450.92 /LF 585 6s9 659 4,3U 4,304 4,538.91 /EA 35.18 /tn 4,539 20,29'l 8,751 6,420 36.858 36,858 474 1,624 2G5 81 14 1.3 0.3 0.4 9.9 8S 23 15 41 7.09 lcy 5.21 lsy 35.18 tn I I - - 1.07 /cv L3.sl /cy l12.75 lcy l 9!4rSr_ l 8,750.73 ns i 170 36 141 305 4.00 tn 18.00 tn -l -3.12.1 46 85'1 70 11 234 17 I -1 + I 43 306 =o:2- .4.6, 24.OO 9y 8,751 ._9,I5.9J_3_./EL I q,419-L6 /eL I 6,41S.76 /EA. I 1.00 ls l.sq qA J-nq-.c?,-- 1.00 EA 1.0q_EL 45.00 LF 479 | 479 i _zg!__ 7s!___.. 6.456' 6,456 .: -l -1-'!L3r 106 -i 4,292'. E,s41 5.941 6.792 s15 81.5 6 792 16.8,19 16,849 234 231 4,538 /1,538 16,566.88 819.07 /LF /EA ] 03.0 ,-8,q4,_s_0__.sr_ _5-9-.1-9_ry_ _ 59.59 CY 43-_. !: __ 8,689___ _- 137.79 rcY 49.42 lcy 217.51 tCY 4,105 16,726 4,211 3.m8 711712012 7:22AM Page 3 16.1 - l.q_ 58-1 5.6 50-3 I 390 ,€at i --1.,1-1-qi 63-!3_2-q.l 8,43 | i. 22 -l :l _T- l--2.ry- 0.48 /sf 3}L9y- .-lgo-!.gcd 59.59 cy 59.59 CY -,;m 11,872 u,032 M:\WBG\Estimates-CNSLT\2o1 2\WW-Pumpsta\4251 79 Port Townsend PS Property of CH2M Hill, lnc. All Rights Reserved - Copynght 201 1 z%5 189.87 cy .-q.1_2_5=1q__q 1,281.60 tf 1,272.OO ea _799._0_ 102.5 - 3,M8q8!8_ _ _ : 3,429 . 34.032 16.05 /cy 1 3.6_q_{qf_ 9.26 /tf I CHzMHILL Detail Report Project PortTownsend PS Sub ProjectNo.: 425179 DesiqnStaqe: Schematic Design - ,6Jm - Estimator C Moore/SEA Revision / Date: 1n-17-12 Estimate Class: 3 10 2e7 24,764 137-79 tCY .!3fJ-s.Jq 1.210.15 /CY __22,2,6__&n91 td 82.35 fi 0.94 nb _ 137.79 tCY 137.79 lcy 2_9-65 lE 1.55 /sf o-19 /d - i _- 4.ol /qf 1,199.88 /CY 0.48 /S Job Size: I LS Duration: rFa !q-1!:97-?{ cashln-Place Cc,!ld9_,-circ,u!Lwg]l9l{'_t!ic!' Conmte, ready mk.4000 psi Add for conc€te.wasE, 4000_psi l-d.d_aILo_u!|f9l_E!Ur-o!I1e!qlte9 j_S€fc9!g!,el,ej!!!!oa!L.,,. Placing @ncete, @ndete pump. for strucfuBl Mll >12" - 24. thick Pabh & plug tieholes ,qac8.r,u-b Curing, membEne spray Below gEde damprcofng, Bituminous tuphatt cj]lrejg_9.€!q9-cle.F.l_c3!EsstCt4!_qBg-3- 03-10-07-24 Cast-ln-Place Concrete, Circutar Walts, 24., thick I Q9:1Q-j19:!.9 _9_a9Fln-?lace cdqde, Etevatqd Docksit 8 thick _C9!rqet_e_pJr.Epl!S,!V!l9j!Ed,-e! jqcl$_rle_pj-cg Foms ln place, elevated slab, sotfit -Foqns itp.he. e!e!ate_d_sli.b-99ge {g.{rl _&[l.rFJlp]a!qlql_eJ_?@E!ebr box-out foms in ptae, monomem t-omm -Foms.in plae. !@lolithic-bem. sides - Slab shorhg_ Add labortor seting embedded frames Reinforcing in plae, A615 cr 60, priced per lbs. Con6eb..r-eady_il, 4000 psi Add for @n@te w6te, 4000 psi Add amuntfor Envfonmenbt Fee- per@ncrete tuck toed _PJ4t!9-cplc!9ter_q9_I'_q_qtq-p-u!E!9r€t-ef 4e.!Lste!!yel!2:t&ti Finishing ioo6, monolithiq tuwet finish (machine) Cuing, membEne spray -qo!.ql!,_tgc!!!!!9!c_l':!r€t39!EFj!.!8q2, 03-10-10-18 CasFln-Place Concrete. Etevated Decks. 18" thick CJltf-{102 Wet Well Concrete Wet Well Generator & Elect Pad q3-10-q!-:12 ..c?s,t"b-F!1qe,_c_ogce!e, 9!ap_9_gl1'cjtde_._?.:.!r-'i_q! Fine gEde. forslab on gEde, by hand _Eitl.,sqv-el s!!!_a!ej_u-!!-e-r-q]jl4!!'9 slqb 9r1sEe Slab-or-9Ed-e-eqg9 foms_,_7' to 12: Reinforcing in pla@, A615 Gr60, priced perlbs. Concreb. ready mix,4000 psi Add for_@ncrele wasE, 4000 psi_ . Add amountfor Envircnmenbt F@ - p€r@ncrete hck toad Placing @nc€te. dired chub Eilish ing,i@6._ monolithiq fl@t fnbn Curing, waier 03-10-05-12 Cast-ln-Place Concrete, Slabs on crade.12. thick CJM-009 Wet Well cerentor & Elet Pad . 9-3! q qqs!:l!:Ptasp_qojqletgwgrk 03.0 Concrcte Work 4r9!it9gg-t_a,l Openings _Wg!rvg! c9lr9rets_ _08{0-99-00 O-pgnjlg-s,_Other - _ Floor, indl, alum,300 pSL.L. dbl leaf,5'x 5'opening.235# . 9g-!qlg:qq9r9!!r'-s:. otlgJ- CJM.002 Wet Well Concete ..-0!:9q gleeng_s_ .04.0 Architectural Electrical Work Electrical- Wet Well Elecirical 26-00-99-00 lfl, inlc btEry, mufier, ATS & day bnk 189.87 CY 9.49 cv -21q0-l€!189.87 cy 5,126.40 sf _s,a2!.4.0 __sl 5,126.40 sf 2.562.00 d _2_E6gao_sf_ 189.87 CY -6140- ry_ 1,018.00 sf 1,018.00 sf 1.018.00 st 61.30 CY 186.00 d 3,722 4.045 8,79'1 39411 305 39,7 19 39,719 26,161 3,427 18,469 13,026 189 73,553 333,011 s9 _ _z-6, 20.4 2.0 ,3.6_ 3.6 3.6 3.6 1646 &f 0.94 'b'137.79 /CY L319-Jsv* 8.03 IGd 3294 lcy _1,.9.3J9.{_ 0.29 /sf 586.'10 /CY !zq.!z /cY 970.07 ,rcY -gj=3lcv-1,018.00 $ _ _?-s-q-qa- cf_ 20.360.00 cf 24.00 fi 13,910.19 rb --J-,3_98193 _eq3_ 60 9,304 8.!_4_6_ 42 56 _lQ1l__ 1,306.1 100.409; 142.4 9.384 I 76.9 5.067 ,45'1_ _ __l_3.s,13 _10.3 676 -l -i 206 3,427 1 0'1.598 _ __si4_ 1,702 137 274 _ _8,99_493q , 49.42 tcr I 1.o2 H I 9,384 5,2U 0.19 /stl-U td .16_.9-.5_0, 9rlqqo_{g-00 sf !24-_,92 128 34.4 i6,i6i 3.4e!i -8!0 i 1,09 1'l:r;ii 1.976 l -l 1.818 t- 1.548 ; 1Ui --i,42,447 . 86 ,,1.14 l .1.2L6: 12A _!29*_ - -LJL 18.48 /sf 1!?.5 24.O 6!3g_cfl 3.07 cy 7.00 load -i--| -l -l .I -i i I! I I 8.8 n@d 42 56 v 523.4 22,274 .1,937.9 150,505 l/$,092CJM{M cJM-o02 c.ril{t07 -3!!,-s-82.00 sf 1,140.00 tb 6.89 CY _0.3,5_9y_ 2.OO load 3.56 cy ,s9.9_0-"1 186.00 sf 6.49 CY 912...4.5_ 9J_ 347.45 CY i.00 opng 1-00 EA ____.1,00 sF 1.00 sF *:l -7.!-1{8_ 1.8 o.e _tr9_6_qJ 1,960.1 2 1L5_ _ ll!.. 763 949 a8__ 16 I:^* 2,016 -t _-l __ 66.40 /q 305 -t -l f- 117 I _t ) I !-6_t__ 41 1.71S 2,016 1s2,44t, __ -14!,1-se152,224t 145,109 +____ 305 16 117 53 4,040 22-.t 1,7191 3.674.33 /SF 404t' 337,052 3.674 3,674 7h712012 7.22AM Page 4 04-0 26.0 08-00 26-00 r 3,674.33 /opng 363 I 363 l 3,311 _9,311* _ 3.311 I 363 M:\WBG\Estimates-CNSLT\201 2\WW-PumpSta\4251 79 Port Townsend PS Property of CH2M Hill, lnc. All Rights Reserved - Copyright 201 1 229,77'l .gtb-An*rntLbdd Amut' LSd Anqflt L&Irr tlBTrledlQu-ttttO6slpdmUnnftleWdt ActMty Trede Ptg Wod( Pftg 1.00 E 100.0 9,gs ffii46?916 115.732.13 tE I CH2TVIHILL Job Size: 1 LS Detail Report Project PorlTownsend PS Sub ProjectNo.: 425179 Desion Staoe: Schematic Desion Estimator: C Moore/SEA Revision / Date: 1n-17-12 Estimate Class: 3 13,877 .?-0,,846_ 19,!!9. ,r9.,9J"6- 20.816 76.325 Duration: F- 26-00-99-0q !"!t'! ?! qq'!t MCC Other Site Eledi€l & Wiring ?qr00-qe:q0 El_e"g!riq?.!! _9lf '-qr_26-25-05-'10 Electrical Equipment, VFDS - 150 HP vED 159_!e NE\4.4:1 26-25-05-10 Electrical equipftent, VFDS - 150 HP 26-30-01-90 --c-gr.!Li]91t19qqv:git-s- l&C Alosance 26-30-01 -00 Communications Systems -_. _crMg0l!vel,U&I-El99tr,9el 26-00 Electrical -2i,9.qlSslrjg?LryoJ\Site/Civil Earthworks, Sh€eting/Sho.ing _11&!UleilsteJF- jssy4r=o-!_ 31-17-02-00 Earthworks, Caissons -!49bi!zC{9l-C,al99i9lrjg! jp]|cE!ersg!P-,-!alg9__._ . 9aisso-n Sho€- 31-17.02-00 Eadhworks. Caissons 31 -l!9rq1j99_ :9rt_e_elelga[1't!9!LD3!-9tr!!sis!Ilp-&Al Dsateing Minor. GeneEtorand Pumps, Mob Dereteing Minor, Selup Gene€brand lnsbll Pumps -oewaleljls!\r!i!!)t-sulp,Eoc!.qe.! jy_ei'f.-d_._ DeMtering Minor, Large Gene€tor and 4 PumPs, Renbl. Monthly Dewatedng l\linor. GeneEtorand PumPs, Opemtion - bborto minbin / -chgd pumps/fuel and lube D€Mt€dng Minor. Remove GeneEtor and PumPs Dewtering Mitor. Gene€torand Pumps, Demob ._?!1!:91:99 j!e--Ple ea€ti m. Dewa teli n g, s u m P-e!l!g 3l-25-01-00 Eafrhworks. Structural, Excavation Sguclur-sl Ex€vason. GtsS_o! Crew, 2'depjl: Load Ex@ss for Halling. Ex€%tor, Cat.33_0 Haul / Remove Ex€ss, 17 yd @pacity. 10 miles RT ,qulnp_q!als99&r,LCr_-Ets99.s-s,l_1y!leLd-egP_ulcy 3 1 ?!-!!90 qajh!|o!(9._qtI!9!ge!!!cqv,g!gl ..91 :1,6 _E4 '!!y{oj!9,_slee!!! s19 i9 Ii ns, 31.0 Site/Civil Process Eqqipmen! Furnish and lnstall Process Equipment W€t W€ll qqr iplne-nt 44-914q-04 Subm_e_rsable PumPs . Subme6able PumPs, 160 hp, dout @ntols. Flygt .,q9!!a!eelqoll-1P!{rtP-qsse-qb]y,J9-L?10!p ,.P_uFp cpnhl-Systetr-r . {4-0!_{e:g! s !r!!'!sll ?U! 9 ee!1P,s.. ._c,.1!t4!8W_e!_w_ellEq!{ip!!9_!!_. 4_3-09F-ur!t9!-a!Cl!qL4L?r-oge9,s-qq'.1!P''!l9ll!. 43._0 Process Eqgig{!!t 1-OO ls - -1.90_F_ u,0 -!-Q_100.0 - ---- g,s.!g i - 7 419'.1 7,479'l 1ql4!-? _42,1-8?_ 47,183 13,A77.26 Is 36.174.35 /€ !- i 13,A77 55,717 20,816 2t7,774 102-393 1,857 916. ?9.819.8i -4e 171.241.18 ILS 800 80.0 '!.00 lS-. 1.00 Ls 1.OO LS _ _ 180.0 16,828 r.oo Ls '180.0 16,828 1.00 Ls 180.0 16,828 !q5s 1,055 2?,854.30 E zz.asa.:o tEl l _2.0.0 -E. 2.00 EA -Lo!-,c?- .:r-0L0,0_ ! 1.00 Ls _?q9 Et.o -l I I I _2,0-,8,15_!83-_.j!s-- I 20,815.8S /LS 247,23.67 'LS247.773.67 tLS 247,773.67 /LS I I31.0 ,15,990 . 152,650 152,650 tz4_ 76,325 -16,12s 1.857 1,857 3 713 3,713 __._n,L1_3_ 1.971 16-422 69,444 ,99,444. 69,,144 1,971 .1,921_ _- 14,040 _ _ ,,69.9, 2,042 14.426 4g 30.861 - l 34_196 1.856.60 /€a 652.88 /ea 24.76,!9y, 10.286.96 /mo 6.488.80 /mo 4.19 lcy _ 6.19 /cy_ _- _ 39.79 /CY 31-16 cJM.006 17,74A " 17.748 | 2.148': --i 17.059 18,426 ee,ZrS i _61q.8_6_4f_ 102.392.70 /LS 1.00 ea 4.00 ea -m 32.O , -i.09--9v- , -- -3.00 mo 3.00 mo 270.0 4.00 66 1,00 ea ._3.00 _!4o 32.0 8.0 350.0 2,14A l 21,13!: €,lao r 2,408 -e- 30,861 1 9,466 2,612 \457 -i -l :l -l -i 652.88 1.856.59 gqo,,qo,-9v. ,9_8q.0,0_. -cy_ 2!9J- _4._9__3!l 2,020 I980.00 cy ,qp_0.9_9__.!y_ _s_9!.9S S!_ 247 -7 834.7 3?L7 834.7 1.0_9_!s_ 1.00 Ls : 16J-q7 55,209 -9!'2!9, 55,203 . _- 6.065 6.065 _ 6,189 q,l!e , 6,189 66t18 _20_0J773.16./Ls. ]_ _ 200,773..16 /LS 200,773 200,773 43.0 I 43-05 cJM-o08 M:\WBG\Estimates-CNsLT\201 2\WW-PumpSta\4251 79 Port Townsend PS Property of CH2M Hill, lnc. All Rights Reserved - Copyright 201 1 2.OA a 192.0 .l?,8,.q_ _290*?3- j".-q0--ls_ .2_0_0. E4 ,L00 sl 1q0 !F _!?0.0 --x4,0_ -l?q.o_ 320-0 -ro.r:i I lqJsgl 26,887 "stal_-?9s87' ?qq!ll -i?r"s66 2,775 278 _!1.932_ l-1q,t44 l1g3?. ,-. -LL75 - !3,114 _-_ __ 4'.1,!12_ _.J,?]3_ 1J3,L14 __ _!1992 _ _ 2,775 _ 1L3,144 41.632 95.887.02 iEA 244,438?{l9E 7117120'12 7:224M Page 5 Td.&muntTGl.Go6dthtolhGiAnountEqule AmotSubAmntIrilrld Amnt L*a Anoanf L.sakr l{FT&df CtmdtyDcs6lpddUnlt ftlceWqlr Acdrrlty Trade Pkg wo* Pftg o CH2ll,lHILL Detail Report Proiect: Project No.: Design Stage: Decrip6on Labor Material Subcontract Equipment Other Total Subcontractor OH&P General Conditions Total Taxes Mobilization/Demobilization Blde/s Risk & Gen Liab lns -% Payment & Performance Bond Total Owner-Provided Equipment Contingency - % Total Contingency Escalation on Estimate Total Construction Total Gross Port Townsend PS Sub 425179 Schematic Design Job Size: 1 LS Duralion: Estimaton C Moore/SEA Revision / Date: 1 n -17-12 Estimate Class: 3 Rab % ofTotal 7.0OO o/o 3.000 % 1.000 % 1.160 % 40.000 % 3.580 % Estimate Totals Amount 261,444 497,888 214,094 81,665 66.218 Totals 1,121,309 1,121,309 64,703 64.703 1.186,012 6'1,234 20,411 23,677 10s,322 516.533 Hours 3,528.495 hrs 3,428.594 hrs 516,533 64,722 1,291,334 1,807,867 1,872,589 M:\WBG\Estimates-CNSLT\201 2\WW-PumpSta\425179 Port Townsend PS Property of CH2M Hill, lnc. All Rights Reserved - Copyright 2011 711712012 7:22Alll Page 6 Pori Townsend Mill Rd Pamp Sfatlo n;, Lift Pump, Port fownse.qd, WA VAAl.Pump Station, Scftemat'c, 15% Design I I ',. ' ,i .125179; Rev I .' Est'nator Labor rate table EqulpmentEte table Job size ReportJomat Pofr ToMsend PS Lift C Moore/Sil 2_^404 Q012) 1 EoRates 2011 75% 1LS Project Prcject Nuhber Mark6tSegment Business Group Projed Conditions Estimate Class 1-5 Estimate Category Design Shge Prcject Manager Rev No. / Date PoiTownsend PS 425179 Wastewater Pump Stat 3 Consult Engineer Est Scherotic Design J Bumam 1t7-17-12 Soded by'FacilrtyMork Pkgfl€de PkqMorBctiv/Unit Pd@' Combine items I CH2]VIHILL Job Size:'1 LS Detail Report Project: Project No.: Port ToMsend PS Lift 425179 Schematic Estimaton C Moore/SEA Revision / Date: 1n -17-12 Estimate Class: 3 Duration: Fac 96, 31.0 07 33.0 9ry_ElryeIK_ Site/Civil 31-20 -i c.rM{05 _Eq4!w9rLi-sj!e Sitework 31-15-0140 Site Preparation, Ctearjng and crubbing _c1e?r,lg,-IFl)!e$oj!4!,ll-_12!&clq __ Finish gEding area to be paved wih g€dei smail area CompactBultding Pads, Equipment p€ds. and Misc. tut Stuctu€s 3l-l 5:ql-q0_site-tepaEllgr,jLqArrls ctgqulbitq.-3140-02-00 Site lmprovements, Pavjng, BjtuminousAsphatt Bitumlmus P-a!em€nt-S!bgEd,e-.8-€p _ _qituryI!r_ou_s..Pjle!Le!1t_l!1P94 AS9!9S4e_Bee_ B jtuminous Asphatt (h), 4" ;l1*l{2;Qlg![@provements. paving-, Bituminous Asphatt 31-45-01-00 Fencing. Chain Link Seddv Fence, Chain Link, 8' . Fene Sedrity Sjgnage- Fen@, doubte sing gates. g,high, 12.opening 31-45-01-00 Fencing, Chain Link _CJM-005 Sitewo.* 31-20 Earthworks, Site 31-0 Site/Civil .gg slrEryoRK YARD PIPING Bwi€d Piping Yard Piping Yard Pipiog 33-00-07-10 Yard Pipe. PVC,10" EIs3_v-.,p!peq9!gh,-yl1:llEp!ql!ola12.llpjqe_ Backfill / Compad @ piF zone. for 4" thru 24' pipe Backfill / Compad above pipe zone, for 4' thru 24" pipe !tpe_29_[9_f nqtel'?l .._ Pipe bedding materiat tfrpoded bacffiil mabdat .11a-9l sp9'!9l9.G,itc uE!o_l_0_1pir9s, Duhp fees. irench spoils 10" Dt, tvJ, EI, 90 10' Dl, MJ,_Eil, 45 10'Dl, MJ-,-tee FURNISH PVC water distdbution pipe, C-900, dass i5O, DR iB, i0" ,,r!s!F!-?yc_tdal_el_!i9q!qu_qoqr]pglet(!pllb!If l!Lol!q!!1q9, jlo: .Pjpe f&ilins, tq,T,ale 33-00-07-10 Yard Pipe, PVC,10" -33-00-07-12 .Y€rd lpipe. PVC. 12" Trench Box, I'x 24'x 1O Exev. pipe tEnch. w/ 1:1 slopes, for4.- 24. pipe _B_a9!qlLcg!p_a-d-@,plp_ez9_!9.{ollttCa4:pjpC- EacHll /Compactabove ptpe zone, for4. thru24" pipe PiF zone mteilal qipg bgd_q!!g t[?!e!?! _ lmpofred beckfi ll hatedal Haul spoils, o6site, upto 10 miles -D-r{!p_f9lq.qe[{Sp9ls - .__L2La!Ie_ 733.00 sy 733.00 sy '1-00 Ls 350_00 tf 8..0..0_-,a 1.00 opng 350.00 LF 1.00 Ls 1.00 Ls _ 45.5 _. 8.0_ 15.0 68.5 r48,_6_ 148.6 '148-6 ;; 69.5 q.6_ _2.1_ 10.6 13,3:.0,0*sy _2!q40_tl 168.00 tn 733.00 SY 1a38 _1,.3i1 7!9q4 m,802 _!q.147 _ 10,89 384 2f]1 2,020 i v7 -?,ssL) 1 taa 12,320 l1,l9t 43,705 43,?05 rt:!,705 113 26. __ _2,938 2,938 2.938 2,938 174 240 __ _t 1.86 /sy_ 14-79 lcf 4.O2 lcy 147 20,8A 10,834--vi- 911 3,47S I 3,478 l 3.478 ; 1!18,r 1.486 638 638. 638- 638 '1,57s 13,895 148.6 638 -l 50,759 '133 491 u7 8,067 711712012 7:2'l AM Page 2 33-00 cJM-o04 + .t .l 025 mo 41.66 CY 9.47 cy 33.02 cy 3,4L q- 2.86 cy 33.02 cy L2-3?_.9r-_ _ 12.33 cy 1.00 €a -2.0! 91 _ J_:00_ ea ._ 45.00 LF _{s.ol!q _45..00_ lf_ 4s.00 LF 0.25 mo 30.50 cY JoJ--q 23.89 cy 7.O7 cy 2=o?_.9r_- 23.89 cy 9.09 cy '1.0 L2- '1.3 4.2 _8:t 5.8 _ 8sl _ 86i n)-:_ -: _-t_ 357 I JJ,!, ._ _49.3. _ _fiL_ _4L 712 106 60 7nn -L43 209 4.54 zU7.84 21.25 111.S5 tcY -et 491 76 388 --^- --ai{ 34.67 14.86_ 153 1234 ld-e,r dl 919.52 /ea I s20 712 140 355 113 -.6.8- 0.5_ 29.1 2U7- 3,504 1,979153 __!__C.93,&a 1,L61.11_tq- 18.83 /LF 19.43__1Lf 1.0-8,,41 '179.26 /LF 0.9 _0-9_ o.7 64 429 i 2A 63s i 245 - __ 56FURNISH ln$ll PVC pipe, ex€v/tkfill NOT included, 12' , elpe_,14e4!!s. lDfatg. 33-00-07-12 Yard Pipe, PVC, 12" 33-15-01-05 YardStruetur€s. Manholes. 60"D;a . 9{9!besqs,!r.s_a!!-9otq._!_@&c.-2-4:!E4._3!9&- 30.00 LF _3!90__[_ __- __0=1__ 30,00 LF 7-9 5.0 MIWBG\Estimates-CNSLT\201 2\WW-PumpSta\4251 79 port Townsend pS Property of CH2M Hill, lnc. All Rights Reserued - Copyright 2011 3,s58 ,Ecdp ': Amotfrt L*a Am6t L*orlrr ttsT.bolf ClmltyO6crtddtlrnlt PrleWdt Acffvlty Tr.d. Ptg Wort Ptg 1.00 ea _L8- 797 1,528 113 1,082 /LF d CH2TvlHILL Job Size: 1 LS Detail Report Proiect: PortTownsend PS Lift Project No.: 425179 Desiqn Staqe: Schematic Desiqn 1.00 EA Estimator: C Moore/SEA Revision / Date: I n-17-12 Estimate Class: 3Duration: ,*l 58 03.0 33-'1 5-01-05 Yard Struct!res. Manholes, 60" Dia 33-20-01-1C Yard Va'ves, Gate Valves,'10' lnstall gate velve, Flgd, DlP, 10' cate valve, fon body. dbl disk. Flgd, 15o#, HWO, 10' ,3,3--_2!lllllYj!dl{l!e! lete v3lyes,.lq:' CJM-004 Yard Piping .3_3:9.0 yliqlpEs Yard Structures _l'tder V_ault 3.00 ea 3.00 €a 3.00 EA ,15.00 LF 45.00 LF 24.OO cy 7.00 sy 15.9 71.6 71.6 13=: __479: _ 479 i -_ 791 791 6.458 i 6,458 10,061 2,707 u6 16.855 16,855 586 659 .___q:9_ 4,306 2?L __-2U 4,540 4,ru 670.52 l4 773.87 lea 1144.q9._iE{_ /61.09 ,LF 451.09 /LF 7.09 lcy 5.21 /sy 4,540.57 /EA 35-19 /tn 35.19 /h 265 9,019 9,0r9 _3".2?O_ 4,904 18.8 15.9 0.3 1,244 4,541 2,O12 5"662 _5.q92,1 _ 10,061 89 T. 118 l -El 41 99 --JI1,LL3.51 lcy 12.75 lct 265 4,306 ._ .__ __ l 70 __ __11 _ _ 43 i m,299 8,754 6.422 33-15 03-10 cJM.O03 cJM-002 4.00 tn 18.00 tn 0.4 i:_ ,93. drs 8't.5 1.7 0.2_ _ 0.7 31-25-01-00 Earthworks, Structural. Excavation Shctu€l Exevaton. Ex€valorand Trucb, Small Crew,6'depth G€de lor slabs / S€riry and Recompad, Dozer and TEx€vator or Loader Small Cr* lmpodAggregate Base- underslab. Dozerand TEx@€toror Loader, Small Crew lmpoiAggregate Base- along walls, Dozerand TEx€vatoror Loadei I -l 81 14 15 ,1 ') 170 36 141 . Small Crew L9 lj Exgasilglll-a_ulDgr Eqqb!!Iile_L_c3gej,_q?t_e!q Haul / Remove Ex@ss, 17 yd €pacity, 5 miles RT Dump chaEesforFor Excess, 17 yd bndem, Perry . ! 1 -2!-0 ! :Q9-E?lllly919' str!] 9!Y !31-EI93Yetl9r' 33-40-03-01 Pipel,ne Structures. Vaults MeterVault, 616'x 10'd -3_3,-aq:0lq1lJpe!lle_s!r!9!9rS-s.-V,.?l{l!9- 40-20-19-10 Flow Meter. 10" . lnsbil magnelic,foy-m_e-lq, I 01 40-20-1g-10 Flow Meter. 10" CJM-003 Meter_Vnlt s3-15 Yqr{q!r! 9!u r!9.. 33.0 Buried PiPing 07 YARD PIPING WASTEWATER. PUMP STATION Concrete Work . C?st-l n:Place qq!1cle-tq-W'ojk_ Wet well Concete -11-19:951 2 Cast-lnPlace,_Cdcrcte, Slabs on Grade 1 2" -thick Concreb pumping, subconhd, all inclusive pde Slab on gEde edge foms, 7" to 12" .8ej.r.t-fo,rcns l!J,!qce.-A615-Gr-9-q, plrcqd,pgllQ,s,- - condete, .eady mix.4000 Psi Add for @n@te wasb, 4000 psi ,,19!-?r.o!-t!_19t_E!y!!o-!0_e,{'Ia-1. lee - pelqolele,!:4r9!lo-?E! -Placin9.@nsete, @ncrete PUmp Finishing lloore, monolithic, towel finish (machine) cq!n9.Llr-9!I.r,bj?g!P!ay _ .cglrp|eb.qo4lg,cle.Fiorryt"i"i"ar-,c3cj 03.10-05-12 Cast-ln-Place Concrete. Slabs on Grade. 12" lhis! 03-10-05.24 CasFln-?lace Concrete. Tremie Stab, 24" thick Fine gEde. for slab o! gEde..-by_hald_ C9tlgteJe_p.u Ep]!g-stb99_4ka9l!qll !!'4u-sue.p,ice- Condete, ready mix,4000 psi -Add for consete wasle, 4000 Psi _4{g a_g.ro,ult !orq1v_t!qt'!194b_LF_qe,jEl, c9-'19-r9!e l!'!c!lo,8d- Placing con@te. concrete PUfrP ,99::1.0:!!:?{c€tjr]:p-bgg qe!c!319. t9]!l9 -9.!g!.?{'lhilk.-- O3-1O-01-24 Castln-Place Concrete, Circular Walls, 24" thick concrete pumping, subconhct. all incllsive Pdce _ F,oms i! placta,-slu-ctural wa!!9,.!o-8-!g4 !a!.q.99!- Watstop. PVC, cen€rbulb, 6'wide Sped Dowels. #6 I I T?4Lcr -24.oo cy 24.OO cy 24.00 cY s4 306306 8514-6 58.20 /CY 8,79.02 ns -$Z!1,03_1FA _: 1.00 ls l-00 __E4_ J.o-o_9?-- _. 1.00 EA 1.00_EA__._ 45 00 LF 8,79 8,754 5_.9!,3, 5,943 _c,J.s4 6,754 ._ __ 8,754 4.751 6.42.15 lea I 6,422-15 tEA i 234 ,4,-09_1",1d_ n,9o--9v. 29-80 cy 100.50 st {.!69:44_rb__ 29.80 CY 1.49 q - 478 134 ___?.e_91 1.1e6 4,107 205 32- 819-38 /LF 15.06 /cy 561.47 ICY .l _. __q_4-s_fs! -.1--i 137.83 /cY 137.U lcf i--l 36,872 36,872 474 1,625 4,107 205 '16,732 2.96 2,541 7117120'12 7:21 AM Page 3 14.1 1.490 _ -4,3_ _. 1,413_16.1 1.?24 _ 1.6__106 _ _ 58.1 4.294 | 5.6 11 - Gt- €_q!,5L{ __ _804.59 ..sf_ 29.80 CY 22 _13 7,534 8&-S sf 59.59 CY 59.59 cy ,9$9 9r. ,qq-4.5..0__gr_ _5_9_.5_9_ cy_ T 2,s9-cr 7.00 load - -u.l 50-3 8,692 154.2 957 _,_ __. 9.897 28,370-t M:\WBG\Estimates-cNsLT\201 2\WW-Pumpsta\4251 79 Port Townsend PS Property of CH2M Hill, lnc. All Rights Reserued - Copyright 2011 _4!212!00 * 1,068.00 rf 1.060.00 ea 90.8 85.4 - 12.&s. 7,039 :-s.11!..2.858 28,370 2.*1 16.06 /cy _t3-..2.q_{s!_ 9.27 It 26.76 la I cH2MHTLL Detail Report Proiect: Project No.: Design Stage: Porl Townsend PS Lifl 425179 Schematic Job Size: 1 LS Duration: Estimator C Moore/SEA Revision / Date: 1ft-17-12 Estimate Class: 3Design +.f".'* l L-a Amurffs lrbaIilTafldaEltryDcscr$ilUnltPrleWo.t Acin fty Trada Pts Wort Pl(gi Fac .__O:3--l!:qZ-Z Cast-ln-PIace C()llme, Circular Watl:J4.'$l_ck. Con@te. ready mix.4000 psi _49d_!9.r-c9r1qre!9-yaqte,. 4909_psi AdO arloyrgor EruircnmenH f_e -p"1-noa"-quq to"a __ Placing @ncEb. conete pump,torshtrEIwil >12. -2{ hlck Pabh & plug tieholes _. _ s4c!.]}!- _, _ Cudng, mehb€nesp€y B€low gEde damprcof ng, Eituminous Asphalt .-q9!S.e,E_c9a-[s.cjguqlBcs!9!eq!..c&q3- 03-10-07"24 CasLln-Place Concrete. Circutar Walls. 24.. thick q_3-l _0:1.q-l 8 c-191j-{t:il!9,q c,glc_Lelgl€levated Dec ks. l s " thic k concrere p_qr1ping. iuo9o1qagt.4laqqqve pnce - - -- Foms in pta@, elevated sl€b, soffit _f qrn! in-pla9e..-ele!9!e.!_s]e!-,edge fola _l_o_tD,s_]!r_pteSe-,_etqv_al9!9!a!,_E)I:9--u! Foms in plae. monolithic beam, bottom . Foms-inplace, monotitlic beam,_sides- Slab shohg_ Add labortorsetrng embedded tumes Reinforcing in pta@, A615 Gr 60, pd@d Fr lbs. Cond-ete,_r€dy mi( _400_0_psi Add for con@te wasb. 4000 psi Add amount for Envionmenbl Fee - per conqete hck load llect4gqqg-e!ej_c!!@qp_u.'!pJ.o_r_e]Fle&{s!!r_v-e!?l!lr!, Finishing tl@B, monolithic. fild finish (machine) Cudng. hembEnesp€y -,,cC1qr9ts_qo-af !!9,c_!e.[iqal8es!s!1clc]1q,2, 03-10-10.18 Castln-Place Concrete. Elevated Decks, 18'. .J!&! CJM.Oo2 Wet Well Cdcrete Wet Well cenerator & Elect Pad Q3:19_-95:1_?. -9+.t:ln-!lqqelq!cJete, slqbs qrt lqd.9: 12'l !!iqk Fine g6de. torsbb on gade, byhand ,F!l,sra_veLq_u_l_b.9 j9.!i!'qq!!'llq j!.9_F_lab_oq9lld9 _Slab_g!!gr,ade edgg_f.o_ms,4!o 12: -.- * Reinforcing in place. A61 5 Gr 60, pri@d Fr tbs. Conmte, €ady mix.4000 psi Add for @ndete waste. 4000_p_s-i . Add amountforEnvkonmeobt Fee - per con@tehck toad Pladng concEte, dired chute qi{rjqlli4g !l99ls,14o1ro!itlrjc. f oar-f nisL Cudng. wEter 03-10-05-12 Cast-ln-Place Concrete, Slabs on crade. 12'. th;ch CJM-009 Wet Well cemntor & Elect Pad !9-1 g_q€t:l!t_-llac! qon crete Wo rk- 03.0 Concrete Work ,ALc!'{.e4ule!. Openings .W9! t4rell co!98!e., 08-00-99-00 _Opgnings, Othtr. _ Flooi indl. aluh.300 psfL.L.. dbt teat 5'x 5,oFning,23S# -qq:g9:99:q!,q!-e!ts-9,_q!!-el CJM-002 Wet Woll Concrete 08jq0 Openingq 04.0 A.chitectural Electrical Work . ElqcJIcaL Wet Well Electrical 26-00-99-00_ Electric"! 9!!9t_. _ Emergency GeneEtor 350 M, ind bafrery. mutf€r. ATS & &y bnk -fssz cy- -1.91--cv-20.00 load 15A.2 cy 4.272.OO d 1?72n0 4 4272.00 sl 2,135.00 sf _2r-1Q:0:0_s! 158.22 CY ._9,L3LsL 1,018.00 sf 4,224 | 11,264 | 83.701 16,n21 3,491 801 1.09 | 21,808 !0_q0_ 161 _* 114.7 64.1 !!.s* 8.5 114 172 n9 7,82. 4,338 1,088.4 2,857: 87.195 0-1S /st 1.34 /sf 1,210.59 tCY 1-O2 18.15 /S 18.48 /S 0.19 /sf 1,200.28 /CY 20,644 a23A nf 0.94 /lb 137.83 lcy 8.03 load I 29.66 ld ;---.r-.ss lf- 2,857 1 9 t.540 73,577 29/t,81 5 a8 1.068 117 4,042 1,012 298,8s7 3,676 3,676 711712012 7:21 AM Page 4 984 169.50 S 203-6 !2.!_. _9.7 _!9.1-l!28- 24-O 1,720.3 -_ "; 1.7 14.8 - ?!9..9.0_.s,r- . _?q.!q0.Q9 g 24.OO n 13.910.19 lb 61.30 CY 3.O7 cy 7.00 load -q1.3lcv,1.018.00 sf 1.018.00 sf -: -_J'ol!!LL61.30 CY 35.00 sf_ _ 64.00 sf ffi"00 ; .--3llsv- _sA0_0-€l 11,741 .1,ni __4?9,_ r.9E_ _ s__6.q0_-{- 186.00 sf ,_ tu; - -l : 117 1_{6_.1 41 1.719 364 I 364 305 _3t!9! 35,604 -3-1@-l 42,501 ree,ara I 22,242 125,703 127L20 '127,728 3,312 I 9,307 3,723.8.49 - : --- 422 56--l L91q1 1,549 l 1U: _2L6_ 20-4 2.O .5/6 '189 _3.97 4,794 35,299cJM-009 08-00 cJM.O02 26,0 26-00 c.tM{07 MIWBG\Estimates-CNSLT\201 2\WW-Pumpsta\4251 79 Port Townsend PS Property of CH2M Hill, lnc. All Rights Reserued - Copyright 2011 2 _l_19- J10_ 763 950 _4_8_,: _1 12 2,017 3,312 . 3,312 3.312 _ 66.41 /d_ L 16.17 td-bli-,ro- T- - - 137.83 /CY I 1,140.00 tb 6.89 CY ,o,!,s-qv_ . 2.00 load 3.S cy _ _l-92.8!_lcy_ 8.03 /load 32.96 lc! 1.-5!J$_ 0.29 /sf 586-60 /CY5.89 CY 1.00 E -l -t -l -l I --l- l305 1.8 .1!_ 0.6 22a 53 u..1 -,tirf -- z,orz - sos -- .q40 q1!40_qY 315.80 CY l-00 opng 1-00 EA _ 1.00 sF 1.00 sF .\142a !qF34 1,742.4 . r:S,SrZ i +- i--r- I I _919!!lqY i 946.35 /cy i I 3S?s$9 /"p"t - _3,!Zs-99_lEA I 3,675.69 /SF , 3,6?5.69 /SF t6- 3.63.6 3O1i:.e __ :ea i_ 3.6 364 j Ir 100.0 9,352 105.503 916 115,nO-67 rE d CHzMHILL Detail Report Project PortTownsend PS Lift Prolect No.: 425179 DesionStao€: SchematicDesion Job Size: 1 LS Duration: Estimator: C Moore/SEA Revision / Date: 1n-17-12 Estimate Class: 3 TdAnpurtTolalcosft nltOlhdAmtECulp'AmqtSubAnonntIaH Atrl.llt L*a AmtHB t bakrTeoftQrildtyD6crlprdmUnlt PtleP.ts Tah lvort Acdvlty Wofi PtglF* I Ii' , 26-q0:99:00 __E&ct4qd. qlher MCC ObeI Site E19tra4l & Wiring, 2q{9-e9:0,9-E_Lq+49sr,.plher 26-25"05-10 Electrical Equipment, vFOs - 150 HP ylD_l.qq H? NEila-1 26.25-05-10 Electrical Equipment, VFDS - 150 HP -l6jqfi {q . j_ol|!|a9!Ee!'-o!: !vj]gl!s, .l&-c_A!o!Frt99_ 26-30-01-00 Communications Systems c,4ll.lqq7 lrygt !v_-e-ll El€ctrical 26-00 Electrical 26-0 Electrical Work Site/Civil Earihworks, She€ting/Shoring ll&!,v.v_e!s_'!e4!9aYC!_.n 31-17-02-00 Earthworks, Caissons lUo! j1i4!iojr-9-3.'_sioj_equjplq?!_e.,-{4!p,Jalsq _Caisso_n. Slloe 31-17-02.00 Eadhworks- Caissons 3l:19-_0_l :99 site &cpgsl!9jl!9{49!!9,,s-sELPill'!P DeMtefrng Minoi GeneEtorand Pumps, Mob DeMtedng Minoi SetupGene€torand lnsbll PumPs ,D.glsf .el!!9_\4j!1o,!--q!g!P_Ro!\.d!l@!ed- Dewatedng Minor, LaEe Generatorand 4 Pumps, Renbl, Monthly Dewatering lllinot GeneEtor and Pumps, op€€tion _ bbor to maintain / ded pumps/ fuel ald lube . D*atering lvinor, Remove GeneEtorand Pumps Dewatedng Minor, GeneBtorand Pumps. Demob .-9.1:Uq1-.00 srJe,rygP{31i9q-qeY4,1e1!,s,:q!!Pl!!!L 31-25-01-00 Earthworks. Structu.al, Excavation Shcg€l E}gayaiio!.G6s!!:'--C-r-€1fl. ?2 dep!!- Load Ex@ss for tlauling, Ex€yator Ca! 3.3! .--- Haul / Remove Excess, 17 yd €pacity, 10 miles RT ,19q!s_ 1.00 Ls 1.00 Ls 20|84 _ 20,823 76,35r _ _. -1.9?:.._.... _._,.______76,351 '1,971 76,3s1 _ 119!_1 1.00 ls l-.9.0-- ls_ 1.00 Ls 100.0 400 E, 2.00 EA -8-0..0_ 80-0 Ajsr -*'---- _2qp3_ __15.5?8 13.881.90 ns i -4.,8?=V-[s '-lzt,29q!a,ils l 27.467.* tE iz-sii.sa-iEA l- mL84,q:Ls- 20,822.47 LS 247,856.26 /LS _21I,89919,41_s_ 13.882 55,735 2A,A23 217 102.431 191,477 194,877 324,316 711712012 7:21 AM Page 5 9,!52,: 1,!9? . 7,482 los.so3 _42,19! 47.199 152,701 152,741 1s2,1y- 916 1,764 14,2j4_ 66,E94 _6e,!9.4_ 66,894 2.176 _z,!ls. 2,776 2,776 -i .1q'$4-i '16,834 1_6,834 l-194!: 52,762'l tzJ9?: 52,762" 16.137 i t ooj" 1.00 Ls _1p95, 1,055 18.i{33 4U ,11,99q 593 6,491.08 /mo i t80.0 r80.0 180_0 31.0 31.16 cJM-006 CJM.O08 ,!o!-ea '1_0I-0_0_lt_ 1-00 Ls ,81.o, 237.0 11,!L: 2,149 1.00 ea 4-00 ea 17,065 2.149 1 21,362 | 840qo,.!y- -839.0,0_ _cy_ 830.00 cy 8_99q0--,sv- _g39.!q cY 1L697- - tlti 8.0 32.O 1,857 1.857 2,612 30,472 19,473 653.11 /ea 1,957.28 lea 2.612 1,857 !Lsv--- 3.00 Mo 30,472 2,404 t6t' 3.00 mo 3.00 mo n.OO ""1-00 ea 270.0 i|o 8.0 350.0 11L1-j.?_ 28.6 lJls_,_ _ 4.19 6_ 11:-219!qg E34!*98s'9!!ee!qr4'-E&3Y49! CJM{06 Wet Well Site/Ercavation 3J -1 q E?rthlo_rls, _S heellgls.lgrlnS 31.0 Site/C;vil -qLocl!: EquiPmenr Furnish and lnstall Process Equipment ,w-e-!_!{qt!_Equ!p.!!'g!It 44-0549-04 Suctim Lilt Pump_ Sudon Lift Pump.150 hP, dconhls, Smith&Loveless qqt bSsg_elbJ!, 1 P' !rP-as9e-OblyJ0l,:2.i9.-!p 44-0549"04 Suction Lilt Pumo -9-4ll-.{,08_!!&ttilte.LE_qqlplqe-qt, 43-05 Furnish and lnstall Process Eq!ipment 43.0 Process Equipment 209.8 796.4 ,ue,g.8 796.8 5.138 5,82 _5:262 5.262 3,715 -1J1s 3,715 663,t3 .1_00 Ls '1.00 Ls 66,2-41i 66.243' 194q7!g!- /1s.. 194,876.51 iLS 1ilj57.a6 lg 16f!67srq0 E4 43.0 43.05 il2.OO 1 92.0 l?9,0_ _ 320.0 ,_9?_0.0 320.0 305,402 _?!!, _ 305,680 ____999,q90 305,680 305,680 ?.olee- 2_00 EA 1.00 sF 1.00 sF 1QZs,8_r 26.896, !a.!e+_ 26,896 I 335,351.60 tSF 335,351.60 /SF 335,352 335,352 58 M:\WBG\Estimates-CNSLT\2ol 2\WW-PumpSta\4251 79 Port Townsend PS Property of CH2M Hill, lnc. All Rights Reserved - Copyright 201 1 o CH2ll,lHILL Detail Report Project: Project No,: Desiqn Ilescdption Labor Material Subcontract Equipment Other Total Subcontractor OH&P General Conditions Total Taxes Mobilization/Demobilization Blde/s Risk & Gen Liab lns -olo Payment & Performance Bond Total Owner-Provided Equipment Contingenry - % Total Contingency Escalation on Estimate Total Construction Total Port Townsend PS Lift 425179 Schematic Design Jobsize: 1 LS Duration: Estimator C Moore/SEA Revision / Date: 1n-17-12 Estimate Class: 3 RE % ofTotal 7.000 0/" 3.000 % 1.000 % 1.160 o/o 40.000 o/o 3.580 % Estimate Totals Arnount 242,323 612,168 168,394 79,119 AA 'AA1,168,247 67.411 109,731 538.1 56 538,155 A7 AA1 67,43'l Totals '1,345,389 1,883,545 r,950,976 Hours 3,272.903 hrs 3,390.684 hrs 1,168,247 67,411 1,235,658 63,797 2',t,266 24,668 M:\WBG\Estimates-CNSLTt201 2\WW-PumpSta\4251 79 port Townsend pS Property of CH2M Hill, lnc. All Rights Reserued - Copyright 201 1 711712012 7:21 AM Page 6 Btimator Labor Ete hble Equipment €te table Job slze Project Prcjed Number MarketSegment Busine$ Group Prcject Condltions Estimate cl4s 1-5 Estimate Category Oesign Shge Prcject Manager C Moore/SU 2-MM (2012) 1_Eq Rates_201 1 _75% lLS PodTownsend Ps 425179 Wastewater Pump Stst W8G 3 Consult EngineerEst Schematjc Design J Burnam Project name Reporttomat PodTownsend FM Soded by'FacilityMork Pkg/TEde PkqMorkAclivrunit Price' 'Dehil'summary o Job Size: Dumtion: Detail ReportCH2lt,lHILL .1 LS 33-35 crt401 Project: Project No.: Design Staqe: OFFSTTE . PIPELINES Buried Piping .PiPgllrgs 10 dia Fo@ ilain i 02.01-Ot4t General Site Demotitjon, Aspalt pavement l_sp!a!!qe!'_ol jlgllqllllgegtll O2-0'l-01-Ol General Siie Demotitjon, Aspatt Pirement 31-J.s.91.9-q _sj!€JrFp3ti!!9!,=D9w3!e!n9.-q!ep& mL _D_q!ya!edlglllf n_o!Lc_e!9!et-o.r*a0!_Eu_!rj9,_1.49b_ Dedcrlng Minoi Lerge GeneEtor and I pumps, Rental, Monthly -.9-.J:1941-q0 Srte Prepa6tton, De 3t40-02-00 . Site lmprovements, Paving, Bitufrinous Asphalt Bifu dinous Pavement SubgEde Pep _8.4'tqth.o!S,eq_ve. jtfe-1'!Ep9lt4gg.teg9!_e_qeFp-6: Bituminous Aphdt (h),6. Pavement kffng,4' kvement #ping ,9r.!0.{400 Sit€ lmprcvemenK, i 33-00-07n0 .Yard Pipe, PVC, 10" . .]Bfic.gonblLa!0FrDay- _Trench Bq 8'x 24' x.1 O Ex€v. pipe trench. w/ 1:1 slops, for 4'- 24' pipe _B,4!!l-/_cgllpgt_@llig3_,29!e-&Igl!!r_29_p!g ,sackf lu_c-o!p.ed_?!9v_e_pjp.e_z9t9Jo,t 1:!f q21: p-'pe_ . Pipe zone @terial Plpe bedding material .. -l'!1p9(e-d,!a!flll!!ltsftal Haulspoils. ofblte. upto 10 mles Dump tees, tench spoils - -1,0:D_l_l\!j.qJ0-. 10. Dt, MJ, Eil,45 10" Dt,w,EI,21t2 . -1,.!Rryls-ttryc*mbr_db_ribdour!p9,,qj4)0!d3-s.s-1$aDB1-8r10: . lnsbl WcMbrdidrbubn pipe, qev/bffiil NOT inctudd, 10. Pipe Mefing, lD Tape l3:qq-!Z-10_&r!_Pjpe,!yEl-0 " 33-20-07-01 Yard Valves, Other iffidease Valve_ 33-20-07-01 Yard Valves, Other CJll.Ool l0 dia Fo@ Main 33-35 Pipelines 33.0 Buried Piping -__l,PP__!r!9, 3,960.38 CY l!91"5_-9L 3J39-10 cy 18.s 18.5 -.-c.l 114.9 !_sg _-s1..0_ v-2 14.4 10-4 8.6 _91i Port Townsend FM 425179 Schematic Design 12401 __ 1240) Estimator C Moore/SEA Revision / Date: Estimate Class: 3 65S 4.11 td Ior6-F-f 139.93 ^n1.83 rf -?,7_e_8=s:1-4!!'_4,50 /CY 4.07 lcy U-07 lcf 14-60 /e 34,224.00 SF ---l=o-o---e9-1.00 mo r-00 tlo _ 8.0 -]'cal 1,825 '121 1L17 lcy 6-08 /ls 1,900 6,gl 9291 6,751 14276 7,13A 3,803.00 sy ._11940,0_ h 1,300.00 h 4,274.OO tf 3,803.00 sY 4,278.00 LF 1.00 ea _40!q_ ,243?9: -; 4s.s 6,941 41.830 18'1,903- 7.808 _238,4a2 -,_ 30,681 9191 :I -t 1.83 37.72 ,/sy /e 181,SO3 7,808 -2gqq 4ev - 9,874.-j 900.55 sy 272.71 cy _q..139-.!o_.9y_1,173 6f 1,17326 ls !00 e6_ 1-00 ea 8.00 ea ,!??9!._+_ 4,27A.OO LF 4278.00 t 4-2 33.6 650.3 1,460-7 9,423; 3,8S i 1os,89e | -_ 79,172 -. 14,276 -3!L- -.-- : -311 2,570 833.80 93.83 171 -j 171 -l 1,369 42-8 477 176,054 14,276 26JS 51.5?8 18.91 AF 1.06 itf 80,912 4,5,15 1-00 4,278.00 1,27a.00 /+,278.00 EA LF LF LF 1,554.8 1,554.8 1,554.8 110,140 110,140 1 10,t40 116,03r 176,054 176,054 6.0& _ -..,6,084 260,667 58,362260,667 58,362260,667 58,362 6,083.72 tEA 't1'l-t7 tLF 141-47 tLF 141.47 nS 605,m ffisp2 M:\WBG\Eslimates-CNSLT\201 2\WW-PumpSta\425179 Port Townsend PS Property of CH2M Hill, Inc. All Rights Reserue.d - Copyright 201 1 512412012 11:44 AJt'll Page2 o CH2ll,lHILL Job Size: I LS Detail Report Project: Prcject No.: Desion Staqe: Description Labor Material Subcontract Equipment Other Total Subcontractor OH&P General Conditions Total Taxes Mobilization/Demobilization Blde/s Risk & Gen Liab lns -% Payment & Performance Bond Total Owner-Provided Equipment Contingency - % Total Contingency Escalation on Estimate Total Construction Total Estimate Totals Amount Tobls 110,140 176,09 260,667 58,362 605,223 34.923 605,223 34.923 33,051 11,017 12.780 640,146 PortToMsend FM 425179 Schematic DesiqnDuration: Estimator C Moore/SEA Revision / Date: Eslimate Class: 3 RaG % ofTotal 7.000 vo 3.000 % 1.000 % 1.160 o/o 40.000 % 3.580 % Hours 1,554.774 hrs 1,548.992 hrs 56,848 278.797 278,797 2A Oaa 34,933 696,994 975,791 1,010,724 M:\WBc\Estimates-cNsLT\201 2\WW-PumpSta\4251 79 Port Tomsend PS Property of CH2M Hill, lnc. All Rights Reserved - Copyright 2011 512412012 11:44 N'l Page 3 Project name PodTownsend At 1 Estlmator Labor rate hble Equipment Eh table Job size Project Project Number MarketSegment Business Group ProJed Conditions Estimate Class 1-5 Estihato Category Design Stage Projed Manaser C Moore/SA 2_4404 12012) 1_EqRates_201 I _75ol" 1LS PodTownsend PS 425179 Wastewater Pump Stat WBG New 3 Consult Engineer Esi Schematic Design J Bumam Repd toDat Soded by'FacilityMork Pkgffrade PkgruoMdivrunii Pice' 'Debll'summary Allo€te addons Combine items o Job Size: Du€tion: GH2!U|HILL 1LS Detail Report Project: Project No.: Design Stage: Port Townsend Alt 1 425179 Schematic Design Estlmator: C Moore/SEA Revision / Date: Estimate Class: 3 le2t--'- lrFJEEjlllElNlg Bu.ied Piping Pipelines Gcvity Pips 02{ l -01 -01 General Site D€molition, Aspalt Pavement . Asphalt Demolition and Lggdinl TEffic Conkol, bbor per Day TEnd Box. I' x 2!' x 1 O ,Ex€{.p!p.e-q,!ctr._q:lJ-stolgjrLr94-a:_-_2!J'i.!_ Becffill / Compad @ pipe zonq for4' thru 24. pipe _qqcllll_LclqEdjqotae_,EpSz_o_'!9&{-q'Il2:{p!pq -eip9.a9_tt-e_O9!9l,al- 183.00 d _ 13,520.00 sF 025 ho 0-25 MO +-1,502.00 sy 438.00 h 33-35 c.ril.tro 02-01.0't.01 General Site Demolition, /dspatt pav€m€nt . _q1-11._0,1_{S__Sjtq!lgparg!!9!,q9!yg!C!nS,$r!Sp_LoqL D_ellFteriru Mtnd. LeF-e_c-en.Ebr and 1 pumps, RelEil. i4gnthtv_ * 31-19-01-00 Sit€ Pr€paEtion, DeMtering, Sump pump . J1-40-02-00 Site lmtrov6ments, PaviogLBjluminous Asphalt, _ Bibminous Pavement SubgEde pEp Biluminous Pavement lmpori AggEgate be, 6. -Bituhircus-4sph€qD, 6. PaEment Maftlng.4' Pement striping 7-3 13.5 5.7 !,1- 3.4 26-7 160.0 4't-3 41.A 33.2 , 491 491 2-8S I 2,7fii 2.479 | 261 261 t,53.1 0.06 /sF 5,124.32 /tO 37.72 ^n r.8:] ltt /sY 573.15 ldey 67.40 AF 752 1,531 2,741 16,521 9,731 -91:19{-2:q0*g{9.Fllgye$i!ts!q?vi,{!g-Blluqgr-ollllpbqtt _.31 {5.0-1 -90_ _ Fq!_curg, chajt Link' _s_14-qo__bt 1,690.00 tf 1,502.00 sY 1o-oo Ay 025 mo \4p,4_9:!. 313.99 cy ---t 9,731 2,741 16,521 5,058 99,32+ _ 99,324 94-266 700 \n7 . Pipe bedding matedal hpofted bacldl maiedal Haukpojls, oft_b:!p_to_10 m{6_ Duhpfe6, hnd spoils FURNISH PVCmbrdb$hton pjpe, G900. da$ 150, DR 18.8. ,l!t!H_ev_c_!ald_!!qib_ujiqlj'pe_-e-{€y!Ell_oT Eqqdj_d]_g:, . Pipe Ma*ihg, lD Tap€ 3145.01.00 Fencing, Chain Link CJm.O1o GEvity Plp. 33-35 Pipelin€ 33.0 Buried PipinA * _ _ 1,14327 q_ _ . _13.e:9._gt, 1,690.00 LF 101.73 cy 1,143.27 cy ,45f? q 415.72 k 1.690.00 LF . lL6_sp:q0_LL _.. -'1,690.m f 1,690.00 LF * _216.3_ 16.9 509.4 54i1.4 16.69 2,58 . 20,830 N zv3 :_.-l -l -1 -l -l _10,99L 3,,166 _1.s-,1.q{| 1.s28 i 37tAl 37:9e. 54,4E 1 54,181 16,E78 r8,670 1,796 113BOE 210457 54i,.4 * 1,690.09 LF 54:|.4 92 OFFS]TE. M:\WBG\Estimates-CNSLTBol2\WW-PumpSta\4251 79 Port Tomsend PS Property of CH2M Hill, lnc. All Rights Reserved - Copyright 20 1 1 4,566 16,692 U.07 tcy 14.60 lct - _ 12-17 Iq 6.m Is 12-33 AS 2,54 20,80 512412012 1'l:59Alrl Page 2 o GH2NNHILL Job Size: 1 LS Duration: Detail Report Project: Projeci No-: Desiqn Staoe: Description Labor Material Subcontract Equipment Other Total Subcontractor OH&P General Conditions Total Taxes Mobilization/Demobilization Blder's Risk & Gen Liab lns -% Payment & Performance Bond Total Owner-Provided Equipment Contingency - % Total Contingency Escalation on Estimate Total Construction Total Estimator: C Moore/SEA Revision / Date: Estimate Class: 3 Port Townsend Alt 1 425179 Sshematic Desiqn Amount 97,982 u,481 99,324 '18,670 12,144 12,144 11,493 3,831 4,444 19,768 c6 c48 96,948 1)'t4g 12,148 Totals 2't0,45il 210,457 Estimate Totals 222,601 242,369 339.31 7 351,465 Hours 543.417 hrs 466.883 hrs Rtr 7.0O0 o/o 3.000 % 1.000 % 1.160 % 40.000 % 3.580 o/o % ofTotal M:\WBG\Estimates-CNSLT\201 2\WW-Pumpsta\4251 79 Port Townsend PS Property of CH2M Hill, lnc. All Rights Reserved - Copyright 201 1 512412012 11:594M Page 3 Btimator LaborEte hble Equlpment dte table Repofrfomat PodTownsend Alt2 c Moore/SS 2 AA04 (2012) 1_Eqktes_201 1_75% 1LS Projed Project Number MarketSegment Business Group Prcjed Condilions Estihate Class 1-5 Estimaie Category Design Shge Prcject Manager PofrTownsend PS 425179 Wastewater Pump Stat WBG 3 Consult Engineer Est Schematic Desisn J Burnad Soded by'FacilityNork Pkgfrrade PkgNorkAdivrunit Price' 'Debil'summary Alo€te addons Combine items o Job Size: Duration: GH2ll,lHILL 1LS Detail Report Project: Project No.: Port Townsend Alt 2 425179 Sc+lematic Estimator: C Moore/SEA Revision / Date: Estimate Class: 3 92 _ eE!_sllE_-!!!'!!lNEs Buried Piping PiPglllgs cravity Pipe 02{}l{1{1 Gen€ht Site Demoliuon, Aspalt pavement . lapla!-Diqo!@-a!qLo!dt!s_ . 02{1.01"01 conerat Site Demotition, Aspalt pavem€nt _31-1q101 *40_, gitq rygp3lA!!.o!,_D-qv3telftrgr-qusp qqfnl Og@LelOq MinqrllaFe Ge,!9€ld and 1 pumps. Re-qFl, Mojllhv 31.19-01-00 Site Prepa€tion, Dewatering, Sump pump -3_1__{9:q?.00 *.site E plgyg!g1!qf_q!$S,-Bj&sj!9q9_49p!e!r . Bitumimus Pavement SubgEde PEp Bifuhinous Pavenent Import A$egab B3se, 6' 33.0 cJM{10 s.s __E+___,s.i oas I 238.00 d_ 17,600.00 sF * _ ._o-?-5_0o_' ols Mo 340 11.470 23-628 0.06 ,sF 6,123-52 mO tr 14.9 lcf 1232 tLF 65.96 /LF 978 1,531 21,4* 9,730 irs6.m 570-00 h 2,200.00 LF 10.00 day 0.25 mo_ _ 1-8,s_2:.0!_c_Y_ _-_ 408-74 c! !s!4c_s_ _l!944*L _ 132.43 q 1,45828 ct 13_,9?3_ 4.511 . 21,7n 70,912 _ sy 17.6 -l -j 3,569. 21,496 93,595 4,015 . 122,675 1A 2\A 1.83 ,/sy 37.71 hl 13-90 h '1.8:, 62.?2 _ 1,531 1,531 2312 2-S9 I -l 7.4 _B_(uJ!!r'-o!-srsplrg_t_(q0..6: _ 669.00 tn 5-4 Pderent l\ftftng. f PaErent #ping - ZZOO:OO n ii _3qSia{9_9jlgEptof.qgdsrlaving,Bituminog:_A9plelt __ -.r,ss6.oo sy __. _34.8 __ _ + ._ _3q{0_{10_8_ _Y.q(LPip9.!_v!-q'l TEffc Contol, Labor p€r Day 76fi - I,zool -l _EMy.l'pe_b_e_r,1c!.W./l:j*s!_CpeC.f-C4:a4:Epe_ . Backfill / Compad @ pipe zone, for 4' bru 24' pipe gackf ll/_Com@{pbd,e piF_zone, for 4' Sru 24. piF . EiP9.39ae-qa!e.&L _. Pipe bedding naterial lmpoiled backfiI mabdal _-Ha!l sEoib,-otrsiq, lplF_l o_mil:eq Dump k. bnch spoib FURISH PVC water dhbibution pipe, G900, chs 150, DR iB, I' _L!q!!.Lv_c.-v.€!er d{tD!{oq'jp_erqg|yb4[ ]!olj!cty99d,_s: Pipe Ma*ing, lD Tape' 33-00-07.08 Yard Pipe. PVC. 8" CJlS.olo GEvity Pipe 2,200.00 LF 33-35 Pipelines 33.0 Butied Piping - | 2,200.00 LF 92 OFFSITE. ._..€,.1 9.4 :'* lcy loy 34.06 14,60 4,51 1 21,727 3,42 27,112 2,n7 't45.1.t5 no2c9 _q.JLsr_g1-17 ls - 6-g 32V 27.112 348 70,912 70912 6.584 -?,?,0_0:0_0__LE240-@ tf 281.6 20 614.8 659.1 659-,1 1,989 45,E62 46,500 12925a 2'1.757 23,628 2,200.00 LF 659.1 MIWBG\Estimates-CNSLT\201 2\WW-PumpSta\4251 79 Port Townsend PS Property of CH2M Hill, lnc. All Rights Reserved - Copyright 2011 5l24nn2 12:00 PM Page2 o Job Size: DuEtion: GH2TU|HILL 1LS Detail Report Project: Prcject No.: Desion Slaoe: Ilescription Labor Materibl Subcontract Equipment Other Total Subcontractor OH&P General Conditions Total Taxes Mobilization/Demobilization Blder's Risk & Gen Liab lns -% Payment & Performance Bond Total Owner-Provided Equipment Contingency - % Total Contingency Escalation on Estimate Total Construction Total Estimator C Moore/SEA Revision / Date: Estimate Class: 3 Port Townsend Alt 2 425179 Schematic Desion Estimate Totals Amount Totals 46,500 70,912 129,258 23,628 270,298 15.597 270,298 1 5,597 14,761 4,920 5,708 285.895 2s.389 311,284 435.798 451,400 124.514 124,514 .{ q An, 15,602 Hours 659.117 hrs 568.540 hrs R# 7.000 % 3.000 % 1.000 % 1.160 0/" 40.000 % 3.580 o/o % ofTotal M:\WBG\Estimates-CNSLT\201 2\WW-PumpSta\4251 79 Port Townsend PS Property of CH2M Hitl, lnc. All Rights Reserved - Copyright 201 1 5l24nv2 12:00 PM Paqe 3 t-.:Pott Estimator Labor ratebbl€ Equipment ral€ table Poi Townsend Com 182 C M@re/Sil 2_M0112012) 1_EqRates_201 1_75% Project Prcject Number MarketSegment Business Group Projed Conditions &timate Cl6s 1-s Estimate Category Design Stage Proj€ct Manager 425179 Wastewater Pufrp Stat WBG 3 Consult Engineer Est Schemat;c Design J Burnam Soded by Faciliq/Nork Pkgf€de PkgMordctivrunit Pn€' 'Debil'summary Combine items c Job Size: Dumtion: GH2lulHILL 1LS Detail Report ProjecL PortTownsend Com 1&2 ProjectNo.: 425179 Estimaton C Moore/SEA Revision / Date: Estimate Class: 3 9? Schematic -n2p__L 20,160.00 sF , ,_10.e_ _ J0-9 33.0 _o_Lr_$lE--PIPELINES Buri6d Piping . Pipelines cEvity Pipe I 02{t{l{1 Geoeral Sit€ Domolition, Aspalt pavement _ l,sr!al!.Di!Lc!!@!adl44]q _ _ 02-0J-01-01 GeneEl Site Domolition, Aspalt pavsrent _- 31ll!:01-00_. si-teTfgpasgg!, pelqlgdlSjgmp pump __ _-DMteriE Mino, La@ qr,@tqlald 1 tuhps, Renbt, Ms6k_ _ - -31"J9-01.00 Site PrepaEtion, Dewabring, Sump puhp _3gqtAq0-__9rte Eulgyggtglts,&y!!s.grt!!1!!g_u s AgpLEl!_ BitumiMs Pavement SubgEde prcp g(uminG tuwnt lmport AS@ab Be, 6' _r.9{9$-z:1a _Y_?!_{Eh,e,l_\lcJ0' _. _ . TEffc Contol, Labor pei Osy _r_r€!O-q-oI.!!24_!_L, __ -EEv_.p'pehndL:"li..i-+plg."_.t_"rf -zf:p:pe_ . Becldil ,l Compdd @ pipe rcm. for 4. thru 24. piF -Bs{tgl-99!pcq_a!9le_Ep9_49!q_&!]I_qs4.p!!q, _P_'pe a.tle,mqtsf4_ ___ Pipe beddlng Datsial lmported b€ckfill haiedel _ H_aul slfoib. offglblu!_to_JqniEs_ Dumpf*. bnclr spoib FURNBH rycMb.diffibdon pipe. CgOO. d4s 15o, DR 18, iO' -]l's!en_e_V_c!p!eld,lg_p_u.to.'1p!Se,"qgv4$!_N*oltqqgde{,10:, . Pipe Ma.ldng, lD Tape _3-!0]}"07J0 Yard Pir, pVC, 10: :31:15qL{_5_ &rc_!t94q99,us!ho!es,_q9:_Qj3 __ . CatdbsiN, frs and @, lt ffiq 24. dlam, 300 lb. Manholq;lenggelplgqst Z_!D=_q_!99S_ _. _l49tt9les,-qo[ql5!rFrl,,]5-]:DJorqs_oyer8:a. d_ 33*35 crM{t10 -L 388730 ..,- - -o-.59--q0-50 Mo 2240lF sy 853-m h 2,520.00 LF 2,520.00 LF am ... Eitu_'d!e-!rs,9Frjre!_(b'),_.6:_ __ 766.00 rr . Pavmnt Marking. 4. pbeMt sbiping -26.n tt _3149_{:.00_q!!_e_lmptgyglrgtts,lai$S, Blttm!n9g9!!plfn!!___ :l4g.oq sy m2. 8.5 _ _9=1_ 5.0 _ 39.8 4m9 24,83i| 107 1il ,t 600 lilO-Sl6 3,063 _1"€9__ 15.605 29-724 6,125.t2 /UO 973 h4ay ,t4.55 6.08 Is 18-51 it_F 't.06 /tt 6,47453 tEA 3,063 4,600 14599 42t5 512412012 12:03 PM 1.83 Is, ln 1-83 97.72 lq lq 9.07 14.60 ' 15JO d"y 0.50 llg_ _. _2"q3?:s-0_cl/_ 53018 cy ... -lggla--sl -8p4-cv- __ 160.0{ cy 1,W.12 cf _691_.1?_%- __ _ 691.12 b 2.5rc.00 LF _2rs-?qqo_L.L 2.520.00 lf 2,!?s.09_!E 4.00 d _ _4.99--q ____J-6:0-0-_!r_ 4.00 q ia-00 EA 210.0 14,599: _ 53.6 ,-. 4,714 , , l,oro i _3.305 1a o?5 _38-0*__ 2 ,:-i- 5,473 27,n2 426 6,U2 4.410 Lill0 :l Drcp ShuctuE Piping 33-15-.Ol-05 Yard StructuEs, Manhol6, 60- Dia erM.olo Gnvity Pip€ 33-35 Pipelin€s 33.0 Buri€d Piping 399_!40l 6e3s0 _,..__,J!1J91 11.0 n3 1J4' 117 107-0 997.8 997-8 997.8 15,605 117/100 1'17,400 117,100 1,O,926 l/18,926 148,926 3,241 35,863 35,863 35,863 u'*!-Tiis-- 7,009 70,090 70,089 70,089 147.73 E 147.7i! /LF M:\WBG\Estimates-CNSLTP012\WW-PumpSta\425179 Port Townsend pS Property of CH2M Hill, lnc. All Rights Reserved - Copyright 201 1 7,716 27,002 2210 15.&6 1,460 2s398 372278 372,21A 37227a 472-1te 0.06 rsF 1,1t8 Page2 o Job Size: Duration: GH2]I'IHILL 1LS Detail Report Project: PortTownsend Com 1&2 Prcject No.: 425'179 Desion Staoe: Schematic Desion Estimator: C Moore/SEA Revision / Date: Estimate Class: 3 Ilescription Labor Material Subcontract Equipment Other Total Subcontractor OH&P 372,278 21.482General Conditions Total Taxes 21,482 20,330 6,777 7.861 34,968 171.491 171,491 Escalation on E"1;."1" 1s131 21 488 Construction Total 21,488 Estimate Totals Amount Totals 70,089 117,400 148,926 35,863 372,278 393.760 Hours Rde 997.805 hrs 948.43'l hrs 7.O00 o/o 3.000 % 1.000 % 1.160 o/o 40.000 o/o 3.580 % % ofTotal Mobilization/Demobilization Blder's Risk & Gen Liab lns -% Payment & Performance Bond Total Owner-Provided Equipment Contingency - % Total Contingency 428,728 600,219 621,707 M:\WBG\Estimates-CNSLT\201 2\WW-PumpSta\4251 79 Port Townsend PS Property of CH2M Hill, lnc. All Rights Reserued - Copyright 2011 512412012 12:03 PM Page 3 ,,.:::l Estimator C Moore/SEA Labor €te hble 2_l!A04 12012) EqulphentEtetable 1_Eqtutes_2011_75% lLS Repoiltomat PodTownsend At 3 Project Prcjed Number MarketSegment Bdsin€ss Group Project Conditions Estimate Class 1-5 &timate Category Design Sage Project ManaEer Pod Townsend PS 425179 WasteMter Pump Stat WBG 3 Consult Engineer Est Schematic Desion Soned by'Facilrty/Work Pkgff€de PkgMormctiv/Unit Pdce 'Debil summary Combine items :.. .1.. -_....]i1 .i rt.. r' lt. I r- ]i.,.. - r',-_'.i1. r:;i : . :1.. .l' .:.: :a.1.:\. : .t ...: i ::::i;r'th,.:,r,: I :.1:: :i ::::,. o Job Size: Duration: GH2ll,lHILL 1LS Detail Report Project Port Townsend Alt 3 Project No.: 425179 Estimator: C Moore/SEA Revision / Oate: Estimate Class: 3Schematic 7,096 1,533 3,166 30, 30, 30, 3'l -1 9-01 -00 . Site Preparation, Dewatering, Sump pump 133{0-07.10 YardPiDe PVc lo' l0 dia Fo@ Main 1,989 3,930 1,693 20.058 _L091, _2-J47 l-i 30,?55 45.7 m.2 CJM.O0l 33.0 92 11 92 plpe, exwibkfll NOT OFFSM - PIPELINES __ _ 025 mo .._2,W '11,853 5,605 6,.132.84 'llo 4.51 /CY 1 {6,887 tl 15.95 /l_F 1.06 itf 61,69 /LF 62.51 /t"F 62.5{ /LF 62.51 'LF 239.4 18.7 386.6 386.6 386.6 386-6 1.870.00 LF 1,870.00 It 1,870.00 LF 1,870.00 LF 1,870.00 LF 't.870.00 LF D_gMJerinE Milgi LaEe GeMtorand 1 Pufrps. RenH. Monthty -, _ - lg mo _ I 31-'19-01-00 Site PrepaEtiod, DeEtering, Sump pump o.2S lt4o - Buried Piping Pip€lin€s _ 23,080 _ ._ :_ _ 9.764zfi 60,367 5,605 1E,62? 60,367 5,6tt5. 2O,t6O. 60,367 5,605 20,160 60,367 5,605 20,t60 1265.03 d 480.00 cy 12!!.03-q U7.43 c!. _ _:7ZE_L 1,57421 CY *3!L!3- s _I-lP!qB!q-81_L2{_4-Q: __exev. pipe mnOr, wl 't:f stop*, f".+ - Za' pip. __-BjgqLlqg.Ep9{@-g'pe_z_o-!9J9r,{0!r_a4-_plpg_ -qasq!1q.orp9g_alqqplE4g!9,-f-o-r{-q424:ptp_€_PiF zone m@l ,_qlp-€_b€qdEs_$9!9-ie!-_ JqPeleglee$Ilqalei4_ _ Haul spoils, offsib, up to 1 0 mtl€s Pipe Ma*ing, lO Tap€ 33-00-07-'10 Yard Pipe, PVC, 10" CJ[U.001 l0 dia Fo@ ltfain 33-35 Pipelines 33.0 Buried Piping 11,853 3.840 18,496_ 5.605 M:\WBG\Estimates-CNSLT\201 2\WW-PumpSta\425179 Port Townsend pS Properly of CH2M Hill, lnc. All Rights Reserved - Copyright 201 1 512412012 12:05 PM Page2 o Job Size: Duration: CH2lulHILL 'I LS Ilescription Labor Material Subcontract Equipment Other Total Subcontractor OH&P General Conditions Total Taxes Mobilization/Demobilization Blder's Risk & Gen Liab lns -olo Payment & Performance Bond Total Owner-Provided Equipment Contingency - % Total Contingency Escalation on Estimate Total Construction Total Estimate Totals Arnount Totals 30,755 60,367 5,605 20,160 116,887 116,887 6745 6,745 6,383 2,128 2,468 123,632 10.979 Hours R# 386.606 hrs 497.904 hrs Estimator: C Moore/SEA Revision / Date: Estimate Class: 3 % ofTotal 7.000 % 3.000 % 1.000 % 1.160 Yo 40.ooo o/" 3.580 o/o Detai! Report Project Port Tomsend Alt 3 Project No.: 425179 Desiqn Staqe: SchematicDesiqn 53.444 53,844 A '7 A'7 6,747 134,61 1 188,455 195,202 M:\WBG\EstimateeCNSLT\2012\WW-PumpSta\425'l 79 Port Townsend PS Property of CH2M Hill, lnc. All Rights Reserued - Copyright 2011 5l24l2g'12 12:05 PM Page 3 Estimator Equipment rabhbl€ Job size Repoil fofiat Pod ToMsend Com 1,2&3 C Moore/SS 2_M04 (2012) 1_EqRates_201 1_75% 1LS Projed MarketSegment Business Group Project Condltions Estimate CI6s 1-5 Estimate Cat€gory Deslgn Stage 425179 Waste@ter Pump Stat WBG 3 Consult Engineer Est Schematic Design J Burnam Soded by'Faciliv^vork Pks/Trade Pkgruormctiv/Unit Pdce' 'Debil' summary c Job Size: DuEton: GH2lvlHILL 1LS Detail Report Project PortTownsend Com l,2&3 ProjectNo.: 425179 Estimator: C Moore/SEA Revision / Date: Estimate Class: 3 92 OFFSITE . PIPELINES Buried Piping Pipollnes GEvtty Pipe i 02-01.Ol.Ol General Site Dsmolition, Aspatt Pav€ment 4!haLqe!9!$9!_c!!]p9g!s_ 0241{t-0J General Site Demolltion, Aspatt Pavoment :3.!:Lg:oj:qqSitePleparatioqDewateriLg,gunp&sL _D_et4q-!e!!sl{!!9r,l4-Is_e_6_e!eE&La!!_,1!!!pS_Be!bl!{o-&ty_ 31-19.01"00 Site P€paBtion, Dewatering, Sump pump _3_140-0240 :qiln&plo.lg!!9!!l Paving!Bituminoug.tlsph8lt Bifuminous Parement Subg6de Pcp Bihminous PaEment lmport Aggregate Base, 6. *8tohinous_Asp!-4!(h),6' . Pilerent Ma*ing, f Pavement sbiping 31-,t0"02.0O Site Imbrohments- Pavind Bitumin6rc ac6h,lt L3:90-01-12__Y_?td_!!Le,_eY9,1_2'1,_ TEffic Coniol, Lebor per Day lre!9LB_o!,g!2-/l.0_ ,Ercav_._pipe tt_e!O.!41:1 q9p6j1o131241 gpg, . _ Backfifi / Compad @ pipe zone, for4'thru 24' pipe €effill / Conpac,t ab@ piF zon.. td4' thru 24' piF Schematic 20.m w_ r,496.00 sF o-io'ro 0.10 Mo 29.0-06 /sF 6,126.10 ruO - I 1.83 /sy 33.0 -99:!9-qrM-ol0 32.0 __ 4.3 u.7 1,849 : _ 7,978 2,175 4,8U 30 9,365 9,365 9.365 613 471 __ _-,- 249 82 613 30315 0-6 166.00 sy 49.00 h ._ _5L0-0*I 187.00 tf 166.00 SY _oia 0.4 !1 10.171 2& 37.73 ltl 1-S N 63-08 /SY tJay 6.09 's%-12 tj g5 4,884 -l i'L _t I u1 2-0O day 0.10 mo 1,*7 392 _190J!_cJ 41.08 €! Y934-,-q- 4,9-8,-s 5.9 . _P_p9iC!e_!t1a.le-dal _ PiF bddlng hatedsl lmpdH backfll mattr:l 12.58 cf 148.94 cy _16-6lcy_ - _$.66 ls 187.00 F l_8L00_r.F-- ,__ 187.00 tf J87.00 LF _3_1{ _ 1.9 81.0 u-7 _l_iaul_spo$Lotfslblup loj 0.qril_es Dump fees, Irench spofu FURNISH WCMkdffibution pipe, G900, &* 1$, DR 18,12' ']!9tsI!"v_c_!e!s*d!qib_ul!o'l.pjp_e,,_e.)tF-vlbl0L[oli[9lujj4.l2: Pipe Ma*ing, lD Tape .33-00-07-12 Yard Pip€, PVC, 12'' . C.ril-{r1o Gravity Pipe 4A 345 -l _2,6.qo_L 16s i 5,843 5,897 '1.06 /tf 98-65 tLF 33€5 Plp€lines 33.0 Buried Piping 92 OFFS]TE. M:\WBG\Estimates€NSLT\201 2\WW-PumpSta\4251 79 Port Tomsend PS Property of CH2M Hill, lnc. All Rights Reserued - Copyright 2011 _ .t87.00 LF 187.00 LF 690 11,161 tt.l6t 2,550 3,19' 14417 29,6i3 5l24l2o'12 12:08 PM Page 2 _ 84.7 u.7 9,365 ___ .t1,161 _ _ _ u114.55 l6f 1S /d 2175lq 34.08 14.6.1 0 Job Size: Dumtion: GH2II'IHILL 1LS Detail Report Prcject PortTomsend Com 1,2&3 ProjectNo.: 425179 Design Stage: Schematic Design Estimaton C Moore/SEA Revision / Date: Estimate Class: 3 Rab % ofTotal 7.OOO o/" 3.000 % 1.000 % 1.160 % 40.000 % 3.580 % Ilescription Labor Material Subcontract Equipment Other Total Subcontractor OH&P General Conditions Total Taxes Mobilization/Demobilization Blder's Risk & Gen Liab lns -% Payment & Performance Bond Total Owner-Provided Equipment Contingency - % Total Contingency Escalation on Estimate Total Construction Total Estimate Totals Amount Totals 5,897 9,365 11,161 3,191 29,614 29,614 1 70q 1,709 1,617 539 625 31.323 2,781 34.104 47,745 49,454 1A 6,41 13,641 1,709 Hours 84.742 hrs 99.590 hrs M:\WBG\Estimates-CNSLT\201 2\WW-PumpSta\4251 79 Port Townsend PS Property of CH2M Hill, lne. All Rights Reserued - Copyright 201 1 5l24nn2 12:08 PM Page 3 PodToMsend At4 Estimator C Moore/SEA Labor Ete bble 2_MM \2012) R€podtomat Equipment rate hble 1 _EqRates-20 I 1_75% Job slze lLS Projed Project Number MarketSegment Buslness GrouP Project Conditions Estlmate Class 1-5 Btihat€ Category Desigh Stage Project Manager 425179 Wastewater Pump Stat WBG 3 Consult Engineer Est Schematic Design J Bumam so(ed by FaciliiyMo* Pkg/T€de PkgMo*Activrun{ Pd@' 'Dehil'summary Allo€te addons Combine items c EH2n,lHILL Job Size:1LS Detail Report Project Project No.: ' Design Staqe: PortTownsend Alt4 425179 Schematic DesignDuration: 92_ '15.'l 1-015 l 15-t 1,015 i Estimator C Moore/SEA Revisiofl / Date: Estimate Class: 3 539 4,593 - - 56?S 4,212 14-ffi 6,388 195.163 33.0 33-35 c,lr.ttl0 9t!9!IE-_-fllEUlEt Buried Piping . llpg'rs .- GEvity Plpe I 02{1.01{1 General Site Demolition, Aspalt pavemgnt IFjELD_c@Lit-o!3Irllq€ELinL _ 02-01.01-01 ceneral Site Demolition, Aspalt pavement -!!_-lg{._1_{0,9!!e P_!9paE!i9!.qeq3te4!S,s__utp!Cmp--_,_. __ Dqgr_tqi!q-!!lj!9ll:a_Ioe Gellmb eld 1 Eom6. Rentat, M@titv_, 3l-J9{1.00 Site Prepantion, Dewatering, Sump pump ._3lJq:-o_2jL _9_!!9lBgr!rqD!!tq LayqglEilgnlplLq AlphaugftlhiMs Paverent SubgEdc P€p Bitumin@s Favemnt impod AggEg6b Base, 6. - 378.00 w_ 28,000.00 sF 0-75 ho 0.75 MO 0-06 /sF 973.19 /day X111.00 9 - 907.00 tn 4-00 EA 68.7 5_19 28.0 11,8 -B$lE!qo.u!.4Fp.!e!t_(!r'l_q: - .199qoLL _ . Pawmnt Marklng, 4' Pement stiping 3,SOO.O0 lf 31*40"02-00 Site lmprovements, Pavinq, Bituminous Asohalt 3.ttt-O0 Sy - -zom ily - @27 cf 257 71 d 19,464; 5,778 3,680 _ _8_.5_, 7-O :99!9{Z:99__Yerd qlPg,lvq. 8" _ . Tffic Contol, kbor per Day - T€ndrqg!,8'x24,x10. _.ElF,v,._ptp-e_!!qrr{| r{.al_:J_{9pe9--&L4:i?4jip9_ B€ckf! / Comp3d @ ptpe zde for 4, thru 24. pipe - BgqOI ,/ Compad ab@ piF anc, ts 4. thru 2/f Dte ._,e'p9-.-o!-ej-E!6fEl__ Plpe bedding maHd _ s5.3 320-0 _{sJlglojlgjqf F{e!upl!o10_!|'tF_ -_95-.{.86-5 6fi27 N 210.69 cy 2#7.71 cy ,_ _ _q6!=q6_s- s0-96 b 3.500.00 LF -: 2.16 - | 7,178-l a,fl2 - iL. I 43,141 _ Dump ts, hnd spolls FURNTSH PVC uF dmbdion ptpe, c.900, d* 150, DR 18, 8. _!!49!-Ey_c_'{l?!s_q!!qp"uJlo_ip!p9._qxg&qLft!!qdu!9d_._8:- Plpc Ma*inq, lD Tap€ 33-00-07-0E Yard Pipe, PVC. E' - ._, _ tgtF{1{5 !{g_rq!clsl9s,_rrrgl!otg!,90"_Qr3- _ _ . Cabhb6iG, fiB and ffi, lt tafiic, 24r diafi. 300 tb. Mnhd* 6nl* .FE* 4l D Atdb^ ,!&dd9..,_A!c-fFer.Lq!D-!-r*D_S_9v_el_8-?C!* . Drcp S-blcture'Plping 33-1+01.05 Yard Structues, tlanholes, 60' Dia CJil4lo G6vity PipG 33-35 Pipelin€s 33.0 Buried Piping OFFS]TE. . .3.@q0_LE _ _149,9_ 3,5m.00 lf 35.0 3,500.00 LF I,O4:t.6 4,2J8.00 LF 4'274.00 LF 3,165 ?6,956 7,008 i 84,979 | 84,e7e I 8,[,979 ; 3,2''/.. u,023 41,V23. 11,023 ss-m b 6,4724.03 ,EA 10825 /r.F 10825 't-F 112.637 lo_a76 35,60e 1,149 3q0!___ - ,__*q8_2_. -16 107.0 1,?j21.1 1,21.1 1,221-1 15,604 1n,ul 128,41 1AA11 205,639 205,639 205,63!t M:\WBG\Estimates-CNSLTU01 2\WW-PumpSta\4251 79 Port Townsend PS Properly of CH2M Hill, lnc. All Rights Reserved - Copyright 2011 5/2412012 12:15 PM Page 2 I,554 4,593 5,878 3/.212 6,388 195.153 9,45f 19.441 2,099_19e4 6Sr {.460 25,E96 /163,08t 116g081 a6qoEr 4G3.OAl 6,12/t.64 ,llo /sy ^n 't.&) 37-72 1.81) /tfp 71 rsY " __.._410_J9L__1Lil 16r 3qd ld *5245 le 7, 3,7 t9 14-€o lcf 12.33 it_F 5,% /$.141 0 Job Size: Duration: CH2rl,lHILL 1LS Detail Report Project: Project No.: Desion Staqe: Descdption Labor Material Subcontract EquiPment Other Total Subcontractor OH&P General Conditions Total Taxes Mobilization/Demobilization Blder's Risk & Gen Liab lns -olo Payment & Performance Bond Total Owner-Provided Equipment Contingency - % Total Contingency Escalation on Estimate Total Construction Total Port Townsend Alt 4 425179 Schematic Desiqn Estimator: C Moore/SEA Revision / Date: Estimate Class: 3 Rae % ofTotal 7.000 o/o 3.000 % 1.000 % 1.160 o/o 40.000 % 3.580 o/o Estimate Totals Amount Totals 84,979 128,441 205,639 44,023 463,082 26.721 463,082 26,721 25,288 8,429 9,778 489,803 Hours 1,221.052 hts 1,194.695 hrs 43,495 213.319 213,319 tA7t9 26,729 533.298 746,617 773,346 M:\WBG\Estimates-CNSLT\201 2\WW-PumpSta\425179 Port Townsend PS Property of CH2M Hill, lnc. All Rights Reserued - Copyright 201 1 512412012 12:15 PM Page 3 Appendix E: Calculations Gravity Line Evaluation for Critical Depth and Supercritical Flow Port Townsend - Mill Road Pump Station and Force Main Predesign Criticl Depths From Bcter and King, 6th Edition Table 8-10 (page 8-61) Equation: Q= K'.dsn Solving for K'. = Where ; Q= flow in cfs K'c = Table Value d = PiPe Diameter Q!dil, Normal Depth From Bcter and King, 6th Edition Table 7-14 (page 7-04) Equation: Q=(K'/n)d8l3sv2 solving for K' = Qn/(d8/3sv'z) Where: Q = flow in cfs' K'=Tablevalue d = Pipe Diameter s = Slope ftlft n = Manning's Friction Factor = Flow (gpm) divided by 448.80 = Flow cfs Maximum Slope on Mill Road = f2.ooo6 = MaximumSlopeonThomasStreet= 7]..OO% = Nomal Depth Caldlations - Mill Road Pip€ Diameter =Flow Flow (cpm) (cfs) 8 inches = 0.120 ft/ft Criti€l Depth Calculations Pipe Diameter= 8 inches = FIow Flow :ritical Depth (cpm) (c{s) K'" Dld 200.00 0-45 !.2zao 0.4675 400.00 0.89 2.4s60 0.6714 500.00 L.34 3.6841 o8t82 800.00 1.78 4-9!21 0.9122 1,000.00 2.23 6.L407 0.96&' K' 0.0493 0.0986 o.7479 0.1972 0.2465 7.76 2.5r 3.11 3.65 4.16 0.013 0.67 ft D (ft) D (inches) 0.31 3.74 0.45 5.37 0.55 6.s5 0.61 7.30 0-65 7.75 200-00 400.00 600.00 800.00 1,000.00 Pipe Diam€ter = Flow (epm) 200.00 400.00 600.00 800.00 1,000.00 10 inches = 0.67 ft D (ft) D (inches) 0.15 o.2r o.26 0.30 0.35 0.83 ft 1.00 ft D (ft) D (inches) 0.11 ft/ft r.o4 !.45 r.7a 2.O1, 2.30 Pipe Diameter = Flow (epm) 200.00 400.00 600.00 800.00 1,000.00 10 inches = :riti€l Depth K'c D/d 0.7030 o35m 1.4059 0.5019 2-LOa9 0.5204 2-a7LA 0.7191 3.514a 0.9)10 12 inches = :ritical Depth K'" Dld 0.4456 0.2763 0.8913 03957 1.3369 0.t1888 7.7A25 0.568rt 222a2 0-538rt 0-83 ft D (ft) D (inches) o.23 2.AO o-33 4.O2 0.4r 4.96 n& 575 o-s3 6.47 1.00 ft D (ft) D (inches) o-18 o.26 0.33 0.38 0.43 Flow (cft 0.45 0.89 r.7a 2.23 0.45 0.89 7.34 L.7A 2.23 Flow (cfsl 0.45 0.89 L7A 2.23 K, o.0272 0.0s44 0.0816 0.1088 0.1360 0.45 0.89 r34 r.7a 2.23 Dld o2:M 03fitlt 038Et 0.t1557 05191 D/d 0.164rt 02315 0.2841 o3300 o3rL2 D/d o.ffm o.lala o.xtt2 0.2s15 D (ft) D (inches) 0.11 L,32 0.15 1.85 0.19 2.27 o.22 2.64 o.25 2.97 all cases, at 12% slope, normal depth is less than critical depth - flow is in supercrilical mode. Pipe Diameter = Flow Flow {cpm) (cfs) 200.00 400.00 600.00 800.00 1,000.00 2-21 3.77 3.9r 4.55 5.11 0.45 0.89 !-34 r.7a 2.23 o-0!67 0.0334 0.0502 0.0669 0.0836 o.09 o.L2 0.15 o-r7 0.19 Pipe Diameter = Flow Flow Gpm) (cfs) 200-00 400.00 600.00 800.00 1,000.00 12 inches = Highlighted columns represent a calculated value frcm the Tables identified above. Port Townsend - Mill Road Pump station and Force Main preliminary Design Peak Flow at. Ultimate Buildout = Goal - Maintain flows between 2.0 to 7.0 fps Potential Force Main Diameters 1185 gpm =2.64 ds 6 inches 8 inches 10 inches FlowVelocity(fps) = O/A Pumped Pumped Flow Flow Gpm) (cfs) 05 feet 0.7 feet 0.8 feet Area = Area = Area = o.2o ft'? o3s ft'z 0.55 ft2 Force Main Velocity 6 inch Force Main Velocity 8 inch Force Main Velocity 10 inch I.t"as represent those that meet the stated criteria of maintaining velocities between 2.0 and 7.o fps. The intent is to install the physicat facilities such that ultimate buildout flows can be accommodated - realizing that mechanical equipment (say pumps) can be changed relatively simpty overtime without requiring the e)eenditure of significant costs to adapt to varying influentflow conditions. 1185 1000 200 0.45 r.28 2.64 7.56 o.82 pumps that can be modified to deliver between 5OO gpm and 1200 gpm. Possibly through impeller changes. want to install the 10" force main. lnstalling either of the smaller mains to keep velocities higher would just mean that they would have to be replaced once the influent flows and the pumped flows got to the higher velocity rdnge. By installing the 10 inch line pumped velocities don't vary too much and it will help to keep headlosses low. L.78 2.23 2.64 9.08 11.35 73.45 1185 0.45 0.89 200 400 1.63 a/.J .-./-J J J J J J Force Main Headloss Calculations Headloss = s*Length stope = {3.03/D"15Xv/c)1 15 Force Main Length = 4,27e ft Force Main Diameter 10 inches = 0.83 ft Force Main Area 0.55 ft'? Assume Force Main Material is DIP c= 130 Assuhed Additional Losses to accountfor bends/angles in the Force Main, Pump Station Piping etc' = ElevationofFor@maihatPumpstatioh= 19 ft (4ftbelowgroundsurfa@) Elevation of Forcemain at DischarEe MH = 208 ft 15.00% percent of @ldlated lo$es Static Head TDH Sbtic H.ad mH sudion tift Sudion Lr'ft Subfrer. Submer. 200.98 200.98 200.98 200.98 200-98 200.98 200.98 200.98 200.98 200.98 200.98 {cpm) 0 200 400 600 800 1000 1185 1200 1400 1600 1800 (cfs) 0.00 0.45 0.89 1.34 7.78 2.23 2-64 2.67 3.r2 4-01 Force Main Diahder {ft) 0.83 0.83 0.83 0.83 0.83 0.83 0,83 0.83 0.83 0.83 0.83 189 189 189 189 189 189 189 189 189 189 189 Velocity slope Headloss Additional Total HL (fps) ft|ft (s*t) Losses (ft) (ft) 0.00 0 0.00 0.00 0.00 0.82 0.000316 1.35 0.20 1.s6 1.63 0.00114 4.88 0.73 5.61 2-4s 0.002415 10.33 1.5s 11.88 3.27 0.004111 fl.59 2.64 20.23 4.09 0.006272 26.58 3.99 30.56 4.U 0.008504 36.38 5.46 41.84 4.90 0.008704 37.24 5.59 42-42 s-72 0.077577 49.53 1.43 56.95 6.54 0.014821 63.40 9.51 72.9r 7.35 0.018429 7a.4 11.83 90.67 Plmp Curues 189.00 190.56 794.67 200.88 209.23 219.56 230.4 237.42 245.95 261.91 279.67 200.98 202.53 206.59 2!2.& 221.20 237.54 242.47 243.80 ?57.93 273-49 291.64 Station TDH vs Pump Curves c -9 350.00 300.00 250.00 200.00 150,@ 100.00 50.00 o,m -FsubheFiblePumpTDH -ltsudion Pump mH +Sudion Plhp8D4F +PanllelSudion Pumps ..F FlyStsubme6ible Pump +FlygtSubmersible Pumps (2) 0 m Fbq pm 1500 2m E = (spm) 0 200 400 600 800 1000 1185 1200 1400 1600 9nftfi & tsclGr SDaf Sodon Amp Head Head (2 P's) {ft) (ft) 239 239 237 238 236 237 235 236.5 233 236 237 235.4 22A 234.8 227 234.2 224 233.6 227 233 Flygt MP 331s HT kpmJ 0 200 400 600 800 1000 1185 1200 1400 1600 Head (2 P's) (ft) 294 288 Head (ft) 294 288 279 270 260 251 242 240 237 2B 283.5 279 275.2 27r.4 267.6 263.8 260 Active Storage Volume Eqn. r=v/l+v/(Qt) Assumptions: Mill Road Pump Station and Force Main Active Storage Volume Calculations Port rownsend - Mill Road Pump station and Force Main preliminary Design where: T = allowable minimum cycle time between starts (time to fill plus time to empty) (minutes V = the active volume between LWL and HWL (fixed) (gallons) I = inflow rate (tpm) Q = pump rate (gpm) Note: Worse case cycle time occurs when influent flow is /2 of pumping capacity. 1 Duplex Pump station - each pump capable of accommodating peak flow; operating in a lag/lead fashion to balance operating hours2 Lag pump automatically called to operate if lead pump fails or cannot match influent flow 3 want pumps to go through full on-off-on cycle no more than "x" tlme per hour. For a duplex station operating in lag/lead this allows for,,2X,starts per hour' However active storage volume is based on a single pump to remain conservative. Known variables 6 cycles per hour = 10 minutes For an individual pump 1185 gpm At buildout 1185 gpm Solving above equation forV: V =Ia/a Required Active Storate Volume =2962.5 gallons (say)3000 gallons Check - cycle time when I = Q"/2 10.12658 minutes Graphing Cycle Time Curve: lnflow Rate Vs. Percent (%) of Pump Capacity T= t= a= Do not plot lowest and highest lnf. flow rates as they approach infinity. lnflow Rate Gpm) Percent of Pump Capacity (cpm) 0.00 0.08 0.77 o.2s o.34 o.42 0.50 0.59 0.68 0.76 0.84 0.93 1.00 Pump Capacity (gpm) Cycle Time (T) (min) 3002.s34 32.76498 18.04s69 13.38983 77.32L66 10.37956 10.12658 !0.47L28 11.54227 13.85965 79.21622 38.02139 #Dw/O! 1 100 200 300 400 500 592.s 700 800 900 1000 1100 1185 1185 1185 1185 1185 1185 1185 1185 1185 1185 1185 1185 1185 Cycle Time (T) Minutesvs.oA of tnfluent Flow _4o -E 30 E qt 20 5to e0 o9of ore6f o*of oleof 666f of lnflow Rate, % of Pump €apacity FTl-+ I -l-4--F I \ I + +CycleTime (T) Minutes A.tive storase Vohrme Calcuations - Mill poad p,rmp s+ation anC Eorce ^4ain Port Townsend - Mill Road Pump Station and Force Main Preliminary Design wet well sizing Assumptions: t Desire is to design and install the physical facilities of the wet well for complete buildout of the area; but retain the capability to use the facilities during the interim before complete buildout occurs. 2 Used "X" feet as an active storage depth to allow for adjustments in depth for lower influent flows during the early years of the station. 3 Utilized a circular wet well, easier to clean, maintain than a rectangular one. Circular Wet Well Sizing: Mill Road Pump Station Preliminary Design Wet Well Sizing ft Use ft2 5,948.23 gallons 45 foot diameter to allow for t hours storage at peak (ultimate buildout)flow L,5gO.44 ft2 Circle Area: Pi,f2\/4 Assumed Active Storage Volume Depth = 7.q8 gallft3 Required Wet Well Diameter - 0.50 feet Active Volume = Diameter = 3000 Volume ft3 407.O7 Volume Required (gallons) 35,550 7L,LOO 106,650 t42,200 284,400 gallons = Pi Volume Required (ft') 4,753 9,505 74,259 19,01.1 38,d21 401.0595 Diameter ft 31.96 Depth in wet well (ft) 2.99 5.98 8.96 1L.95 23.9t ft3 3.L4 Active Storage Volume available using larger diameter Caisson = Standby Storage Capacity - Required if Station experiences complete loss of power or both pumps fail. Say 32.00 Area = 804.2496 Potential Storage above High, High Alarm at different flow rates. Assumption: Set storage to be equal to 30 minutes at buildout peak flows. Storage Time @ Peak lnf (min) 30 60 90 L20 240 lnfluent Flow (epm) Peak lnfluent Flow (epm) 1,185 1,185 1,185 1.,185 1,185 Storage Volume (ft') Storage Time (min) Storage Time (hours) 71,100 77,L00 77,L00 7\,LOO 7L,IOO 7L,t00 3s5.5 L77.8 118.5 88.9 7L.t 60.0 tnfluent Flow (gpmlVs Storage Time (minl t. f, -t-t. I t: \,- 1-:lr I I 1- .:1: 1:+ +l: 1400 1200 1000 800 600 400 200 0 E CL!o 3oii E 0,5 E --<Flnfluent Flow (gpm) 400.00.0 100.0 200.0 300.0 Storage Time, min 200 400 600 800 1000 1185 5.93 2.96 L.98 1.48 1.19 1.00 Wet Well Sizing - Storage Volumes - Mill Road Pump Station and Force Main Figure 1 Generic Pump Layout Note: Layout for Suction Lift Pumps only differs by elimination of most of Dead Storage. lnfluent to Wet Well Standby Storage me High, High Water Alarm Mill Road Pump Station Preliminary Design wet wellsizing Assumed Suction Pump Volute Elevation = Actual Pump Station Depth: Surface Elevation = lnfluent Sewer Elevation = Standby Storage Elevations = High, high water alarm Elev = 9.4765709 = !0.00 Lag Pump on Elevation = High water alarm Elev = 5.98 ft Lead Pump On Elev = Pump Off Elev = Bottom of Dead Storage Elev = 24.50 23.00 ft 14.s0 ft 14.50 ft to 8.52 ft 8.02 ft 8.02 ft 1.5 Assumed elevation of suction pump volute above GS. 8.52 ft =s.98 ft 0.50 ft = Active Storage Volume { errp On (Lag Pump) l_ Higl't water Alarm 0.5 ft 0.50 0.50 ft 2.00 ft 7.s2 ft 7.O2 ft s.02 ft Using submersible pumps the station wet well would be -17.98 ft deep lf suction lift pumps were used the difference between pump off and surface elevation (assuming that the suction lift pumps were on top of the wet well and the volute was elevated 1.5 feet above the top ofslab, cannot exceed 17.5 feet maximum. To make that work the top slab would have to be lowered by: -0.o2 ft Pump On (Lead Pump) Active Storage Pump Off Elevation Dead Storage = (Submersible pumps only) Bottom of Wet Well Wet Well Sizing - Storage Volumes - Mill Road Pump Station and Force Main Appendix C NPDES Permit THIS PAGE INTENTIONALLY LEFT BLANK Page 1 of 51 Permit No. WA0037052 Issuance Date: November 13, 2015 Effective Date: December 1, 2015 Expiration Date: November 30, 2020 NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM WASTE DISCHARGE PERMIT NO. WA0037052 State of Washington DEPARTMENT OF ECOLOGY Southwest Regional Office P.O. Box 47775 Olympia, WA 98504-7775 In compliance with the provisions of The State of Washington Water Pollution Control Law Chapter 90.48 Revised Code of Washington and The Federal Water Pollution Control Act (The Clean Water Act) Title 33 United States Code, Section 1342 et seq. City of Port Townsend 250 Madison Street, Suite 2R Port Townsend, WA 98368 is authorized to discharge in accordance with the Special and General Conditions that follow. Plant Location: 5300 Kuhn Street Port Townsend, WA 98368 Receiving Water: Strait of Juan de Fuca Treatment Type: Activated Sludge (Oxidation Ditch) Rich Doenges Southwest Region Manager Water Quality Program Washington State Department of Ecology Page 2 of 51 Permit No. WA0037052 TABLE OF CONTENTS TABLE OF CONTENTS ........................................................................................................................... 2 SUMMARY OF PERMIT REPORT SUBMITTALS ............................................................................. 4 SPECIAL CONDITIONS .......................................................................................................................... 6 S1. DISCHARGE LIMITS .................................................................................................................... 6 A. Effluent Limits .................................................................................................................... 6 B. Mixing Zone Authorization ................................................................................................ 7 S2. MONITORING REQUIREMENTS ................................................................................................ 7 A. Monitoring Schedule ........................................................................................................... 7 B. Sampling and Analytical Procedures ................................................................................ 10 C. Flow Measurement, Field Measurement, and Continuous Monitoring Devices .............. 10 D. Laboratory Accreditation .................................................................................................. 11 S3. REPORTING AND RECORDING REQUIREMENTS ............................................................... 11 A. Discharge Monitoring Reports .......................................................................................... 12 B. Permit Submittals and Schedules ...................................................................................... 13 C. Records Retention ............................................................................................................. 14 D. Recording of Results ......................................................................................................... 14 E. Additional Monitoring by the Permittee ........................................................................... 14 F. Reporting Permit Violations ............................................................................................. 14 G. Other Reporting ................................................................................................................ 16 H. Maintaining a Copy of this Permit .................................................................................... 16 S4. FACILITY LOADING .................................................................................................................. 17 A. Design Criteria .................................................................................................................. 17 B. Plans for Maintaining Adequate Capacity ........................................................................ 17 C. Duty to Mitigate ................................................................................................................ 18 D. Notification of New or Altered Sources ........................................................................... 18 E. Infiltration and Inflow Evaluation .................................................................................... 18 F. Wasteload Assessment ...................................................................................................... 18 S5. OPERATION AND MAINTENANCE ......................................................................................... 19 A. Certified Operator ............................................................................................................. 19 B. Operation and Maintenance Program ............................................................................... 19 C. Short-term Reduction ........................................................................................................ 20 D. Electrical Power Failure .................................................................................................... 20 E. Prevent Connection of Inflow ........................................................................................... 20 F. Bypass Procedures ............................................................................................................ 20 G. Operations and Maintenance (O&M) Manual .................................................................. 23 S6. PRETREATMENT ........................................................................................................................ 24 A. General Requirements ....................................................................................................... 24 B. Duty to Enforce Discharge Prohibitions ........................................................................... 24 C. Wastewater Discharge Permit Required ........................................................................... 25 D. Identification and Reporting of Existing, New, and Proposed Industrial Users ............... 26 E. Industrial User Survey ...................................................................................................... 26 S7. SOLID WASTES ........................................................................................................................... 26 A. Solid Waste Handling ....................................................................................................... 26 Page 3 of 51 Permit No. WA0037052 B. Leachate ............................................................................................................................ 26 S8. APPLICATION FOR PERMIT RENEWAL OR MODIFICATION FOR FACILITY CHANGES .................................................................................................... 26 S9. ENGINEERING DOCUMENTS FOR OUTFALL REPLACEMENT ......................................... 27 S10. ACUTE TOXICITY ...................................................................................................................... 27 A. Testing when there is No Permit Limit for Acute Toxicity .............................................. 27 B. Sampling and Reporting Requirements ............................................................................ 28 S11. CHRONIC TOXICITY .................................................................................................................. 29 A. Testing when there is No Permit Limit for Chronic Toxicity ........................................... 29 B. Sampling and Reporting Requirements ............................................................................ 29 GENERAL CONDITIONS ...................................................................................................................... 31 G1. SIGNATORY REQUIREMENTS ................................................................................................. 31 G2. RIGHT OF INSPECTION AND ENTRY ..................................................................................... 32 G3. PERMIT ACTIONS....................................................................................................................... 32 G4. REPORTING PLANNED CHANGES .......................................................................................... 34 G5. PLAN REVIEW REQUIRED ....................................................................................................... 34 G6. COMPLIANCE WITH OTHER LAWS AND STATUTES ......................................................... 34 G7. TRANSFER OF THIS PERMIT ................................................................................................... 34 G8. REDUCED PRODUCTION FOR COMPLIANCE ...................................................................... 35 G9. REMOVED SUBSTANCES ......................................................................................................... 35 G10. DUTY TO PROVIDE INFORMATION ....................................................................................... 35 G11. OTHER REQUIREMENTS OF 40 CFR ....................................................................................... 35 G12. ADDITIONAL MONITORING .................................................................................................... 35 G13. PAYMENT OF FEES .................................................................................................................... 35 G14. PENALTIES FOR VIOLATING PERMIT CONDITIONS.......................................................... 35 G15. UPSET ........................................................................................................................................... 36 G16. PROPERTY RIGHTS .................................................................................................................... 36 G17. DUTY TO COMPLY .................................................................................................................... 36 G18. TOXIC POLLUTANTS................................................................................................................. 36 G19. PENALTIES FOR TAMPERING ................................................................................................. 37 G20. COMPLIANCE SCHEDULES ..................................................................................................... 37 G21. SERVICE AGREEMENT REVIEW ............................................................................................. 37 APPENDIX A ............................................................................................................................................ 38 Page 4 of 51 Permit No. WA0037052 SUMMARY OF PERMIT REPORT SUBMITTALS Refer to the Special and General Conditions of this permit for additional submittal requirements. Permit Section Submittal Frequency First Submittal Date S3.A. Discharge Monitoring Report (DMR) Monthly January 15, 2016 S3.A. Permit Renewal Application Monitoring Data Annually January 15, 2017 S3.F. Reporting Permit Violations As necessary S4.B. Plans for Maintaining Adequate Capacity As necessary S4.D. Notification of New or Altered Sources As necessary S4.E. Infiltration and Inflow Evaluation Annually January 31, 2016 S4.F. Wasteload Assessment Annually January 31, 2016 S5.F. Bypass Notification As necessary S6.B.4. Notify Ecology when Industrial Users violate discharge prohibitions As necessary S6.C.2. Notify Ecology of any proposed discharger which may be a SIU As necessary S6.D. Submit copies of Industrial User notifications letters As necessary S6.E. Industrial User Survey Submittal 1/permit cycle January 31, 2019 S8. Application for Permit Renewal 1/permit cycle June 1, 2020 S9.A. Engineering Documents for Outfall Replacement 1/permit cycle December 31, 2018 S9.D. Approvable Plans & Specifications 1/permit cycle December 31, 2019 S10. Acute Toxicity Effluent Test Results - Submit with Permit Renewal Application once in the last summer and once in the last winter prior to submission of the application for permit renewal June 1, 2020 S11. Chronic Toxicity Effluent Test Results with Permit Renewal Application once in the last summer and once in the last winter prior to submission of the application for permit renewal June 1, 2020 G1. Notice of Change in Authorization As necessary Page 5 of 51 Permit No. WA0037052 Permit Section Submittal Frequency First Submittal Date G4. Reporting Planned Changes As necessary G5. Engineering Report for Construction or Modification Activities As necessary G7. Notice of Permit Transfer As necessary G10. Duty to Provide Information As necessary G20. Compliance Schedules As necessary G21. Contract Submittal As necessary Page 6 of 51 Permit No. WA0037052 SPECIAL CONDITIONS S1. DISCHARGE LIMITS A. Effluent Limits All discharges and activities authorized by this permit must comply with the terms and conditions of this permit. The discharge of any of the following pollutants more frequently than, or at a level in excess of, that identified and authorized by this permit violates the terms and conditions of this permit. Beginning on the effective date of this permit, the Permittee may discharge treated domestic wastewater to the Strait of Juan de Fuca at the permitted location subject to compliance with the following limits: Effluent Limits: Outfall 001 Latitude 48.141667 N Longitude -122.783333 W Parameter Average Monthly a Average Weekly b Biochemical Oxygen Demand (5-day) (BOD5) 30 milligrams/liter (mg/L) 513 pounds/day (lbs/day) 85% removal of influent BOD5 45 mg/L 769 lbs/day Total Suspended Solids (TSS) 30 mg/L 513 lbs/day 85% removal of influent TSS 45 mg/L 769 lbs/day Total Residual Chlorine 0.5 mg/L 0.75mg/L Parameter Minimum Maximum pH 6.0 Standard Units 9.0 Standard Units Parameter Monthly Geometric Mean Weekly Geometric Mean Fecal Coliform Bacteria c 200/100 milliliter (mL) 400/100 mL a Average monthly effluent limit means the highest allowable average of daily discharges over a calendar month. To calculate the discharge value to compare to the limit, you add the value of each daily discharge measured during a calendar month and divide this sum by the total number of daily discharges measured. See footnote c for fecal coliform calculations. b Average weekly discharge limit means the highest allowable average of daily discharges over a calendar week, calculated as the sum of all daily discharges measured during a calendar week divided by the number of daily discharges' measured during that week. See footnote c for fecal coliform calculations. c Ecology provides directions to calculate the monthly and the weekly geometric mean in publication No. 04-10-020, Information Manual for Treatment Plant Operators available at: http://www.ecy.wa.gov/pubs/0410020.pdf Page 7 of 51 Permit No. WA0037052 B. Mixing Zone Authorization Mixing Zone for Outfall 001 The following paragraphs define the maximum boundaries of the mixing zones: Chronic Mixing Zone The mixing zone is a circle with radius of 321 feet (97.8 meters) measured from the center of each discharge port. The mixing zone extends from the bottom to the top of the water column. The concentration of pollutants at the edge of the chronic zone must meet chronic aquatic life criteria and human health criteria. Acute Mixing Zone The acute mixing zone is a circle with radius of 32.1 feet (9.8 meters) measured from the center of each discharge port. The mixing zone extends from the bottom to the top of the water column. The concentration of pollutants at the edge of the acute zone must meet acute aquatic life criteria. Available Dilution (dilution factor) Acute Aquatic Life Criteria 25 Chronic Aquatic Life Criteria 781 Human Health Criteria - Carcinogen 781 Human Health Criteria - Non-carcinogen 781 S2. MONITORING REQUIREMENTS A. Monitoring Schedule The Permittee must monitor in accordance with the following schedule and the requirements specified in Appendix A. Parameter Units Minimum Sampling Frequency Sample Type (1) Wastewater Influent Wastewater Influent means the raw sewage flow from the collection system into the treatment facility. Sample the wastewater entering the headworks of the treatment plant excluding any side-stream returns from inside the plant. Flow MGD Continuous a Metered/Recorded BOD5 mg/L 1/week b Composite Sample (24-Hour) c BOD5 lbs/day 1/week b Calculated d Page 8 of 51 Permit No. WA0037052 Parameter Units Minimum Sampling Frequency Sample Type TSS mg/L 1/week b Composite Sample (24-Hour) c TSS lbs/day 1/week b Calculated d (2) Final Wastewater Effluent Final Wastewater Effluent means wastewater exiting the last treatment process or operation. Typically, this is after or at the exit from the chlorine contact chamber or other disinfection process. The Permittee may take effluent samples for the BOD 5 analysis before or after the disinfection process. If taken after, the Permittee must dechlorinate and reseed the sample. Chlorine residual should be taken after dechlorination. BOD5 mg/L 1/week b Composite Sample (24-Hour) c BOD5 lbs/day 1/week b Calculated d BOD5 % removal 1/week b Calculated e TSS mg/L 1/week b Composite Sample (24-Hour) c TSS lbs/day 1/week b Calculated d TSS % removal 1/week b Calculated e Chlorine (Total Residual) mg/L 1/week b Grab f Fecal Coliform g # /100 ml 1/week b Grab f pH h Standard Units 1/day Grab f (3) Whole Effluent Toxicity Testing – Final Wastewater Effluent Acute Toxicity Testing once in the last winter & once in the last summer Composite Sample (24-Hour) Chronic Toxicity Testing once in the last winter & once in the last summer Composite Sample (24-Hour) Additional requirements specified in Special Condition S10 and S11. (4) Permit Renewal Application Requirements – Final Wastewater Effluent The Permittee must record and report the wastewater treatment plant flow discharged on the day it collects the sample for priority pollutant testing with the discharge monitoring report. Temperature i Degrees Celsius Once/July Once/December Measurement Page 9 of 51 Permit No. WA0037052 Parameter Units Minimum Sampling Frequency Sample Type Dissolved Oxygen mg/L Once per year Grab Total Kjeldahl Nitrogen mg/L as N Once per year Composite Sample (24-Hour) Total Ammonia mg/L as N Once per year Composite Sample (24-Hour) Nitrate plus Nitrite mg/L as N Once per year Composite Sample (24-Hour) Oil and Grease mg/L Once per year Grab Phosphorus (Total) mg/L as P Once per year Composite Sample (24-Hour) Total Dissolved Solids mg/L Once per year Composite Sample (24-Hour) Total Hardness mg/L Once per year Composite Sample (24-Hour) Cyanide micrograms/ liter (µg/L) Once per year Grab Total Phenolic Compounds µg/L Once per year Grab Priority Pollutants (PP) – Total Metals µg/L; nanograms (ng/L) for mercury Once per year Composite Sample (24-Hour) Grab for Mercury PP – Volatile Organic Compounds µg/L Once per year Grab PP – Acid-extractable Compounds µg/L Once per year Composite Sample (24 hour) PP – Base-neutral Compounds µg/L Once per year Composite Sample (24 hour) a Continuous means uninterrupted except for brief lengths of time for calibration, power failure, or unanticipated equipment repair or maintenance. The time interval for the associated data logger must be no greater than 30 minutes. The Permittee must sample at least four times a day when continuous monitoring is not possible. b 1/week means one time during each calendar week. c 24-hour composite means a series of individual samples collected over a 24-hour period into a single container, and analyzed as one sample. d Calculated means figured concurrently with the respective sample, using the following formula: Concentration (in mg/L) X Flow (in MGD) X Conversion Factor (8.34) = lbs/day Page 10 of 51 Permit No. WA0037052 Parameter Units Minimum Sampling Frequency Sample Type e % removal = Influent concentration (mg/L) – Effluent concentration (mg/L) x 100 Influent concentration (mg/L) Calculate the percent (%) removal of BOD5 and TSS using the above equation. f Grab means an individual sample collected over a 15 minute, or less, period. g Report a numerical value for fecal coliforms following the procedures in Ecology’s Information Manual for Wastewater Treatment Plant Operators, Publication Number 04-10-020 available at: http://www.ecy.wa.gov/programs/wq/permits/guidance.html . Do not report a result as too numerous to count (TNTC). h Report the daily pH and the minimum and maximum for the monitoring period. i Temperature grab sampling must occur when the effluent is at or near its daily maximum temperature, which usually occurs in the late afternoon. If measuring temperature continuously, the Permittee must determine and report a daily maximum from half-hour measurements in a 24-hour period. Continuous monitoring instruments must achieve an accuracy of 0.2 degrees C and the Permittee must verify accuracy annually. B. Sampling and Analytical Procedures Samples and measurements taken to meet the requirements of this permit must represent the volume and nature of the monitored parameters. The Permittee must conduct representative sampling of any unusual discharge or discharge condition, including bypasses, upsets, and maintenance-related conditions that may affect effluent quality. Sampling and analytical methods used to meet the monitoring requirements specified in this permit must conform to the latest revision of the Guidelines Establishing Test Procedures for the Analysis of Pollutants contained in 40 Code of Federal Regulations (CFR) Part 136 [or as applicable in 40 CFR subchapters N (Parts 400–471) or O (Parts 501-503)] unless otherwise specified in this permit. The Department of Ecology (Ecology) may only specify alternative methods for parameters without permit limits and for those parameters without an Environmental Protection Agency (EPA) approved test method in 40 CFR Part 136. C. Flow Measurement, Field Measurement, and Continuous Monitoring Devices The Permittee must: 1. Select and use appropriate flow measurement, field measurement, and continuous monitoring devices and methods consistent with accepted scientific practices. 2. Install, calibrate, and maintain these devices to ensure the accuracy of the measurements is consistent with the accepted industry standard, the manufacturer’s recommendation, and approved Operation and Maintenance (O&M) Manual procedures for the device and the wastestream. Page 11 of 51 Permit No. WA0037052 3. Calibrate continuous monitoring instruments weekly unless it can demonstrate a longer period is sufficient based on monitoring records. The Permittee: a. May calibrate apparatus for continuous monitoring of dissolved oxygen by air calibration. b. Must calibrate continuous pH measurement instruments using a grab sample analyzed in the lab with a pH meter calibrated with standard buffers and analyzed within 15 minutes of sampling. c. Must calibrate continuous chlorine measurement instruments using a grab sample analyzed in the laboratory within 15 minutes of sampling. 4. Calibrate micro-recording temperature devices, known as thermistors, using protocols from Ecology’s Quality Assurance Project Plan Development Tool (Standard Operating Procedures for Continuous Temperature Monitoring of Fresh Water Rivers and Streams Version 1.0 10/26/2011). This document is available online at: http://www.ecy.wa.gov/programs/eap/qa/docs/ECY_EAP_SOP_Cont_Temp_Mo n_Ambient_v1_0EAP080.pdf. Calibration as specified in this document is not required if the Permittee uses recording devices certified by the manufacturer. 5. Use field measurement devices as directed by the manufacturer and do not use reagents beyond their expiration dates. 6. Establish a calibration frequency for each device or instrument in the O&M Manual that conforms to the frequency recommended by the manufacturer. 7. Calibrate flow-monitoring devices at a minimum frequency of at least one calibration per year. 8. Maintain calibration records for at least three years. D. Laboratory Accreditation The Permittee must ensure that all monitoring data required by Ecology for permit specified parameters is prepared by a laboratory registered or accredited under the provisions of chapter 173-50 Washington Administrative Code (WAC), Accreditation of Environmental Laboratories. Flow, temperature, settleable solids, conductivity, pH, and internal process control parameters are exempt from this requirement. The Permittee must obtain accreditation for conductivity and pH if it must receive accreditation or registration for other parameters. S3. REPORTING AND RECORDING REQUIREMENTS The Permittee must monitor and report in accordance with the following conditions. Falsification of information submitted to Ecology is a violation of the terms and conditions of this permit. Page 12 of 51 Permit No. WA0037052 A. Discharge Monitoring Reports The first monitoring period begins on the effective date of the permit (unless otherwise specified). The Permittee must: 1. Summarize, report, and submit monitoring data obtained during each monitoring period on the electronic Discharge Monitoring Report (DMR) form provided by Ecology within the Water Quality Permitting Portal. Include data for each of the parameters tabulated in Special Condition S2 and as required by the form. Report a value for each day sampling occurred (unless specifically exempted in the permit) and for the summary values (when applicable) included on the electronic form. To find out more information and to sign up for the Water Quality Permitting Portal go to: http://www.ecy.wa.gov/programs/wq/permits/paris/webdmr.html 2. Enter the “No Discharge” reporting code for an entire DMR, for a specific monitoring point, or for a specific parameter as appropriate, if the Permittee did not discharge wastewater or a specific pollutant during a given monitoring period. 3. Report single analytical values below detection as “less than the detection level (DL)” by entering < followed by the numeric value of the detection level (e.g. < 2.0) on the DMR. If the method used did not meet the minimum DL and quantitation level (QL) identified in the permit, report the actual QL and DL in the comments or in the location provided. 4. Do not report zero for bacteria monitoring. Report as required by the laboratory method. 5. Calculate and report an arithmetic average value for each day for bacteria if multiple samples were taken in one day. 6. Calculate the geometric mean values for bacteria (unless otherwise specified in the permit) using: a. The reported numeric value for all bacteria samples measured above the detection value except when it took multiple samples in one day. If the Permittee takes multiple samples in one day it must use the arit hmetic average for the day in the geometric mean calculation. b. The detection value for those samples measured below detection. 7. Report the test method used for analysis in the comments if the laboratory used an alternative method not specified in the permit and as allowed in Appendix A. 8. Calculate average values and calculated total values (unless otherwise specified in the permit) using: Page 13 of 51 Permit No. WA0037052 a. The reported numeric value for all parameters measured between the agency-required detection value and the agency-required quantitation value. b. One-half the detection value (for values reported below detection) if the lab detected the parameter in another sample from the same monitoring point for the reporting period. c. Zero (for values reported below detection) if the lab did not detect the parameter in another sample for the reporting period. 9. Report single-sample grouped parameters (for example: priority pollutants, PAHs, pulp and paper chlorophenolics, TTOs) on the WQWebDMR form and include: sample date, concentration detected, detection limit (DL) (as necessary), and laboratory quantitation level (QL) (as necessary). The Permittee must also submit an electronic copy of the laboratory report as an attachment using WQWebDMR. The contract laboratory reports must also include information on the chain of custody, QA/QC results, and documentation of accreditation for the parameter. 10. Ensure that DMRs are electronically submitted no later than the dates specified below, unless otherwise specified in this permit. 11. Submit DMRs for parameters with the monitoring frequencies specified in S2 (monthly, quarterly, annual, etc.) at the reporting schedule identified below. The Permittee must: a. Submit monthly DMRs by the 15th day of the following month. b. Submit annual DMRs (Permit Renewal Application Requirements), unless otherwise specified in the permit, by January 15th for the previous calendar year. The annual sampling period is the calendar year. B. Permit Submittals and Schedules The Permittee must use the Water Quality Permitting Portal – Permit Submittals application (unless otherwise specified in the permit) to submit all other written permit- required reports by the date specified in the permit. When another permit condition requires submittal of a paper (hard-copy) report, the Permittee must ensure that it is postmarked or received by Ecology no later than the dates specified by this permit. Send these paper reports to Ecology at: Water Quality Permit Coordinator Department of Ecology Southwest Regional Office P.O. Box 47775 Olympia, WA 98504-7775 Page 14 of 51 Permit No. WA0037052 C. Records Retention The Permittee must retain records of all monitoring information for a minimum of three years. Such information must include all calibration and maintenance records and all original recordings for continuous monitoring instrumentation, copies of all reports required by this permit, and records of all data used to complete the application for this permit. The Permittee must extend this period of retention during the course of any unresolved litigation regarding the discharge of pollutants by the Permittee or when requested by Ecology. D. Recording of Results For each measurement or sample taken, the Permittee must record the following information: 1. The date, exact place, method, and time of sampling or measurement. 2. The individual who performed the sampling or measurement. 3. The dates the analyses were performed. 4. The individual who performed the analyses. 5. The analytical techniques or methods used. 6. The results of all analyses. E. Additional Monitoring by the Permittee If the Permittee monitors any pollutant more frequently than required by Special Condition S2 of this permit, then the Permittee must include the results of such monitoring in the calculation and reporting of the data submitted in the Permittee's DMR unless otherwise specified by Special Condition S2. F. Reporting Permit Violations The Permittee must take the following actions when it violates or is unable to comply with any permit condition: 1. Immediately take action to stop, contain, and cleanup unauthorized discharges or otherwise stop the noncompliance and correct the problem. 2. If applicable, immediately repeat sampling and analysis. Submit the results of any repeat sampling to Ecology within 30 days of sampling. a. Immediate Reporting The Permittee must immediately report to Ecology and the Department of Health, Shellfish Program, and the Local Health Jurisdiction (at the numbers listed below), all: Page 15 of 51 Permit No. WA0037052  Failures of the disinfection system.  Collection system overflows.  Plant bypasses discharging to marine surface waters.  Any other failures of the sewage system (pipe breaks, etc.) Southwest Regional Office 360-407-6300 Department of Health, Shellfish Program 360-236-3330 (business hours) 360-789-8962 (after business hours) Jefferson County Public Health 360-385-9444 b. Twenty-Four-Hour Reporting The Permittee must report the following occurrences of noncompliance by telephone, to Ecology at the telephone number listed above, within 24 hours from the time the Permittee becomes aware of any of the following circumstances: i. Any noncompliance that may endanger health or the environment, unless previously reported under immediate reporting requirements. ii. Any unanticipated bypass that causes an exceedance of an effluent limit in the permit (See Part S5.F, “Bypass Procedures”). iii. Any upset that causes an exceedance of an effluent limit in the permit (See G.15, “Upset”). iv. Any violation of a maximum daily or instantaneous maximum discharge limit for any of the pollutants in Section S1.A of this permit. v. Any overflow prior to the treatment works, whether or not such overflow endangers health or the environment or exceeds any effluent limit in the permit. c. Report within Five Days The Permittee must also submit a written report within five days of the time that the Permittee becomes aware of any reportable event under subparts a or b, above. The report must contain: i. A description of the noncompliance and its cause. ii. The period of noncompliance, including exact dates and times. Page 16 of 51 Permit No. WA0037052 iii. The estimated time the Permittee expects the noncompliance to continue if not yet corrected. iv. Steps taken or planned to reduce, eliminate, and prevent recurrence of the noncompliance. v. If the noncompliance involves an overflow prior to the treatment works, an estimate of the quantity (in gallons) of untreated overflow. d. Waiver of Written Reports Ecology may waive the written report required in subpart c, above, on a case-by-case basis upon request if the Permittee has submitted a timely oral report. e. All Other Permit Violation Reporting The Permittee must report all permit violations, which do not require immediate or within 24 hours reporting, when it submits monitoring reports for S3.A ("Reporting"). The reports must contain the information listed in subpart c, above. Compliance with these requirements does not relieve the Permittee from responsibility to maintain continuous compliance with the terms and conditions of this permit or the resulting liability for failure to comply. G. Other Reporting 1. Spills of Oil or Hazardous Materials The Permittee must report a spill of oil or hazardous materials in accordance with the requirements of Revised Code of Washington (RCW) 90.56.280 and chapter 173-303-145. You can obtain further instructions at the following website: http://www.ecy.wa.gov/programs/spills/other/reportaspill.htm . 2. Failure to Submit Relevant or Correct Facts Where the Permittee becomes aware that it failed to submit any relevant facts in a permit application, or submitted incorrect information in a permit application, or in any report to Ecology, it must submit such facts or information promptly. H. Maintaining a Copy of this Permit The Permittee must keep a copy of this permit at the facility and make it available upon request to Ecology inspectors. Page 17 of 51 Permit No. WA0037052 S4. FACILITY LOADING A. Design Criteria The flows or waste loads for the permitted facility must not exceed the following design criteria: Maximum Month Design Flow (MMDF) 2.05 MGD Annual Average Flow 1.44 MGD BOD5 Influent Loading for Maximum Month 3754 lbs/day TSS Influent Loading for Maximum Month 4568 lbs/day Design Population 12,000 B. Plans for Maintaining Adequate Capacity 1. Conditions Triggering Plan Submittal The Permittee must submit a plan and a schedule for continuing to maintain capacity to Ecology when: a. The actual flow or waste load reaches 85 percent of any one of the design criteria in S4.A for three consecutive months. b. The projected plant flow or loading would reach design capacity within five years. 2. Plan and Schedule Content The plan and schedule must identify the actions necessary to maintain adequate capacity for the expected population growth and to meet the limits and requirements of the permit. The Permittee must consider the following topics and actions in its plan. a. Analysis of the present design and proposed process modifications b. Reduction or elimination of excessive infiltration and inflow of uncontaminated ground and surface water into the sewer system c. Limits on future sewer extensions or connections or additional waste loads d. Modification or expansion of facilities e. Reduction of industrial or commercial flows or wasteloads Engineering documents associated with the plan must meet the requirements of WAC 173-240-060, "Engineering Report," and be approved by Ecology prior to any construction. Page 18 of 51 Permit No. WA0037052 C. Duty to Mitigate The Permittee must take all reasonable steps to minimize or prevent any discharge or sludge use or disposal in violation of this permit that has a reasonable likelihood of adversely affecting human health or the environment. D. Notification of New or Altered Sources 1. The Permittee must submit written notice to Ecology whenever any new discharge or a substantial change in volume or character of an existing discharge into the wastewater treatment plant is proposed which: a. Would interfere with the operation of, or exceed the design capacity of, any portion of the wastewater treatment plant. b. Is not part of an approved general sewer plan or approved plans and specifications. c. Is subject to pretreatment standards under 40 CFR Part 403 and Section 307(b) of the Clean Water Act. 2. This notice must include an evaluation of the wastewater treatment plant’s ability to adequately transport and treat the added flow and/or waste load, the quality and volume of effluent to be discharged to the treatment plant, and the anticipated impact on the Permittee’s effluent [40 CFR 122.42(b)]. E. Infiltration and Inflow Evaluation 1. The Permittee must conduct an infiltration and inflow evaluation. Refer to the U.S. EPA publication, I/I Analysis and Project Certification, available as Publication No. 97-03 at: http://www.ecy.wa.gov/programs/wq/permits/guidance.html 2. The Permittee may use monitoring records to assess measurable infiltration and inflow. 3. The Permittee must prepare a report summarizing any measurable infiltration and inflow. If infiltration and inflow have increased by more than 15 percent from that found in the previous report based on equivalent rainfall, the report must contain a plan and a schedule to locate the sources of infiltration and inflow and to correct the problem. 4. The Permittee must submit a report summarizing the results of the evaluation and any recommendations for corrective actions by January 31, 2016, and annually thereafter. F. Wasteload Assessment The Permittee must conduct an annual assessment of its influent flow and waste load and submit a report to Ecology by January 31, 2016, and annually thereafter. The report must contain: Page 19 of 51 Permit No. WA0037052 1. A description of compliance or noncompliance with the permit effluent limits. 2. A comparison between the existing and design: a. Monthly average dry weather and wet weather flows. b. Peak flows. c. BOD5 loading. d. Total suspended solids loadings. 3. The percent change in the above parameters since the previous report (except for the first report). 4. The present and design population or population equivalent. 5. The projected population growth rate. 6. The estimated date upon which the Permittee expects the wastewater treatment plant to reach design capacity, according to the most restrictive of the parameters above. Ecology may modify the interval for review and reporting if it determines that a different frequency is sufficient. S5. OPERATION AND MAINTENANCE The Permittee must at all times properly operate and maintain all facilities and systems of treatment and control (and related appurtenances), which are installed to achieve compliance with the terms and conditions of this permit. Proper operation and maintenance also includes keeping a daily operation logbook (paper or electronic), adequate laboratory controls, and appropriate quality assurance procedures. This provision of the permit requires the Permittee to operate backup or auxiliary facilities or similar systems only when the operation is necessary to achieve compliance with the conditions of this permit. A. Certified Operator This permitted facility must be operated by an operator certified by the state of Washington for at least a Class II plant. This operator must be in responsible charge of the day-to-day operation of the wastewater treatment plant. An operator certified for at least a Class I plant must be in charge during all regularly scheduled shifts. B. Operation and Maintenance (O&M) Program The Permittee must: 1. Institute an adequate operation and maintenance program for the entire sewage system. Page 20 of 51 Permit No. WA0037052 2. Keep maintenance records on all major electrical and mechanical components of the treatment plant, as well as the sewage system and pumping stations. Such records must clearly specify the frequency and type of maintenance recommended by the manufacturer and must show the frequency and type of maintenance performed. 3. Make maintenance records available for inspection at all times. C. Short-Term Reduction The Permittee must schedule any facility maintenance, which might require interruption of wastewater treatment and degrade effluent quality, during non -critical water quality periods and carry this maintenance out according to the approved O&M Manual or as otherwise approved by Ecology. If a Permittee contemplates a reduction in the level of treatment that would cause a violation of permit discharge limits on a short-term basis for any reason, and such reduction cannot be avoided, the Permittee must: 1. Give written notification to Ecology, if possible, 30 days prior to such activities. 2. Detail the reasons for, length of time of, and the potential effects of the reduced level of treatment. This notification does not relieve the Permittee of its obligations under this permit. D. Electrical Power Failure The Permittee must ensure that adequate safeguards prevent the discharge of untreated wastes or wastes not treated in accordance with the requirements of this permit during electrical power failure at the treatment plant and/or sewage lift stations. Adequate safeguards include, but are not limited to, alternate power sources, standby generator(s), or retention of inadequately treated wastes. The Permittee must maintain Reliability Class II (EPA 430-99-74-001) at the wastewater treatment plant. Reliability Class II requires a backup power source sufficient to operate all vital components and critical lighting and ventilation during peak wastewater flow conditions. Vital components used to support the secondary processes (i.e., mechanical aerators or aeration basin air compressors) need not be operable to full levels of treatment, but must be sufficient to maintain the biota. E. Prevent Connection of Inflow The Permittee must strictly enforce its sewer ordinances and not allow the connection of inflow (roof drains, foundation drains, etc.) to the sanitary sewer system. F. Bypass Procedures This permit prohibits a bypass, which is the intentional diversion of waste streams from any portion of a treatment facility. Ecology may take enforcement action against a Permittee for a bypass unless one of the following circumstances (1, 2, or 3) applies. Page 21 of 51 Permit No. WA0037052 1. Bypass for essential maintenance without the potential to cause violation of permit limits or conditions. This permit authorizes a bypass if it allows for essential maintenance and does not have the potential to cause violations of limits or other conditions of this permit, or adversely impact public health as determined by Ecology prior to the bypass. The Permittee must submit prior notice, if possible, at least 10 days before the date of the bypass. 2. Bypass which is unavoidable, unanticipated, and results in noncompliance of this permit. This permit authorizes such a bypass only if: a. Bypass is unavoidable to prevent loss of life, personal injury, or severe property damage. “Severe property damage” means substantial physical damage to property, damage to the treatment facilities which would cause them to become inoperable, or substantial and permanent loss of natural resources which can reasonably be expected to occur in the absence of a bypass. b. No feasible alternatives to the bypass exist, such as:  The use of auxiliary treatment facilities.  Retention of untreated wastes.  Maintenance during normal periods of equipment downtime, but not if the Permittee should have installed adequate backup equipment in the exercise of reasonable engineering judgment to prevent a bypass.  Transport of untreated wastes to another treatment facility. c. Ecology is properly notified of the bypass as required in Special Condition S3.F of this permit. 3. If bypass is anticipated and has the potential to result in noncompliance of this permit. a. The Permittee must notify Ecology at least 30 days before the planned date of bypass. The notice must contain:  A description of the bypass and its cause.  An analysis of all known alternatives which would eliminate, reduce, or mitigate the need for bypassing.  A cost-effectiveness analysis of alternatives including comparative resource damage assessment. Page 22 of 51 Permit No. WA0037052  The minimum and maximum duration of bypass under each alternative.  A recommendation as to the preferred alternative for conducting the bypass.  The projected date of bypass initiation.  A statement of compliance with State Environmental Policy Act (SEPA).  A request for modification of water quality standards as provided for in WAC 173-201A-410, if an exceedance of any water quality standard is anticipated.  Details of the steps taken or planned to reduce, eliminate, and prevent reoccurrence of the bypass. b. For probable construction bypasses, the Permittee must notify Ecology of the need to bypass as early in the planning process as possible. The Permittee must consider the analysis required above during the project planning and design process. The project-specific engineering report or facilities plan as well as the plans and specifications must include details of probable construction bypasses to the extent practical. In cases where the Permittee determines the probable need to bypass early, the Permittee must continue to analyze conditions up to and including the construction period in an effort to minimize or eliminate the bypass. c. Ecology will consider the following prior to issuing an administrative order for this type of bypass:  If the bypass is necessary to perform construction or maintenance-related activities essential to meet the requirements of this permit.  If feasible alternatives to bypass exist, such as the use of auxiliary treatment facilities, retention of untreated wastes, stopping production, maintenance during normal periods of equipment down time, or transport of untreated wastes to another treatment facility.  If the Permittee planned and scheduled the bypass to minimize adverse effects on the public and the environment. After consideration of the above and the adverse effects of the proposed bypass and any other relevant factors, Ecology will approve or deny the request. Ecology will give the public an opportunity to comment on bypass incidents of significant duration, to the extent feasible. Ecology will approve a request to bypass by issuing an administrative order under RCW 90.48.120. Page 23 of 51 Permit No. WA0037052 G. Operations and Maintenance Manual 1. O&M Manual Submittal and Requirements The Permittee must: a. Review the O&M Manual at least annually. b. Submit to Ecology for review and approval substantial changes or updates to the O&M Manual whenever it incorporates them into the manual. c. Keep the approved O&M Manual at the permitted facility. d. Follow the instructions and procedures of this manual. 2. O&M Manual Components In addition to the requirements of WAC 173-240-080(1) through (5), the O&M Manual must be consistent with the guidance in Table G1-3 in the Criteria for Sewage Works Design (Orange Book), 2008. The O&M Manual must include: a. Emergency procedures for cleanup in the event of wastewater system upset or failure. b. A review of system components which if failed could pollute surface water or could impact human health. Provide a procedure for a routine schedule of checking the function of these components. c. Wastewater system maintenance procedures that contribute to the generation of process wastewater. d. Reporting protocols for submitting reports to Ecology to comply with the reporting requirements in the discharge permit. e. Any directions to maintenance staff when cleaning or maintaining other equipment or performing other tasks which are necessary to protect the operation of the wastewater system (for example, defining maximum allowable discharge rate for draining a tank, blocking all floor drains before beginning the overhaul of a stationary engine). f. The treatment plant process control monitoring schedule. g. Minimum staffing adequate to operate and maintain the treatment processes and carry out compliance monitoring required by the permit. Page 24 of 51 Permit No. WA0037052 S6. PRETREATMENT A. General Requirements The Permittee must work with Ecology to ensure that all commercial and industrial users of the Publicly Owned Treatment Works (POTW) comply with the pretreatment regulations in 40 CFR Part 403 and any additional regulations that the Environmental Protection Agency (U.S. EPA) may promulgate under Section 307(b) (pretreatment) and 308 (reporting) of the Federal Clean Water Act. B. Duty to Enforce Discharge Prohibitions 1. Under federal regulations [40 CFR 403.5(a) and (b)], the Permittee must not authorize or knowingly allow the discharge of any pollutants into its POTW which may be reasonably expected to cause pass-through or interference, or which otherwise violate general or specific discharge prohibitions contained in 40 CFR Part 403.5 or WAC 173-216-060. 2. The Permittee must not authorize or knowingly allow the introduction of any of the following into their treatment works: a. Pollutants which create a fire or explosion hazard in the POTW (including, but not limited to waste streams with a closed cup flashpoint of less than 140 degrees Fahrenheit or 60 degrees Centigrade using the test methods specified in 40 CFR 261.21). b. Pollutants which will cause corrosive structural damage to the POTW, but in no case discharges with pH lower than 5.0, or greater than 11.0 standard units, unless the works are specifically designed to accommodate such discharges. c. Solid or viscous pollutants in amounts that could cause obstruction to the flow in sewers or otherwise interfere with the operation of the POTW. d. Any pollutant, including oxygen-demanding pollutants, (BOD5, etc.) released in a discharge at a flow rate and/or pollutant concentration which will cause interference with the POTW. e. Petroleum oil, non-biodegradable cutting oil, or products of mineral origin in amounts that will cause interference or pass through. f. Pollutants which result in the presence of toxic gases, vapors, or fumes within the POTW in a quantity which may cause acute worker health and safety problems. g. Heat in amounts that will inhibit biological activity in the POTW resulting in interference but in no case heat in such quantities such that the temperature at the POTW headworks exceeds 40 degrees Centigrade (104 degrees Fahrenheit) unless Ecology, upon request of the Permitt ee, approves, in writing, alternate temperature limits. Page 25 of 51 Permit No. WA0037052 h. Any trucked or hauled pollutants, except at discharge points designated by the Permittee. i. Wastewaters prohibited to be discharged to the POTW by the Dangerous Waste Regulations (chapter 173-303 WAC), unless authorized under the Domestic Sewage Exclusion (WAC 173-303-071). 3. The Permittee must also not allow the following discharges to the POTW unless approved in writing by Ecology: a. Noncontact cooling water in significant volumes. b. Stormwater and other direct inflow sources. c. Wastewaters significantly affecting system hydraulic loading, which do not require treatment, or would not be afforded a significant degree of treatment by the system. 4. The Permittee must notify Ecology if any industrial user violates the prohibitions listed in this section (S6.B), and initiate enforcement action to promptly curtail any such discharge. C. Wastewater Discharge Permit Required The Permittee must: 1. Establish a process for authorizing non-domestic wastewater discharges that ensures all SIUs in all tributary areas meet the applicable State Waste Discharge Permit (SWDP) requirements in accordance with chapter 90.48 RCW and chapter 173-216 WAC. 2. Immediately notify Ecology of any proposed discharge of wastewater from a source, which may be a Significant Industrial User (SIU) [see fact sheet definitions or refer to 40 CFR 403.3(v)(i)(ii)]. 3. Require all SIUs to obtain a SWDP from Ecology prior to accepting their non- domestic wastewater, or require proof that Ecology has determined they do not require a permit. 4. Require the documentation as described in S6.C.3 at the earliest practicable date as a condition of continuing to accept non-domestic wastewater discharges from a previously undiscovered, currently discharging and unpermitted SIU. 5. Require sources of non-domestic wastewater, which do not qualify as SIUs but merit a degree of oversight, to apply for a SWDP and provide it a copy of the application and any Ecology responses. 6. Keep all records documenting that its users have met the requirements of S6.C. Page 26 of 51 Permit No. WA0037052 D. Identification and Reporting of Existing, New, and Proposed Industrial Users 1. The Permittee must take continuous, routine measures to identify all existing, new, and proposed SIUs and Potential Significant Industrial Users (PSIUs) discharging or proposing to discharge to the Permittee's sewer system (see Appendix C of the fact sheet for definitions). 2. Within 30 days of becoming aware of an unpermitted existing, new, or proposed industrial user who may be a SIU, the Permittee must notify such user by registered mail that, if classified as an SIU, they must apply to Ecology and obtain a State Waste Discharge Permit. The Permittee must send a copy of this notification letter to Ecology within this same 30-day period. 3. The Permittee must also notify all PSIUs, as they are identified, that if their classification should change to an SIU, they must apply to Ecology for a State Waste Discharge Permit within 30 days of such change. E. Industrial User Survey The Permittee must complete an industrial user survey listing all SIUs and PSIUs discharging to the POTW. The Permittee must submit the survey to Ecology by January 31, 2019. At a minimum, the Permittee must develop the list of SIUs and PSIUs by means of a telephone book search, a water utility billing records search, and a physical reconnaissance of the service area. Information on PSIUs must include , at a minimum, the business name, telephone number, address, description of the industrial process(s), and the known wastewater volumes and characteristics. S7. SOLID WASTES A. Solid Waste Handling The Permittee must handle and dispose of all solid waste material in such a manner as to prevent its entry into state ground or surface water. B. Leachate The Permittee must not allow leachate from its solid waste material to enter state waters without providing all known, available, and reasonable methods of treatment, nor allow such leachate to cause violations of the State Surface Water Quality Standards, Chapter 173-201A WAC, or the State Ground Water Quality Standards, Chapter 173-200 WAC. The Permittee must apply for a permit or permit modification as may be required for such discharges to state ground or surface waters. S8. APPLICATION FOR PERMIT RENEWAL OR MODIFICATION FOR FACILITY CHANGES The Permittee must submit an application for renewal of this permit by June 1, 2020. The Permittee must also submit a new application or supplement at least 180 days prior to commencement of discharges, resulting from the activities listed below, which may result in permit violations. These activities include any facility expansions, production increases, or other planned changes, such as process modifications, in the permitted facility. Page 27 of 51 Permit No. WA0037052 S9. ENGINEERING DOCUMENTS FOR OUTFALL REPLACEMENT A. The Permittee must prepare and submit an approvable engineering report or facility plan amendment in accordance with chapter 173-240 WAC to Ecology for review and approval by December 31, 2018. This report shall describe the options for a new outfall and select an outfall configuration that allows the Permittee to meet applicable State Water Quality Standards. The report must consider impacts to marine vegetation and impacts to commercial and/or recreational shellfish resources. Appropriate mitigation for any construction impacts should be discussed. B. As required by RCW 90.48.112, the engineering report must address the feasibility of using reclaimed water as defined in RCW 90.46.010. C. The report must contain any appropriate requirements as described in the following guidance: 1. Criteria for Sewage Works Design (Washington State Department of Ecology, Publication No. 98-37 WQ, 2008) 2. Design Criteria for Municipal Wastewater Land Treatment Systems for Public Health Protection (Washington State Department of Health, 1994) 3. Guidelines for Preparation of Engineering Reports for Industrial Wastewater Land Application Systems (Washington State Department of Ecology, Publication No. 93-36, 1993) 4. Water Reclamation and Reuse Standards (Washington State Department of Ecology and Department of Health Publication No. 97-23, 1997) D. The Permittee must prepare and submit approvable plans and specifications to Ecology for review and approval in accordance with chapter 173-240 WAC by December 31, 2019. In addition to the electronic copy required by Special Condition S3.B, the Permittee must submit one paper copy to Ecology for its use to the address listed in Special Condition S3.B. If the Permittee wants Ecology to provide a stamped approved copy it must submit an additional paper copy (total of 2 paper copies). E. Prior to the start of construction, the Permittee must submit to Ecology a quality assurance plan as required by chapter 173-240 WAC. S10. ACUTE TOXICITY A. Testing When There is No Permit Limit for Acute Toxicity The Permittee must: 1. Conduct acute toxicity testing on final effluent once in the last summer and once in the last winter prior to submission of the application for permit renewal. 2. Conduct acute toxicity testing on a series of at least five concentrations of effluent, including 100 percent effluent and a control. Page 28 of 51 Permit No. WA0037052 3. Use each of the following species and protocols for each acute toxicity test: Acute Toxicity Tests Species Method Fathead minnow 96-hour static-renewal test Pimephales promelas EPA-821-R-02-012 Daphnid 48-hour static test Ceriodaphnia dubia, Daphnia pulex, or Daphnia magna EPA-821-R-02-012 4. Submit the results to Ecology by June 1, 2020 (with the permit renewal application). B. Sampling and Reporting Requirements 1. The Permittee must submit all reports for toxicity testing in accordance with the most recent version of Ecology Publication No. WQ-R-95-80, Laboratory Guidance and Whole Effluent Toxicity Test Review Criteria. Reports must contain toxicity data, bench sheets, and reference toxicant results for test methods. In addition, the Permittee must submit toxicity test data in electronic format (CETIS export file preferred) for entry into Ecology’s database. 2. The Permittee must collect 24-hour composite effluent samples for toxicity testing. The Permittee must cool the samples to 0 - 6 degrees Celsius during collection and send them to the lab immediately upon completion. The lab must begin the toxicity testing as soon as possible but no later than 36 hours after sampling was completed. 3. The laboratory must conduct water quality measurements on all samples and test solutions for toxicity testing, as specified in the most recent version of Ecology Publication No. WQ-R-95-80, Laboratory Guidance and Whole Effluent Toxicity Test Review Criteria. 4. All toxicity tests must meet quality assurance criteria and test conditions specified in the most recent versions of the EPA methods listed in Subsection C and the Ecology Publication No. WQ-R-95-80, Laboratory Guidance and Whole Effluent Toxicity Test Review Criteria. If Ecology determines any test results to be invalid or anomalous, the Permittee must repeat the testing with freshly collected effluent. 5. The laboratory must use control water and dilution water meeting the requirements of the EPA methods listed in Section A or pristine natural water of sufficient quality for good control performance. 6. The Permittee must conduct whole effluent toxicity tests on an unmodified sample of final effluent. 7. The Permittee may choose to conduct a full dilution series test during compliance testing in order to determine dose response. In this case, the series must have a minimum of five effluent concentrations and a control. The series of Page 29 of 51 Permit No. WA0037052 concentrations must include the acute critical effluent concentration (ACEC). The ACEC equals 0.12 percent effluent. 8. All whole effluent toxicity tests, effluent screening tests, and rapid screening tests that involve hypothesis testing must comply with the acute statistical power standard of 29 percent as defined in WAC 173-205-020. If the test does not meet the power standard, the Permittee must repeat the test on a fresh sample with an increased number of replicates to increase the power. S11. CHRONIC TOXICITY A. Testing When There is No Permit Limit for Chronic Toxicity The Permittee must: 1. Conduct chronic toxicity testing on final effluent once in the last winter and once in the last summer prior to submission of the application for permit renewal. 2. Conduct chronic toxicity testing on a series of at least five concentrations of effluent and a control. This series of dilutions must include the acute critical effluent concentration (ACEC). The ACEC equals 0.12 percent effluent. The series of dilutions should also contain the CCEC. 3. Compare the ACEC to the control using hypothesis testing at the 0.05 level of significance as described in Appendix H, EPA/600/4-89/001. 4. Submit the results to Ecology June 1, 2020 (with the permit renewal application). 5. Perform chronic toxicity tests with all of the following species and the most recent version of the following protocols: Saltwater Chronic Test Species Method Topsmelt survival and growth Atherinops affinis EPA/600/R-95/136 Mysid shrimp survival and growth Americamysis bahia (formerly Mysidopsis bahia) EPA-821-R-02-014 B. Sampling and Reporting Requirements 1. The Permittee must submit all reports for toxicity testing in accordance with the most recent version of Ecology Publication No. WQ-R-95-80, Laboratory Guidance and Whole Effluent Toxicity Test Review Criteria. Reports must contain toxicity data, bench sheets, and reference toxicant results for test methods. In addition, the Permittee must submit toxicity test data in electronic format (CETIS export file preferred) for entry into Ecology’s database. 2. The Permittee must collect 24-hour composite effluent samples for toxicity testing. The Permittee must cool the samples to 0 - 6 degrees Celsius during collection and send them to the lab immediately upon completion. The lab must Page 30 of 51 Permit No. WA0037052 begin the toxicity testing as soon as possible but no later than 36 hours after sampling was completed. 3. The laboratory must conduct water quality measurements on all samples and test solutions for toxicity testing, as specified in the most recent version of Ecology Publication No. WQ-R-95-80, Laboratory Guidance and Whole Effluent Toxicity Test Review Criteria. 4. All toxicity tests must meet quality assurance criteria and test conditions specified in the most recent versions of the EPA methods listed in Section C and the Ecology Publication no. WQ-R-95-80, Laboratory Guidance and Whole Effluent Toxicity Test Review Criteria. If Ecology determines any test results to be invalid or anomalous, the Permittee must repeat the testing with freshly collected effluent. 5. The laboratory must use control water and dilution water meeting the requirements of the EPA methods listed in Subsection C. or pristine natural water of sufficient quality for good control performance. 6. The Permittee must conduct whole effluent toxicity tests on an unmodified sample of final effluent. 7. The Permittee may choose to conduct a full dilution series test during compliance testing in order to determine dose response. In this case, the series must have a minimum of five effluent concentrations and a control. The series of concentrations must include the CCEC and the ACEC. The CCEC and the ACEC may either substitute for the effluent concentrations that are closest to them in the dilution series or be extra effluent concentrations. 8. All whole effluent toxicity tests that involve hypothesis testing must comply with the chronic statistical power standard of 39 percent as defined in WAC 173-205- 020. If the test does not meet the power standard, the Permittee must repeat the test on a fresh sample with an increased number of replicates to increase the power. Page 31 of 51 Permit No. WA0037052 GENERAL CONDITIONS G1. SIGNATORY REQUIREMENTS A. All applications, reports, or information submitted to Ecology must be signed and certified. 1. In the case of corporations, by a responsible corporate officer. For the purpose of this section, a responsible corporate officer means:  A president, secretary, treasurer, or vice-president of the corporation in charge of a principal business function, or any other person who performs similar policy or decision making functions for the corporation, or  The manager of one or more manufacturing, production, or operating facilities, provided, the manager is authorized to make management decisions which govern the operation of the regulated facility including having the explicit or implicit duty of making major capital investment recommendations, and initiating and directing other comprehensive measures to assure long-term environmental compliance with environmental laws and regulations; the manager can ensure that the necessary systems are established or actions taken to gather complete and accurate information for permit application requirements; and where authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures. b. In the case of a partnership, by a general partner. c. In the case of sole proprietorship, by the proprietor. d. In the case of a municipal, state, or other public facility, by either a principal executive officer or ranking elected official. Applications for permits for domestic wastewater facilities that are either owned or operated by, or under contract to, a public entity shall be submitted by the public entity. B. All reports required by this permit and other information requested by Ecology must be signed by a person described above or by a duly authorized representative of that person. A person is a duly authorized representative only if: 1. The authorization is made in writing by a person described above and submitted to Ecology. 2. The authorization specifies either an individual or a position having responsibility for the overall operation of the regulated facility, such as the position of plant manager, superintendent, position of equivalent responsibility, or an individual or position having overall responsibility for environmental matters. (A duly authorized representative may thus be either a named individual or any individual occupying a named position.) Page 32 of 51 Permit No. WA0037052 C. Changes to authorization. If an authorization under paragraph G1.B, above, is no longer accurate because a different individual or position has responsibility for the overall operation of the facility, a new authorization satisfying the requirements of paragraph G1.B, above, must be submitted to Ecology prior to or together with any reports, information, or applications to be signed by an authorized representative. D. Certification. Any person signing a document under this section must make the following certification: “I certify under penalty of law, that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system or those persons directly responsible for gathering information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations.” G2. RIGHT OF INSPECTION AND ENTRY The Permittee must allow an authorized representative of Ecology, upon the presentation of credentials and such other documents as may be required by law: A. To enter upon the premises where a discharge is located or where any records must be kept under the terms and conditions of this permit. B. To have access to and copy, at reasonable times and at reasonable cost, any records required to be kept under the terms and conditions of this permit. C. To inspect, at reasonable times, any facilities, equipment (including mon itoring and control equipment), practices, methods, or operations regulated or required under this permit. D. To sample or monitor, at reasonable times, any substances or parameters at any location for purposes of assuring permit compliance or as otherwise authorized by the Clean Water Act. G3. PERMIT ACTIONS This permit may be modified, revoked and reissued, or terminated either at the request of any interested person (including the Permittee) or upon Ecology’s initiative. However, the permit may only be modified, revoked and reissued, or terminated for the reasons specified in 40 CFR 122.62, 40 CFR 122.64 or WAC 173-220-150 according to the procedures of 40 CFR 124.5. A. The following are causes for terminating this permit during its term, or for denying a permit renewal application: 1. Violation of any permit term or condition. 2. Obtaining a permit by misrepresentation or failure to disclose all relevant facts. Page 33 of 51 Permit No. WA0037052 3. A material change in quantity or type of waste disposal. 4. A determination that the permitted activity endangers human health or the environment, or contributes to water quality standards violations and can only be regulated to acceptable levels by permit modification or termination. 5. A change in any condition that requires either a temporary or permanent reduction, or elimination of any discharge or sludge use or disposal practice controlled by the permit. 6. Nonpayment of fees assessed pursuant to RCW 90.48.465. 7. Failure or refusal of the Permittee to allow entry as required in RCW 90.48.090. B. The following are causes for modification but not revocation and reissuance except when the Permittee requests or agrees: 1. A material change in the condition of the waters of the state. 2. New information not available at the time of permit issuance that would have justified the application of different permit conditions. 3. Material and substantial alterations or additions to the permitted facility or activities which occurred after this permit issuance. 4. Promulgation of new or amended standards or regulations having a direct bearing upon permit conditions, or requiring permit revision. 5. The Permittee has requested a modification based on other rationale meeting the criteria of 40 CFR Part 122.62. 6. Ecology has determined that good cause exists for modification of a compliance schedule, and the modification will not violate statutory deadlines. 7. Incorporation of an approved local pretreatment program into a municipality’s permit. C. The following are causes for modification or alternatively revocation and reissuance: 1. When cause exists for termination for reasons listed in A.1 through A.7 of this section, and Ecology determines that modification or revocation and reissuance is appropriate. 2. When Ecology has received notification of a proposed transfer of the permit. A permit may also be modified to reflect a transfer after the effective date of an automatic transfer (General Condition G7) but will not be revoked and reissued after the effective date of the transfer except upon the request of the new Permittee. Page 34 of 51 Permit No. WA0037052 G4. REPORTING PLANNED CHANGES The Permittee must, as soon as possible, but no later than 180 days prior to the proposed changes, give notice to Ecology of planned physical alterations or additions to the permitted facility, production increases, or process modification which will result in: A. The permitted facility being determined to be a new source pursuant to 40 CFR 122.29(b). B. A significant change in the nature or an increase in quantity of pollutants discharged. C. A significant change in the Permittee’s sludge use or disposal practices. Foll owing such notice, and the submittal of a new application or supplement to the existing application, along with required engineering plans and reports, this permit may be modified, or revoked and reissued pursuant to 40 CFR 122.62(a) to specify and limit any pollutants not previously limited. Until such modification is effective, any new or increased discharge in excess of permit limits or not specifically authorized by this permit constitutes a violation. G5. PLAN REVIEW REQUIRED Prior to constructing or modifying any wastewater control facilities, an engineering report and detailed plans and specifications must be submitted to Ecology for approval in accordance with chapter 173-240 WAC. Engineering reports, plans, and specifications must be submitted at least 180 days prior to the planned start of construction unless a shorter time is approved by Ecology. Facilities must be constructed and operated in accordance with the approved plans. G6. COMPLIANCE WITH OTHER LAWS AND STATUTES Nothing in this permit excuses the Permittee from compliance with any applicable federal, state, or local statutes, ordinances, or regulations. G7. TRANSFER OF THIS PERMIT In the event of any change in control or ownership of facilities from which the authorized discharge emanate, the Permittee must notify the succeeding owner or controller of the existence of this permit by letter, a copy of which must be forwarded to Ecology. A. Transfers by Modification Except as provided in paragraph (B) below, this permit may be transferred by the Permittee to a new owner or operator only if this permit has been modified or revoked and reissued under 40 CFR 122.62(b)(2), or a minor modification made under 40 CFR 122.63(d), to identify the new Permittee and incorporate such other requirements as may be necessary under the Clean Water Act. B. Automatic Transfers This permit may be automatically transferred to a new Permittee if: Page 35 of 51 Permit No. WA0037052 1. The Permittee notifies Ecology at least 30 days in advance of the proposed transfer date. 2. The notice includes a written agreement between the existing and new Permittees containing a specific date transfer of permit responsibility, coverage, and liability between them. 3. Ecology does not notify the existing Permittee and the proposed new Permittee of its intent to modify or revoke and reissue this permit. A modification under this subparagraph may also be minor modification under 40 CFR 122.63. If this notice is not received, the transfer is effective on the date specified in the written agreement. G8. REDUCED PRODUCTION FOR COMPLIANCE The Permittee, in order to maintain compliance with its permit, must control production and/or all discharges upon reduction, loss, failure, or bypass of the treatment facility until the facility is restored or an alternative method of treatment is provided. This requirement applies in the situation where, among other things, the primary source of power of the treatment facility is reduced, lost, or fails. G9. REMOVED SUBSTANCES Collected screenings, grit, solids, sludges, filter backwash, or other pollutants removed in the course of treatment or control of wastewaters must not be resuspended or reintroduced to the final effluent stream for discharge to state waters. G10. DUTY TO PROVIDE INFORMATION The Permittee must submit to Ecology, within a reasonable time, all information which Ecology may request to determine whether cause exists for modifying, revoking and reissuing, or terminating this permit or to determine compliance with this permit. The Permittee must also submit to Ecology upon request, copies of records required to be kept by this permit. G11. OTHER REQUIREMENTS OF 40 CFR All other requirements of 40 CFR 122.41 and 122.42 are incorporated in this permit by reference. G12. ADDITIONAL MONITORING Ecology may establish specific monitoring requirements in addition to those contained in this permit by administrative order or permit modification. G13. PAYMENT OF FEES The Permittee must submit payment of fees associated with this permit as assessed by Ecology. G14. PENALTIES FOR VIOLATING PERMIT CONDITIONS Any person who is found guilty of willfully violating the terms and conditions of this permit is deemed guilty of a crime, and upon conviction thereof shall be punished by a fine of up to Page 36 of 51 Permit No. WA0037052 $10,000 and costs of prosecution, or by imprisonment in the discretion of the court. Each day upon which a willful violation occurs may be deemed a separate and additional violation. Any person who violates the terms and conditions of a waste discharge permit may incur, in addition to any other penalty as provided by law, a civil penalty in the amount of up to $10,000 for every such violation. Each and every such violation is a separate and distinct offense, and in case of a continuing violation, every day's continuance is deemed to be a separate and distinct violation. G15. UPSET Definition – “Upset” means an exceptional incident in which there is unintentional and temporary noncompliance with technology-based permit effluent limits because of factors beyond the reasonable control of the Permittee. An upset does not include noncompliance to the extent caused by operational error, improperly designed treatment facilities, inadequate treatment facilities, lack of preventive maintenance, or careless or improper operation. An upset constitutes an affirmative defense to an action brought for noncompliance with such technology-based permit effluent limits if the requirements of the following paragraph are met. A Permittee who wishes to establish the affirmative defense of upset must demonstrate, through properly signed, contemporaneous operating logs, or other relevant evidence that: A. An upset occurred and that the Permittee can identify the cause(s) of the upset. B. The permitted facility was being properly operated at the time of the upset. C. The Permittee submitted notice of the upset as required in Special Condition S3.E. D. The Permittee complied with any remedial measures required under S3.E of this permit. In any enforcement action the Permittee seeking to establish the occurrence of an upset has the burden of proof. G16. PROPERTY RIGHTS This permit does not convey any property rights of any sort, or any exclusive privilege. G17. DUTY TO COMPLY The Permittee must comply with all conditions of this permit. Any permit noncompliance constitutes a violation of the Clean Water Act and is grounds for enforcement action; for permit termination, revocation and reissuance, or modification; or denial of a permit renewal application. G18. Toxic pollutants The Permittee must comply with effluent standards or prohibitions established under Section 307(a) of the Clean Water Act for toxic pollutants within the time provided in the regulations that establish those standards or prohibitions, even if this permit has not yet been modified to incorporate the requirement. Page 37 of 51 Permit No. WA0037052 G19. PENALTIES FOR TAMPERING The Clean Water Act provides that any person who falsifies, tampers with, or knowingly renders inaccurate any monitoring device or method required to be maintained under this permit shall, upon conviction, be punished by a fine of not more than $10,000 per violation, or by imprisonment for not more than two years per violation, or by both. If a conviction of a person is for a violation committed after a first conviction of such person under this condition, punishment shall be a fine of not more than $20,000 per day of violation, or by imprisonment of not more than four years, or by both. G20. COMPLIANCE SCHEDULES Reports of compliance or noncompliance with, or any progress reports on, int erim and final requirements contained in any compliance schedule of this permit must be submitted no later than 14 days following each schedule date. G21. SERVICE AGREEMENT REVIEW The Permittee must submit to Ecology any proposed service agreements and proposed revisions or updates to existing agreements for the operation of any wastewater treatment facility covered by this permit. The review is to ensure consistency with chapters 90.46 and 90.48 RCW as required by RCW 70.150.040(9). In the event that Ecology does not comment within a 30-day period, the Permittee may assume consistency and proceed with the service agreement or the revised/updated service agreement. Page 38 of 51 Permit No. WA0037052 APPENDIX A LIST OF POLLUTANTS WITH ANALYTICAL METHODS, DETECTION LIMITS AND QUANTITATION LEVELS The Permittee must use the specified analytical methods, detection limits (DLs) and quantitation levels (QLs) in the following table for permit and application required monitoring unless:  Another permit condition specifies other methods, detection levels, or quantitation levels.   The method used produces measurable results in the sample and EPA has listed it as an EPA - approved method in 40 CFR Part 136. If the Permittee uses an alternative method, not specified in the permit and as allowed above, it must report the test method, DL, and QL on the discharge monitoring report or in the required report. If the Permittee is unable to obtain the required DL and QL in its effluent due to matrix effects, the Permittee must submit a matrix-specific detection limit (MDL) and a quantitation limit (QL) to Ecology with appropriate laboratory documentation. When the permit requires the Permittee to measure the base neutral compounds in the list of priority pollutants, it must measure all of the base neutral pollutants listed in the table below. The list includes EPA required base neutral priority pollutants and several additional polynuclear aromatic hydrocarbons (PAHs). The Water Quality Program added several PAHs to the list of base neutrals below from Ecology’s Persistent Bioaccumulative Toxics (PBT) List. It only added those PBT parameters of interest to Appendix A that did not increase the overall cost of analysis unreasonably. Ecology added this appendix to the permit in order to reduce the number of analytical “non -detects” in permit-required monitoring and to measure effluent concentrations near or below criteria values where possible at a reasonable cost. The lists below include conventional pollutants (as defined in CWA section 502(6) and 40 CFR Part 122.), toxic or priority pollutants as defined in CWA section 307(a)(1) and listed in 40 CFR Part 122 Appendix D, 40 CFR Part 401.15 and 40 CFR Part 423 Appendix A), and nonconventionals. 40 CFR Part 122 Appendix D (Table V) also identifies toxic pollutants and hazardous substances which are required to be reported by dischargers if expected to be present. This permit appendix A list does not include those parameters. CONVENTIONAL POLLUTANTS Pollutant CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitation Level (QL) 2 µg/L unless specified Biochemical Oxygen Demand SM5210-B 2 mg/L Biochemical Oxygen Demand, SM5210-B 3 2 mg/L Page 39 of 51 Permit No. WA0037052 Soluble Fecal Coliform SM 9221E,9222 N/A Specified in method - sample aliquot dependent Oil and Grease (HEM) (Hexane Extractable Material) 1664 A or B 1,400 5,000 pH SM4500-H+ B N/A N/A Total Suspended Solids SM2540-D 5 mg/L NONCONVENTIONAL POLLUTANTS Pollutant & CAS No. (if available) CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitation Level (QL)2 µg/L unless specified Alkalinity, Total SM2320-B 5 mg/L as CaCO3 Aluminum, Total 7429-90-5 200.8 2.0 10 Ammonia, Total (as N) SM4500-NH3-B and C/D/E/G/H 20 Barium Total 7440-39-3 200.8 0.5 2.0 BTEX (benzene +toluene + ethylbenzene + m,o,p xylenes) EPA SW 846 8021/8260 1 2 Boron, Total 7440-42-8 200.8 2.0 10.0 Chemical Oxygen Demand SM5220-D 10 mg/L Chloride SM4500-Cl B/C/D/E and SM4110 B Sample and limit dependent Chlorine, Total Residual SM4500 Cl G 50.0 Cobalt, Total 7440-48-4 200.8 0.05 0.25 Color SM2120 B/C/E 10 color units Page 40 of 51 Permit No. WA0037052 NONCONVENTIONAL POLLUTANTS Pollutant & CAS No. (if available) CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitation Level (QL)2 µg/L unless specified Dissolved oxygen SM4500-OC/OG 0.2 mg/L Flow Calibrated device Fluoride 16984-48- 8 SM4500-F E 25 100 Hardness, Total SM2340B 200 as CaCO3 Iron, Total 7439-89-6 200.7 12.5 50 Magnesium, Total 7439-95-4 200.7 10 50 Manganese, Total 7439-96-5 200.8 0.1 0.5 Molybdenum, Total 7439-98-7 200.8 0.1 0.5 Nitrate + Nitrite Nitrogen (as N) SM4500-NO3- E/F/H 100 Nitrogen, Total Kjeldahl (as N) SM4500-NorgB/C and SM4500NH3- B/C/D/EF/G/H 300 NWTPH Dx 4 Ecology NWTPH Dx 250 250 NWTPH Gx 5 Ecology NWTPH Gx 250 250 Phosphorus, Total (as P) SM 4500 PB followed by SM4500-PE/PF 3 10 Salinity SM2520-B 3 practical salinity units or scale (PSU or PSS) Settleable Solids SM2540 -F Sample and limit dependent Page 41 of 51 Permit No. WA0037052 NONCONVENTIONAL POLLUTANTS Pollutant & CAS No. (if available) CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitation Level (QL)2 µg/L unless specified Soluble Reactive Phosphorus (as P) SM4500-P E/F/G 3 10 Sulfate (as mg/L SO4) SM4110-B 0.2 mg/L Sulfide (as mg/L S) SM4500- S2F/D/E/G 0.2 mg/L Sulfite (as mg/L SO3) SM4500-SO3B 2 mg/L Temperature (max. 7-day avg.) Analog recorder or Use micro- recording devices known as thermistors 0.2º C Tin, Total 7440-31-5 200.8 0.3 1.5 Titanium, Total 7440-32-6 200.8 0.5 2.5 Total Coliform SM 9221B, 9222B, 9223B N/A Specified in method - sample aliquot dependent Total Organic Carbon SM5310-B/C/D 1 mg/L Total dissolved solids SM2540 C 20 mg/L Page 42 of 51 Permit No. WA0037052 PRIORITY POLLUTANTS PP # CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitati on Level (QL) 2 µg/L unless specified METALS, CYANIDE & TOTAL PHENOLS Antimony, Total 114 7440-36-0 200.8 0.3 1.0 Arsenic, Total 115 7440-38-2 200.8 0.1 0.5 Beryllium, Total 117 7440-41-7 200.8 0.1 0.5 Cadmium, Total 118 7440-43-9 200.8 0.05 0.25 Chromium (hex) dissolved 119 18540-29-9 SM3500-Cr C 0.3 1.2 Chromium, Total 119 7440-47-3 200.8 0.2 1.0 Copper, Total 120 7440-50-8 200.8 0.4 2.0 Lead, Total 122 7439-92-1 200.8 0.1 0.5 Mercury, Total 123 7439-97-6 1631E 0.0002 0.0005 Nickel, Total 124 7440-02-0 200.8 0.1 0.5 Selenium, Total 125 7782-49-2 200.8 1.0 1.0 Silver, Total 126 7440-22-4 200.8 0.04 0.2 Thallium, Total 127 7440-28-0 200.8 0.09 0.36 Zinc, Total 128 7440-66-6 200.8 0.5 2.5 Cyanide, Total 121 57-12-5 335.4 5 10 Cyanide, Weak Acid Dissociable 121 SM4500-CN I 5 10 Cyanide, Free Amenable to Chlorination (Available Cyanide) 121 SM4500-CN G 5 10 Phenols, Total 65 EPA 420.1 50 Page 43 of 51 Permit No. WA0037052 PRIORITY POLLUTANTS PP # CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitati on Level (QL) 2 µg/L unless specified ACID COMPOUNDS 2-Chlorophenol 24 95-57-8 625 1.0 2.0 2,4-Dichlorophenol 31 120-83-2 625 0.5 1.0 2,4-Dimethylphenol 34 105-67-9 625 0.5 1.0 4,6-dinitro-o-cresol (2-methyl- 4,6,-dinitrophenol) 60 534-52-1 625/1625B 1.0 2.0 2,4 dinitrophenol 59 51-28-5 625 1.0 2.0 2-Nitrophenol 57 88-75-5 625 0.5 1.0 4-Nitrophenol 58 100-02-7 625 0.5 1.0 Parachlorometa cresol (4- chloro-3-methylphenol) 22 59-50-7 625 1.0 2.0 Pentachlorophenol 64 87-86-5 625 0.5 1.0 Phenol 65 108-95-2 625 2.0 4.0 2,4,6-Trichlorophenol 21 88-06-2 625 2.0 4.0 PRIORITY POLLUTANTS PP # CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitati on Level (QL) 2 µg/L unless specified VOLATILE COMPOUNDS Acrolein 2 107-02-8 624 5 10 Acrylonitrile 3 107-13-1 624 1.0 2.0 Benzene 4 71-43-2 624 1.0 2.0 Page 44 of 51 Permit No. WA0037052 PRIORITY POLLUTANTS PP # CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitati on Level (QL) 2 µg/L unless specified VOLATILE COMPOUNDS Bromoform 47 75-25-2 624 1.0 2.0 Carbon tetrachloride 6 56-23-5 624/601 or SM6230B 1.0 2.0 Chlorobenzene 7 108-90-7 624 1.0 2.0 Chloroethane 16 75-00-3 624/601 1.0 2.0 2-Chloroethylvinyl Ether 19 110-75-8 624 1.0 2.0 Chloroform 23 67-66-3 624 or SM6210B 1.0 2.0 Dibromochloromethane (chlordibromomethane) 51 124-48-1 624 1.0 2.0 1,2-Dichlorobenzene 25 95-50-1 624 1.9 7.6 1,3-Dichlorobenzene 26 541-73-1 624 1.9 7.6 1,4-Dichlorobenzene 27 106-46-7 624 4.4 17.6 Dichlorobromomethane 48 75-27-4 624 1.0 2.0 1,1-Dichloroethane 13 75-34-3 624 1.0 2.0 1,2-Dichloroethane 10 107-06-2 624 1.0 2.0 1,1-Dichloroethylene 29 75-35-4 624 1.0 2.0 1,2-Dichloropropane 32 78-87-5 624 1.0 2.0 1,3-dichloropropene (mixed isomers) (1,2-dichloropropylene) 6 33 542-75-6 624 1.0 2.0 Ethylbenzene 38 100-41-4 624 1.0 2.0 Methyl bromide 46 74-83-9 624/601 5.0 10.0 Page 45 of 51 Permit No. WA0037052 PRIORITY POLLUTANTS PP # CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitati on Level (QL) 2 µg/L unless specified VOLATILE COMPOUNDS (Bromomethane) Methyl chloride (Chloromethane) 45 74-87-3 624 1.0 2.0 Methylene chloride 44 75-09-2 624 5.0 10.0 1,1,2,2-Tetrachloroethane 15 79-34-5 624 1.9 2.0 Tetrachloroethylene 85 127-18-4 624 1.0 2.0 Toluene 86 108-88-3 624 1.0 2.0 1,2-Trans-Dichloroethylene (Ethylene dichloride) 30 156-60-5 624 1.0 2.0 1,1,1-Trichloroethane 11 71-55-6 624 1.0 2.0 1,1,2-Trichloroethane 14 79-00-5 624 1.0 2.0 Trichloroethylene 87 79-01-6 624 1.0 2.0 Vinyl chloride 88 75-01-4 624/SM6200B 1.0 2.0 PRIORITY POLLUTANTS PP # CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitati on Level (QL) 2 µg/L unless specified BASE/NEUTRAL COMPOUNDS (compounds in bold are Ecology PBTs) Acenaphthene 1 83-32-9 625 0.2 0.4 Acenaphthylene 77 208-96-8 625 0.3 0.6 Anthracene 78 120-12-7 625 0.3 0.6 Benzidine 5 92-87-5 625 12 24 Page 46 of 51 Permit No. WA0037052 PRIORITY POLLUTANTS PP # CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitati on Level (QL) 2 µg/L unless specified BASE/NEUTRAL COMPOUNDS (compounds in bold are Ecology PBTs) Benzyl butyl phthalate 67 85-68-7 625 0.3 0.6 Benzo(a)anthracene 72 56-55-3 625 0.3 0.6 Benzo(b)fluoranthene (3,4- benzofluoranthene) 7 74 205-99-2 610/625 0.8 1.6 Benzo(j)fluoranthene 7 205-82-3 625 0.5 1.0 Benzo(k)fluoranthene (11,12- benzofluoranthene) 7 75 207-08-9 610/625 0.8 1.6 Benzo(r,s,t)pentaphene 189-55-9 625 0.5 1.0 Benzo(a)pyrene 73 50-32-8 610/625 0.5 1.0 Benzo(ghi)Perylene 79 191-24-2 610/625 0.5 1.0 Bis(2-chloroethoxy)methane 43 111-91-1 625 5.3 21.2 Bis(2-chloroethyl)ether 18 111-44-4 611/625 0.3 1.0 Bis(2-chloroisopropyl)ether 42 39638-32-9 625 0.3 0.6 Bis(2-ethylhexyl)phthalate 66 117-81-7 625 0.1 0.5 4-Bromophenyl phenyl ether 41 101-55-3 625 0.2 0.4 2-Chloronaphthalene 20 91-58-7 625 0.3 0.6 4-Chlorophenyl phenyl ether 40 7005-72-3 625 0.3 0.5 Chrysene 76 218-01-9 610/625 0.3 0.6 Dibenzo (a,h)acridine 226-36-8 610M/625M 2.5 10.0 Dibenzo (a,j)acridine 224-42-0 610M/625M 2.5 10.0 Dibenzo(a-h)anthracene (1,2,5,6-dibenzanthracene) 82 53-70-3 625 0.8 1.6 Page 47 of 51 Permit No. WA0037052 PRIORITY POLLUTANTS PP # CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitati on Level (QL) 2 µg/L unless specified BASE/NEUTRAL COMPOUNDS (compounds in bold are Ecology PBTs) Dibenzo(a,e)pyrene 192-65-4 610M/625M 2.5 10.0 Dibenzo(a,h)pyrene 189-64-0 625M 2.5 10.0 3,3-Dichlorobenzidine 28 91-94-1 605/625 0.5 1.0 Diethyl phthalate 70 84-66-2 625 1.9 7.6 Dimethyl phthalate 71 131-11-3 625 1.6 6.4 Di-n-butyl phthalate 68 84-74-2 625 0.5 1.0 2,4-dinitrotoluene 35 121-14-2 609/625 0.2 0.4 2,6-dinitrotoluene 36 606-20-2 609/625 0.2 0.4 Di-n-octyl phthalate 69 117-84-0 625 0.3 0.6 1,2-Diphenylhydrazine (as Azobenzene) 37 122-66-7 1625B 5.0 20 Fluoranthene 39 206-44-0 625 0.3 0.6 Fluorene 80 86-73-7 625 0.3 0.6 Hexachlorobenzene 9 118-74-1 612/625 0.3 0.6 Hexachlorobutadiene 52 87-68-3 625 0.5 1.0 Hexachlorocyclopentadiene 53 77-47-4 1625B/625 0.5 1.0 Hexachloroethane 12 67-72-1 625 0.5 1.0 Indeno(1,2,3-cd)Pyrene 83 193-39-5 610/625 0.5 1.0 Isophorone 54 78-59-1 625 0.5 1.0 3-Methyl cholanthrene 56-49-5 625 2.0 8.0 Naphthalene 55 91-20-3 625 0.3 0.6 Page 48 of 51 Permit No. WA0037052 PRIORITY POLLUTANTS PP # CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitati on Level (QL) 2 µg/L unless specified BASE/NEUTRAL COMPOUNDS (compounds in bold are Ecology PBTs) Nitrobenzene 56 98-95-3 625 0.5 1.0 N-Nitrosodimethylamine 61 62-75-9 607/625 2.0 4.0 N-Nitrosodi-n-propylamine 63 621-64-7 607/625 0.5 1.0 N-Nitrosodiphenylamine 62 86-30-6 625 0.5 1.0 Perylene 198-55-0 625 1.9 7.6 Phenanthrene 81 85-01-8 625 0.3 0.6 Pyrene 84 129-00-0 625 0.3 0.6 1,2,4-Trichlorobenzene 8 120-82-1 625 0.3 0.6 PRIORITY POLLUTANT PP # CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitati on Level (QL) 2 µg/L unless specified DIOXIN 2,3,7,8-Tetra-Chlorodibenzo-P- Dioxin (2,3,7,8 TCDD) 129 1746-01-6 1613B 1.3 pg/L 5 pg/L Page 49 of 51 Permit No. WA0037052 PRIORITY POLLUTANTS PP # CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitati on Level (QL) 2 µg/L unless specified PESTICIDES/PCBs Aldrin 89 309-00-2 608 0.025 0.05 alpha-BHC 102 319-84-6 608 0.025 0.05 beta-BHC 103 319-85-7 608 0.025 0.05 gamma-BHC (Lindane) 104 58-89-9 608 0.025 0.05 delta-BHC 105 319-86-8 608 0.025 0.05 Chlordane 8 91 57-74-9 608 0.025 0.05 4,4’-DDT 92 50-29-3 608 0.025 0.05 4,4’-DDE 93 72-55-9 608 0.025 0.05 4,4’ DDD 94 72-54-8 608 0.025 0.05 Dieldrin 90 60-57-1 608 0.025 0.05 alpha-Endosulfan 95 959-98-8 608 0.025 0.05 beta-Endosulfan 96 33213-65-9 608 0.025 0.05 Endosulfan Sulfate 97 1031-07-8 608 0.025 0.05 Endrin 98 72-20-8 608 0.025 0.05 Endrin Aldehyde 99 7421-93-4 608 0.025 0.05 Heptachlor 100 76-44-8 608 0.025 0.05 Heptachlor Epoxide 101 1024-57-3 608 0.025 0.05 PCB-1242 9 106 53469-21-9 608 0.25 0.5 PCB-1254 107 11097-69-1 608 0.25 0.5 PCB-1221 108 11104-28-2 608 0.25 0.5 PCB-1232 109 11141-16-5 608 0.25 0.5 Page 50 of 51 Permit No. WA0037052 PRIORITY POLLUTANTS PP # CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitati on Level (QL) 2 µg/L unless specified PESTICIDES/PCBs PCB-1248 110 12672-29-6 608 0.25 0.5 PCB-1260 111 11096-82-5 608 0.13 0.5 PCB-1016 9 112 12674-11-2 608 0.13 0.5 Toxaphene 113 8001-35-2 608 0.24 0.5 1. Detection level (DL) or detection limit means the minimum concentration of an analyte (substance) that can be measured and reported with a 99% confidence that the analyte concentration is greater than zero as determined by the procedure given in 40 CFR part 136, Appendix B. 2. Quantitation Level (QL) also known as Minimum Level of Quantitation (ML) – The lowest level at which the entire analytical system must give a recognizable signal and acceptable calibration point for the analyte. It is equivalent to the concentration of th e lowest calibration standard, assuming that the lab has used all method-specified sample weights, volumes, and cleanup procedures. The QL is calculated by multiplying the MDL by 3.18 and rounding the result to the number nearest to (1, 2, or 5) x 10n, where n is an integer. (64 FR 30417). ALSO GIVEN AS: The smallest detectable concentration of analyte greater than the Detection Limit (DL) where the accuracy (precision & bias) achieves the objectives of the intended purpose. (Report of the Federal Advisory Committee on Detection and Quantitation Approaches and Uses in Clean Water Act Programs Submitted to the US Environmental Protection Agency December 2007). 3. Soluble Biochemical Oxygen Demand method note: First, filter the sample through a Millipore Nylon filter (or equivalent) - pore size of 0.45-0.50 um (prep all filters by filtering 250 ml of laboratory grade deionized water through the filter and discard). Then, analyze sample as per method 5210-B. 4. NWTPH Dx - Northwest Total Petroleum Hydrocarbons Diesel Extended Range – see http://www.ecy.wa.gov/biblio/97602.html 5. NWTPH Gx - Northwest Total Petroleum Hydrocarbons Gasoline Extended Range – see http://www.ecy.wa.gov/biblio/97602.html 6. 1, 3-dichloroproylene (mixed isomers) You may report this parameter as two separate parameters: cis-1, 3-dichlorpropropene (10061-01-5) and trans-1, 3-dichloropropene (10061-02-6). Page 51 of 51 Permit No. WA0037052 7. Total Benzofluoranthenes - Because Benzo(b)fluoranthene, Benzo(j)fluoranthene and Benzo(k)fluoranthene co-elute you may report these three isomers as total benzofluoranthenes. 8. Chlordane – You may report alpha-chlordane (5103-71-9) and gamma-chlordane (5103-74-2) in place of chlordane (57-74-9). If you report alpha and gamma-chlordane, the DL/PQLs that apply are 0.025/0.050. 9. PCB 1016 & PCB 1242 – You may report these two PCB compounds as one parameter called PCB 1016/1242. 11/05/15 FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES) PERMIT NO. WA0037052 Purpose of This Fact Sheet This fact sheet explains and documents the decisions the Department of Ecology (Ecology) made in drafting the proposed National Pollutant Discharge Elimination System (NPDES) permit for the city of Port Townsend Wastewater Treatment Plant. This fact sheet complies with Section 173-220-060 of the Washington Administrative Code (WAC), which requires Ecology to prepare a draft permit and accompanying fact sheet for public evaluation before issuing an NPDES permit. Ecology makes the draft permit and fact sheet available for public review and comment at least 30 days before issuing the final permit. Copies of the fact sheet and draft permit for the city of Port Townsend Wastewater Treatment Plant, NPDES permit WA0037052, are available for public review. For more details on preparing and filing comments about these documents, please see Appendix A - Public Involvement Information. The city of Port Townsend reviewed the draft permit and fact sheet for factual accuracy. Ecology corrected any errors or omissions regarding the facility’s location, history, wastewater discharges, or receiving water prior to publishing this draft fact sheet for public notice. After the public comment period closes, Ecology will summarize substantive comments and provide responses to them. Ecology will include the summary and responses to comments in this fact sheet as Appendix E - Response to Comments, and publish it when issuing the final NPDES permit. Ecology generally will not revise the rest of the fact sheet. The full document will become part of the legal history contained in the facility’s permit file. Summary The city of Port Townsend operates an activated sludge wastewater treatment plant that discharges to the Strait of Juan de Fuca. Ecology issued the previous permit for this facility on June 4, 2009, and modified it on October 12, 2011. The proposed permit contains the same effluent limits for Biochemical Oxygen Demand, Total Suspended Solids, Fecal Coliform Bacteria, and pH as the permit issued in 2009. The proposed permit includes new limits for Total Residual Chlorine. It does not include any other significant changes. FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 TABLE OF CONTENTS I. INTRODUCTION ........................................................................................................................... 1 II. BACKGROUND INFORMATION ................................................................................................ 2 A. Facility Description ............................................................................................................. 4 History ................................................................................................................... 4 Collection System Status ....................................................................................... 4 Treatment Processes .............................................................................................. 4 Solid Wastes/Residual Solids ................................................................................ 4 Discharge Outfall ................................................................................................... 5 B. Description of the Receiving Water .................................................................................... 5 C. Wastewater Influent Characterization ................................................................................. 5 D. Wastewater Effluent Characterization ................................................................................ 6 E. Summary of Compliance with Previous Permit Issued on June 4, 2009 ............................ 6 F. State Environmental Policy Act (SEPA) Compliance ........................................................ 7 III. PROPOSED PERMIT LIMITS ....................................................................................................... 7 A. Design Criteria .................................................................................................................... 8 B. Technology-Based Effluent Limits ..................................................................................... 8 C. Surface Water Quality-Based Effluent Limits .................................................................. 10 Numerical Criteria for the Protection of Aquatic Life and Recreation ................ 10 Numerical Criteria for the Protection of Human Health ...................................... 10 Narrative Criteria ................................................................................................. 10 Antidegradation ................................................................................................... 11 Mixing Zones ....................................................................................................... 12 D. Designated Uses and Surface Water Quality Criteria ....................................................... 17 E. Water Quality Impairments............................................................................................... 18 F. Evaluation of Surface Water Quality-Based Effluent Limits for Narrative Criteria ........ 18 G. Evaluation of Surface Water Quality-Based Effluent Limits for Numeric Criteria .......... 18 Reasonable Potential Analysis ............................................................................. 22 H. Human Health ................................................................................................................... 22 I. Sediment Quality .............................................................................................................. 22 J. Whole Effluent Toxicity ................................................................................................... 23 K. Groundwater Quality Limits ............................................................................................. 24 L. Comparison of Effluent Limits with the Previous Permit Modified on October 12, 2011.................................................................................................. 24 IV. MONITORING REQUIREMENTS .............................................................................................. 25 A. Wastewater Monitoring .................................................................................................... 25 B. Lab Accreditation ............................................................................................................. 25 FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 C. Effluent Limits Which are Near Detection or Quantitation Levels .................................. 26 V. OTHER PERMIT CONDITIONS ................................................................................................. 26 A. Reporting and Record Keeping ......................................................................................... 26 B. Prevention of Facility Overloading ................................................................................... 26 C. Operation and Maintenance .............................................................................................. 27 D. Pretreatment ...................................................................................................................... 27 Duty to Enforce Discharge Prohibitions .............................................................. 27 Federal and State Pretreatment Program Requirements ...................................... 28 Routine Identification and Reporting of Industrial Users .................................... 28 Requirements for Performing an Industrial User Survey..................................... 28 E. Solid Wastes ..................................................................................................................... 29 F. Engineering Documents .................................................................................................... 29 G. General Conditions ........................................................................................................... 30 VI. PERMIT ISSUANCE PROCEDURES ......................................................................................... 30 A. Permit Modifications ........................................................................................................ 30 B. Proposed Permit Issuance ................................................................................................. 30 VII. REFERENCES FOR TEXT AND APPENDICES ........................................................................ 30 APPENDIX A--PUBLIC INVOLVEMENT INFORMATION ................................................................. 32 APPENDIX B --YOUR RIGHT TO APPEAL ........................................................................................... 33 APPENDIX C--GLOSSARY ..................................................................................................................... 34 APPENDIX D--TECHNICAL CALCULATIONS .................................................................................... 41 APPENDIX E--RESPONSE TO COMMENTS ......................................................................................... 42 Table 1 - General Facility Information 2 Table 2 - Ambient Background Data 5 Figure 1 Facility Location Map ..................................................................................................... 3 FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 1 I. INTRODUCTION The Federal Clean Water Act (FCWA, 1972, and later amendments in 1977, 1981, and 1987) established water quality goals for the navigable (surface) waters of the United States. One mechanism for achieving the goals of the Clean Water Act is the National Pollutant Discharge Elimination System (NPDES), administered by the federal Environmental Protection Agency (EPA). The EPA authorized the state of Washington to manage the NPDES permit program in our state. Our state legislature accepted the delegation and assigned the power and duty for conducting NPDES permitting and enforcement to the Department of Ecology (Ecology). The Legislature defined Ecology's authority and obligations for the wastewater discharge permit program in 90.48 Revised Code of Washington (RCW). The following regulations apply to domestic wastewater NPDES permits:  Procedures Ecology follows for issuing NPDES permits [chapter 173-220 Washington Administrative Code (WAC)]  Technical criteria for discharges from municipal wastewater treatment facilities (chapter 173-221 WAC)  Water quality criteria for surface waters (chapter 173-201A WAC)  Water quality criteria for groundwaters (chapter 173-200 WAC)  Whole effluent toxicity testing and limits (chapter 173-205 WAC)  Sediment management standards (chapter 173-204 WAC)  Submission of plans and reports for construction of wastewater facilities (chapter 173-240 WAC) These rules require any treatment facility owner/operator to obtain an NPDES permit before discharging wastewater to state waters. They also help define the basis for limits on each discharge and for requirements imposed by the permit. Under the NPDES permit program and in response to a complete and accepted permit application, Ecology must prepare a draft permit and accompanying fact sheet, and make them available for public review before final issuance. Ecology must also publish an announcement (public notice) telling people where they can read the draft permit, and where to send their comments, during a period of 30 days (WAC 173-220-050). (See Appendix A-Public Involvement Information for more detail about the public notice and comment procedures). After the public comment period ends, Ecology may make changes to the draft NPDES permit in response to comment(s). Ecology will summarize the responses to comments and any changes to the permit in Appendix E. FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 2 II. BACKGROUND INFORMATION Table 1 - General Facility Information Facility Information Applicant City of Port Townsend Facility Name and Address City of Port Townsend Wastewater Treatment Facility 5300 Kuhn Street Port Townsend, WA 98368 Contact at Facility Name: John Merchant, Operations Manager Telephone #: 360-379-4432 Responsible Official Name: David Timmons Title: City Manager Address: 250 Madison Street, Suite 201 Port Townsend, WA 98368 Telephone #: 360-379-5043 Type of Treatment Activated Sludge (Oxidation Ditch) Facility Location (NAD83/WGS84 reference datum) Latitude: 48.1384 Longitude: -122.78167 Discharge Waterbody Name and Location (NAD83/WGS84 reference datum) Strait of Juan de Fuca Latitude: 48.141667 Longitude: -122.783333 Permit Status Renewal Date of Previous Permit July 1, 2009 Application for Permit Renewal Submittal Date December 16, 2013 Date of Ecology Acceptance of Application January 2, 2014 Inspection Status Date of Last Non-sampling Inspection Date March 3, 2015 FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 3 Figure 1 - Facility Location Map FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 4 A. Facility Description History In 1967, the city of Port Townsend constructed a Wastewater Treatment Plant (WWTP) that provided primary treatment and disinfection. The system provided primary treatment for average flows of 0.61 million gallons per day (MGD). In 1988, Ecology approved an engineering report for constructing the upgrade to secondary treatment. The construction of the new activated sludge treatment plant was completed in 1993. No major changes have been made since initial construction of the activated sludge treatment plant. Collection System Status The city of Port Townsend (City) sewer system consists of about 76.6 miles of sewer lines. Of these lines, 70.3 miles are gravity sewers, 2.3 miles are force mains, and 4 miles are sewer mains within Fort Warden State Park. About half of the system was constructed prior to 1960. The oldest parts of the collection system are in the downtown area and date back as far as 1908 when construction of the first sanitary sewer was begun. These early systems included a combination of wastewater and stormwater. The combined sewers in the downtown area were separated starting in the 1960s. Infiltration and inflow levels have been maintained at reasonable levels, with additional projects to remove Infiltration and Inflow (I&I) still listed in the City’s Sewer Comprehensive Plan. Treatment Processes You can find basic information describing wastewater treatment processes included in a booklet at the Water Environment Federation website at: http://www.wef.org/publicinformation/default.aspx The facility consists of influent pumping, mechanical cleaned fine screen, grit removal, flow meter (Parshall flume), activated sludge (two oxidation ditches), two secondary clarifiers, chlorine contact basins, and an outfall into marine waters. Solid Wastes/Residual Solids The treatment facilities remove solids during the treatment of the wastewater at the headworks (grit and screenings), and at the primary and secondary clarifiers, in addition to incidental solids (rags, scum, and other debris) removed as part of the routine maintenance of the equipment. Port Townsend drains grit, rags, scum, and screenings and disposes this solid waste at the local landfill. Solids removed from the secondary clarifiers are treated in two aerobic disaster/holding tanks and a belt gravity filter press is used for sludge thickening. The solids are then trucked to the City’s composting facility located at the Jefferson County Waste Management Facility. The composted product is sold and is applied to land. This facility has met the solid waste requirements for screening, as required by WAC 173-308-205. FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 5 Discharge Outfall The treated and disinfected effluent flows into the Strait of Juan de Fuca through an old, leaky outfall. The original section of the outfall was built in the 1940s and was then extended in 1966 to discharge approximately 700 feet offshore at a depth of about 21 feet at MLLW. The original section of outfall was constructed with 3 -foot lengths of 18-inch diameter concrete pipe. This original section of pipe is about 450 feet long with about 150 joints, many of which may be leaking. The 1960s extension is 18-inch diameter cast iron pipe in 18-foot lengths. At about 50 years old, the structural integrity of this pipe is questionable. The diffuser is cast iron with a total of five, 6-inch ports, and spaced 9 feet apart. The useful life expectancy of the off-shore portion of the outfall appears to be coming to an end. The 2000 Facility Plan first looked at alternatives for the outfall. The City replaced the on-shore portion of the outfall in 2005. This was needed due to recurrent blockages caused by root intrusion resulting in surcharging at maintenance holes along the outfall. A 2009 Facility Plan Amendment recommended replacement of the off-shore portion of the outfall as well. This work has not been completed yet, but the permit requires progress to be made in efforts to replace the outfall. B. Description of the Receiving Water The City’s WWTP discharges to the Strait of Juan de Fuca. There is no other nearby point source outfall. Nearby non-point sources of pollutants include storm water. There are no receiving waterbody impairments. The ambient background data used for this permit includes the following from Ecology marine water monitoring station ADM002 – Admiralty Inlet (north) – Quimper Point 2013: Table 2 - Ambient Background Data Parameter Value Used Temperature (highest annual 1-DADMax) 11.1o C Temperature (average) 8.5o C pH 7.5 standard units Dissolved Oxygen 6.3 mg/L Density 26.4 sigma-t Salinity 31.6 psu C. Wastewater Influent Characterization The City reported the concentration of influent pollutants in discharge monitoring reports. The influent wastewater from 2010 to 2014 is characterized as follows: FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 6 Parameter Units Average Value Maximum Value Biochemical Oxygen Demand (BOD5) mg/L 334 462 BOD5 lbs/day 2228 3063 Total Suspended Solids (TSS) mg/L 343 492 TSS lbs/day 2280 3176 Flow MGD 0.82 2.03 D. Wastewater Effluent Characterization The City reported the concentration of pollutants in the discharge in the permit application and in discharge monitoring reports. The tabulated data represents the quality of the wastewater effluent discharged from 2010 to 2014. The wastewater effluent is characterized as follows: Parameter Units Average Value Maximum Value BOD5 mg/L 4.2 7.8 BOD5 lbs/day 28.4 73 TSS mg/L 3.3 7.4 TSS lbs/day 22.5 70.1 Total Ammonia mg/L 0.37 1.4 Total Ammonia lbs/day 2.38 11.1 Total Nitrate + Nitrite mg/L 6.1 15.4 Total Nitrogen mg/L 7.7 17.1 Total Phosphate (Ortho-phosphate) mg/L 3.9 8.1 Total Phosphorus mg/L 4.4 7.7 Parameter Units Maximum Monthly Geometric Mean Maximum Weekly Geometric Mean Fecal Coliform #/100 mL 22 109 Parameter Units Minimum Value Maximum Value pH Standard Units 6.5 7.6 E. Summary of Compliance with Previous Permit Issued on June 4, 2009 The previous permit placed effluent limits on BOD5, TSS, Fecal Coliform Bacteria, and pH. FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 7 The City’s WWTP has complied with the effluent limits and permit conditions throughout the duration of the permit issued on June 4, 2009. Ecology assessed compliance based on its review of the facility’s information in the Ecology Permitting and Reporting Information System (PARIS), Discharge Monitoring Reports (DMRs) and on inspections. The following table summarizes compliance with report submittal requirements over the permit term. Submittal Name Due Date Received Date Outfall Evaluation 1/1/2014 12/16/2013 Acute Toxicity Testing 1/1/2014 12/16/2013 Chronic Toxicity Testing 1/1/2014 12/16/2013 Wasteload Assessment 1/31/2010 1/13/2010 Wasteload Assessment 1/31/2011 1/6/2011 Wasteload Assessment 1/31/2012 1/6/2012 Wasteload Assessment 1/31/2013 1/4/2013 Wasteload Assessment 1/31/2014 1/8/2014 Wasteload Assessment 1/31/2015 1/14/2015 Infiltration and Inflow Evaluation 1/31/2010 1/13/2010 Infiltration and Inflow Evaluation 1/31/2011 1/6/2011 Infiltration and Inflow Evaluation 1/31/2012 1/6/2012 Infiltration and Inflow Evaluation 1/31/2013 1/4/2013 Infiltration and Inflow Evaluation 1/31/2014 1/8/2014 Infiltration and Inflow Evaluation 1/31/2015 1/14/2015 Industrial User Survey 1/1/2014 12/16/2013 Application for Permit Renewal 1/1/2014 12/16/2013 F. State Environmental Policy Act (SEPA) Compliance State law exempts the issuance, reissuance or modification of any wastewater discharge permit from the SEPA process as long as the permit contains conditions that are no less stringent than federal and state rules and regulations (RCW 43.21C.0383). The exemption applies only to existing discharges, not to new discharges. III. PROPOSED PERMIT LIMITS Federal and state regulations require that effluent limits in an NPDES permit must be either technology- or water quality-based. FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 8  Technology-based limits are based upon the treatment methods available to treat specific pollutants. Technology-based limits are set by the EPA and published as a regulation, or Ecology develops the limit on a case-by-case basis (40 CFR 125.3, and chapter 173-220 WAC).  Water quality-based limits are calculated so that the effluent will comply with the Surface Water Quality Standards (chapter 173-201A WAC), Ground Water Standards (chapter 173-200 WAC), Sediment Quality Standards (chapter 173-204 WAC), or the National Toxics Rule (40 CFR 131.36).  Ecology must apply the most stringent of these limits to each parameter of concern. These limits are described below. The limits in this permit reflect information received in the application and from supporting reports (engineering, hydrogeology, etc.). Ecology evaluated the permit application and determined the limits needed to comply with the rules adopted by the state of Washington. Ecology does not develop effluent limits for all reported pollutants. Some pollutants are not treatable at the concentrations reported, are not controllable at the source, are not listed in regulation, and do not have a reasonable potential to cause a water quality violation. Ecology does not usually develop limits for pollutants not reported in the permit application but may be present in the discharge. The permit does not authorize discharge of the non-reported pollutants. During the five-year permit term, the facility’s effluent discharge conditions may change from those conditions reported in the permit application. The facility must notify Ecology if significant changes occur in any constituent [40 CFR 122.42(a)]. Until Ecology modifies the permit to reflect additional discharge of pollutants, a permitted facility could be violating its permit. A. Design Criteria Under WAC 173-220-150 (1)(g), flows and waste loadings must not exceed approved design criteria. Ecology approved design criteria for this facility’s treatment plant in the facility plan dated November 2000 and prepared by Gray & Osborne, Inc. The table below includes design criteria from the referenced report. Table 6 - Design Criteria for City of Port Townsend WWTP Parameter Design Quantity Maximum Month Design Flow (MMDF) 2.05 MGD Average Annual Flow 1.44 MGD BOD5 Loading for Maximum Month 3754 lb/day TSS Loading for Maximum Month 4568 lb/day Design Population 12,000 B. Technology-Based Effluent Limits Federal and state regulations define technology-based effluent limits for domestic wastewater treatment plants. These effluent limits are given in 40 CFR Part 133 (federal) and in chapter 173- 221 WAC (state). These regulations are performance standards that constitute all known, FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 9 available, and reasonable methods of prevention, control, and treatment (AKART) for domestic wastewater. The table below identifies technology-based limits for pH, fecal coliform, BOD5, and TSS, as listed in chapter 173-221 WAC. Section III.F of this fact sheet describes the potential for water quality-based limits. Table 7 - Technology-Based Limits Parameter Average Monthly Limit Average Weekly Limit BOD5 (concentration) 30 mg/L 45 mg/L BOD5 (concentration) In addition, the BOD5 effluent concentration must not exceed 15 percent of the average influent concentration. TSS (concentration) 30 mg/L 45 mg/L TSS (concentration) In addition, the TSS effluent concentration must not exceed 15 percent of the average influent concentration. Chlorine 0.5 mg/L 0.75 mg/L Parameter Monthly Geometric Mean Limit Weekly Geometric Mean Limit Fecal Coliform Bacteria 200 organisms/100 mL 400 organisms/100 mL Parameter Daily Minimum Daily Maximum pH 6.0 Standard Units 9.0 Standard Units Ecology derived the technology-based monthly average limit for chlorine from standard operating practices. The Water Pollution Control Federation's Chlorination of Wastewater (1976) states that a properly designed and maintained wastewater treatment plant can achieve adequate disinfection if a 0.5 mg/L chlorine residual is maintained after fifteen minutes of contact time. See also Metcalf and Eddy, Wastewater Engineering, Treatment, Disposal and Reuse, Third Edition, 1991. A treatment plant that provides adequate chlorination contact time can meet the 0.5 mg/L chlorine limit on a monthly average basis. According to WAC 173-221-030(11)(b), the corresponding weekly average is 0.75 mg/L. Technology-based mass limits are based on WAC 173-220-130(3)(b) and 173-221-030(11)(b). Ecology calculated the monthly and weekly average mass limits for BOD5 and Total Suspended Solids as follows: Mass Limit = CL x DF x CF where: CL = Technology-based concentration limits listed in the above table FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 10 DF = Maximum Monthly Average Design flow (MGD) CF = Conversion factor of 8.34 Table 8 - Technology-Based Mass Limits Parameter Concentration Limit (mg/L) Mass Limit (lbs/day) BOD5 Monthly Average 30 513 BOD5 Weekly Average 45 769 TSS Monthly Average 30 513 TSS Weekly Average 45 769 C. Surface Water Quality-Based Effluent Limits The Washington State surface water quality standards (chapter 173-201A WAC) are designed to protect existing water quality and preserve the beneficial uses of Washington's surface waters. Waste discharge permits must include conditions that ensure the discharge will meet the surface water quality standards (WAC 173-201A-510). Water quality-based effluent limits may be based on an individual waste load allocation or on a waste load allocation developed during a basin wide Total Maximum Daily Load Study (TMDL). Numerical Criteria for the Protection of Aquatic Life and Recreation Numerical water quality criteria are listed in the water quality standards for surface waters (chapter 173-201A WAC). They specify the maximum levels of pollutants allowed in receiving water to protect aquatic life and recreation in and on the water. Ecology uses numerical criteria along with chemical and physical data for the wastewater and receiving water to derive the effluent limits in the discharge permit. When surface water quality-based limits are more stringent or potentially more stringent than technology-based limits, the discharge must meet the water quality-based limits. Numerical Criteria for the Protection of Human Health The U.S. EPA has published 91 numeric water quality criteria for the protection of human health that are applicable to dischargers in Washington State (EPA, 1992). These criteria are designed to protect humans from exposure to pollutants linked to cancer and other diseases, based on consuming fish and shellfish and drinking contaminated surface waters. The water quality standards also include radionuclide criteria to protect humans from the effects of radioactive substances. Narrative Criteria Narrative water quality criteria (e.g., WAC 173-201A-240(1); 2006) limit the toxic, radioactive, or other deleterious material concentrations that the facility may discharge to levels below those which have the potential to: • Adversely affect designated water uses FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 11 • Cause acute or chronic toxicity to biota • Impair aesthetic values • Adversely affect human health Narrative criteria protect the specific designated uses of all fresh waters (WAC 173 - 201A-200, 2006) and of all marine waters (WAC 173-201A-210, 2006) in the state of Washington. Antidegradation Description--The purpose of Washington's Antidegradation Policy (WAC 173-201A- 300-330; 2006) is to: • Restore and maintain the highest possible quality of the surface waters of Washington. • Describe situations under which water quality may be lowered from its current condition. • Apply to human activities that are likely to have an impact on the water quality of surface water. • Ensure that all human activities likely to contribute to a lowering of water quality, at a minimum, apply all known, available, and reasonable methods of prevention, control, and treatment (AKART). • Apply three tiers of protection (described below) for surface waters of the state. Tier I ensures existing and designated uses are maintained and protected and applies to all waters and all sources of pollutions. Tier II ensures that waters of a higher quality than the criteria assigned are not degraded unless such lowering of water quality is necessary and in the overriding public interest. Tier II applies only to a specific list of polluting activities. Tier III prevents the degradation of waters formally listed as "outstanding resource waters," and applies to all sources of pollution. A facility must prepare a Tier II analysis when all three of the following conditions are met: • The facility is planning a new or expanded action. • Ecology regulates or authorizes the action. • The action has the potential to cause measurable degradation to existing water quality at the edge of a chronic mixing zone. Facility Specific Requirements--This facility must meet Tier I requirements. FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 12 • Dischargers must maintain and protect existing and designated uses. Ecology must not allow any degradation that will interfere with, or become injurious to, existing or designated uses, except as provided for in chapter 173-201A WAC. Ecology’s analysis described in this section of the fact sheet demonstrates that the proposed permit conditions will protect existing and designated uses of the receiving water. Mixing Zones A mixing zone is the defined area in the receiving water surrounding the discharge port(s), where wastewater mixes with receiving water. Within mixing zones the pollutant concentrations may exceed water quality numeric standards, so long as the discharge doesn’t interfere with designated uses of the receiving water body (for example, recreation, water supply, and aquatic life and wildlife habitat, etc.) The pollutant concentrations outside of the mixing zones must meet water quality numeric standards. State and federal rules allow mixing zones because the concentrations and effects of most pollutants diminish rapidly after discharge, due to dilution. Ecology defines mixing zone sizes to limit the amount of time any exposure to the end-of-pipe discharge could harm water quality, plants, or fish. The state’s water quality standards allow Ecology to authorize mixing zones for the facility’s permitted wastewater discharges only if those discharges already receive all known, available, and reasonable methods of prevention, control, and treatment (AKART). Mixing zones typically require compliance with water quality criteria within a specified distance from the point of discharge and must not use more than 25 percent of the available width of the water body for dilution [WAC 173-201A-400 (7)(a)(ii-iii)]. Ecology uses modeling to estimate the amount of mixing within the mixing zone. Through modeling Ecology determines the potential for violating the water quality standards at the edge of the mixing zone and derives any necessary effluent limits. Steady-state models are the most frequently used tools for conducting mixing zone analyses. Ecology chooses values for each effluent and for receiving water variables that correspond to the time period when the most critical condition is likely to occur (see Ecology’s Permit Writer’s Manual). Each critical condition parameter, by itself, has a low probability of occurrence and the resulting dilution factor is conservative. The term “reasonable worst-case” applies to these values. The mixing zone analysis produces a numerical value called a dilution factor (DF). A dilution factor represents the amount of mixing of effluent and receiving water that occurs at the boundary of the mixing zone. For example, a dilution factor of 4 means the effluent is 25 percent and the receiving water is 75 percent of the total volume of water at the boundary of the mixing zone. Ecology uses dilution factors with the water quality criteria to calculate reasonable potentials and effluent limits. Water quality standards include both aquatic life-based criteria and human health-based criteria. The former are applied at both the acute and chronic mixing zone boundaries; the latter are applied only at the chronic boundary. The concentration of pollutants at the boundaries of any of these mixing zones may not exceed the numerical criteria for that zone. FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 13 Each aquatic life acute criterion is based on the assumption that organisms are not exposed to that concentration for more than one hour and more often than one exposure in three years. Each aquatic life chronic criterion is based on the assumption that organisms are not exposed to that concentration for more than four consecutive days and more often than once in three years. The two types of human health-based water quality criteria distinguish between those pollutants linked to non-cancer effects (non-carcinogenic) and those linked to cancer effects (carcinogenic). The human health-based water quality criteria incorporate several exposure and risk assumptions. These assumptions include: • A 70-year lifetime of daily exposures • An ingestion rate for fish or shellfish measured in kg/day • An ingestion rate of two liters/day for drinking water • A one-in-one-million cancer risk for carcinogenic chemicals This permit authorizes a small acute mixing zone, surrounded by a chronic mixing zone around the point of discharge (WAC 173-201A-400). The water quality standards impose certain conditions before allowing the discharger a mixing zone: 1. Ecology must specify both the allowed size and location in a permit. The proposed permit specifies the size and location of the allowed mixing zone (as specified below). 2. The facility must fully apply “all known, available, and reasonable methods of prevention, control and treatment” (AKART) to its discharge. Ecology has determined that the treatment provided at the City of Port Townsend WWTP meets the requirements of AKART (see “Technology-based Limits”). 3. Ecology must consider critical discharge conditions. Surface water quality-based limits are derived for the water body’s critical condition (the receiving water and waste discharge condition with the highest potential for adverse impact on the aquatic biota, human health, and existing or designated waterbody uses). The critical discharge condition is often pollutant- specific or waterbody-specific. Critical discharge conditions are those conditions that result in reduced dilution or increased effect of the pollutant. Factors affecting dilution include the depth of water, the density stratification in the water column, the currents, and the rate of discharge. Density stratification is determined by the salinity and temperature of the receiving water. Temperatures are warmer in the surface waters in summer. Therefore, density stratification is generally greatest during the summer months. Density stratification affects how far up in the water col umn a freshwater plume may rise. The rate of mixing is greatest when an effluent is FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 14 rising. The effluent stops rising when the mixed effluent is the same density as the surrounding water. After the effluent stops rising, the rate of mixing is much more gradual. Water depth can affect dilution when a plume might rise to the surface when there is little or no stratification. Ecology uses the water depth at mean lower low water (MLLW) for marine waters. Ecology’s Permit Writer’s Manual describes additional guidance on criteria/design conditions for determining dilution factors. The manual can be obtained from Ecology’s website at: https://fortress.wa.gov/ecy/publications/SummaryPages/92109.html. Table 9 - Critical Conditions Used to Model the Discharge Critical Condition Value Water depth at MLLW 28.82 feet Density profile with a difference of 0.85 sigma-t units between 28 feet and the surface 0 to 0.85 sigma-t 10th and 90th percentile current speeds for acute mixing zone 0.40 and 0.82 m/sec 50th percentile current speeds for chronic and human health mixing zones 0.61 m/sec Maximum average monthly effluent flow for chronic and human health non-carcinogen 2.05 million gallons per day (MGD) Annual average flow for human health carcinogen 1.44 MGD Maximum daily flow for acute mixing zone 10.65 MGD 1 DAD MAX effluent temperature 20 degrees C Ecology obtained ambient data at critical conditions in the vicinity of the outfall from historical data and the monitoring studies conducted in 1990 and 2008. Ecology obtained historical ambient data from ambient station ADM002 located near the outfall. 4. Supporting information must clearly indicate the mixing zone would not: • Have a reasonable potential to cause the loss of sensitive or important habitat • Substantially interfere with the existing or characteristic uses • Result in damage to the ecosystem • Adversely affect public health Ecology established Washington State water quality criteria for toxic chemicals using EPA criteria. EPA developed the criteria using toxicity tests with numerous organisms and set the criteria to generally protect the species tested and to fully protect all commercially and recreationally important species. FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 15 EPA sets acute criteria for toxic chemicals assuming organisms are exposed to the pollutant at the criteria concentration for one hour. They set chronic standards assuming organisms are exposed to the pollutant at the criteria concentration for four days. Dilution modeling under critical conditions generally shows that both acute and chronic criteria concentrations are reached within minutes of discharge. The discharge plume does not impact drifting and non-strong swimming organisms because they cannot stay in the plume close to the outfall long enough to be affected. Strong swimming fish could maintain a position within the plume, but they can also avoid the discharge by swimming away. Mixing zones generally do not affect benthic organisms (bottom dwellers) because the buoyant plume rises in the water column. Ecology has additionally determined that the effluent will not exceed 33 degrees C for more than two seconds after discharge; and that the temperature of the water will not create lethal conditions or blockages to fish migration. Ecology evaluates the cumulative toxicity of an effluent by testing the discharge with whole effluent toxicity (WET) testing. Ecology reviewed the above information, the specific information on the characteristics of the discharge, the receiving water characteristics , and the discharge location. Based on this review, Ecology concluded that the discharge does not have a reasonable potential to cause the loss of sensitive or important habitat, substantially interfere with existing or characteristics uses, result in damage to the ecosystem, or adversely affect public health if the permit limits are met. 5. The discharge/receiving water mixture must not exceed water quality criteria outside the boundary of a mixing zone. Ecology conducted a reasonable potential analysis; using procedures established by the EPA and by Ecology, for each pollutant and concluded the discharge/receiving water mixture will not violate water quality criteria outside the boundary of the mixing zone if permit limits are met. 6. The size of the mixing zone and the concentrations of the pollutants must be minimized. At any given time, the effluent plume uses only a portion of the acute and chronic mixing zone, which minimizes the volume of water involved in mixing. Because tidal currents change direction, the plume orientation within the mixing zone changes. The plume mixes as it rises through the water column therefore much of the receiving water volume at lower depths in the mixing zone is not mixed with discharge. Similarly, because the discharge may stop rising at some depth due to density stratification, waters above that depth will not mix with the discharge. Ecology determined it is impractical to specify in the permit the actual, much more limited volume in which the dilution occurs as the plume rises and moves with the current. FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 16 Ecology minimizes the size of mixing zones by requiring dischargers to install diffusers when they are appropriate to the discharge and the specific receiving waterbody. When a diffuser is installed, the discharge is more completely mixed with the receiving water in a shorter time. Ecology also minimizes the size of the mixing zone (in the form of the dilution factor) using design criteria with a low probability of occurrence. For example, Ecology uses the expected 95th percentile pollutant concentration, the 90th percentile background concentration, the centerline dilution factor, and the lowest flow occurring once in every ten years to perform the reasonable potential analysis. Because of the above reasons, Ecology has effectively minimized the size of the mixing zone authorized in the proposed permit. 7. Maximum size of mixing zone. The authorized mixing zone does not exceed the maximum size restriction. 8. Acute mixing zone. • The discharge/receiving water mixture must comply with acute criteria as near to the point of discharge as practicably attainable. Ecology determined the acute criteria will be met at 10 percent of the distance of the chronic mixing zone. • The pollutant concentration, duration, and frequency of exposure to the discharge will not create a barrier to migration or translocation of indigenous organisms to a degree that has the potential to cause damage to the ecosystem. As described above, the toxicity of any pollutant depends upon the exposure, the pollutant concentration, and the time the organism is exposed to that concentration. Authorizing a limited acute mixing zone for this discharge assures that it will not create a barrier to migration. The effluent from this discharge will rise as it enters the receiving water, assuring that the rising effluent will not cause translocation of indigenous organisms near the point of discharge (below the rising effluent). • Comply with size restrictions. The mixing zone authorized for this discharge complies with the size restrictions published in chapter 173-201A WAC. 9. Overlap of mixing zones. This mixing zone does not overlap another mixing zone. FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 17 D. Designated Uses and Surface Water Quality Criteria Applicable designated uses and surface water quality criteria are defined in chapter 173-201A WAC. In addition, the U.S. EPA set human health criteria for toxic pollutants (EPA 1992). The tables included below summarize the criteria applicable to the receiving water’s designated uses. • Aquatic life uses are designated using the following general categories. All indigenous fish and non-fish aquatic species must be protected in waters of the state. 1. Extraordinary quality salmonid and other fish migration, rearing, and spawning; clam, oyster, and mussel rearing and spawning; crustaceans and other shellfish (crabs, shrimp, crayfish, scallops, etc.) rearing and spawning. 2. Excellent quality salmonid and other fish migration, rearing, and spawning; clam, oyster, and mussel rearing and spawning; crustaceans and other shellfish (crabs, shrimp, crayfish, scallops, etc.) rearing and spawning. 3. Good quality salmonid migration and rearing; other fish migration, rearing, and spawning; clam, oyster, and mussel rearing and spawning; crustaceans and other shellfish (crabs, shrimp, crayfish, scallops, etc.) rearing and spawning. 4. Fair quality salmonid and other fish migration. The Aquatic Life Uses and the associated criteria for this receiving water are identified below. Table 10 - Marine Aquatic Life Uses and Associated Criteria Extraordinary Quality Temperature Criteria – Highest 1D MAX 13°C (55.4°F) Dissolved Oxygen Criteria – Lowest 1-Day Minimum 7.0 mg/L Turbidity Criteria • 5 NTU over background when the background is 50 NTU or less; or • A 10 percent increase in turbidity when the background turbidity is more than 50 NTU. pH Criteria pH must be within the range of 7.0 to 8.5 with a human-caused variation within the above range of less than 0.2 units. • To protect shellfish harvesting, fecal coliform organism levels must not exceed a geometric mean value of 14 colonies/100 mL, and not have more than 10 percent of all samples (or any single sample when less than ten sample points exist) obtained for calculating the geometric mean value exceeding 43 colonies/100 mL. • The recreational uses are primary contact recreation and secondary contact recreation. FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 18 The recreational uses for this receiving water are identified below. Table 11 - Recreational Uses Recreational Use Criteria Primary Contact Recreation Fecal coliform organism levels must not exceed a geometric mean value of 14 colonies/100 mL, with not more than 10 percent of all samples (or any single sample when less than ten sample points exist) obtained for calculating the geometric mean value exceeding 43 colonies /100 mL. • The miscellaneous marine water uses are wildlife habitat, harvesting, commerce and navigation, boating, and aesthetics. E. Water Quality Impairments Ecology has not documented any water quality impairments in the receiving water in the vicinity of the outfall. F. Evaluation of Surface Water Quality-Based Effluent Limits for Narrative Criteria Ecology must consider the narrative criteria described in WAC 173-201A-160 when it determines permit limits and conditions. Narrative water quality criteria limit the toxic, radioactive, or other deleterious material concentrations that the facility may discharge which have the potential to adversely affect designated uses, cause acute or chronic toxicity to biota, impair ae sthetic values, or adversely affect human health. Ecology considers narrative criteria when it evaluates the characteristics of the wastewater and when it implements AKART as described above in the technology-based limits section. When Ecology determines if a facility is meeting AKART it considers the pollutants in the wastewater and the adequacy of the treatment to prevent the violation of narrative criteria. In addition, Ecology considers the toxicity of the wastewater discharge by requiring WET testin g when there is a reasonable potential for the discharge to contain toxics. Ecology’s analysis of the need for WET testing for this discharge is described later in the fact sheet. G. Evaluation of Surface Water Quality-Based Effluent Limits for Numeric Criteria Pollutants in an effluent may affect the aquatic environment near the point of discharge (near-field) or at a considerable distance from the point of discharge (far-field). Toxic pollutants, for example, are near-field pollutants; their adverse effects diminish rapidly with mixing in the receiving water. Conversely, a pollutant such as biochemical oxygen demand (BOD5) is a far- field pollutant whose adverse effect occurs away from the discharge even after dilution has occurred. Thus, the method of calculating surface water quality-based effluent limits varies with the point at which the pollutant has its maximum effect. With technology-based controls (AKART), predicted pollutant concentrations in the discharge exceed water quality criteria. Ecology therefore authorizes a mixing zone in accordance with the FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 19 geometric configuration, flow restriction, and other restrictions imposed on mixing zones by chapter 173-201A WAC. The diffuser at Outfall 001 is 36 feet long with a diameter of 18 inches. The diffuser has a total of five 6-inch diameter ports. The distance between ports is nine feet. The diffuser depth is listed as 21 to 29 feet in various studies. A mean lower low water (MLLW) depth of 21 feet was used in the permit. Ecology obtained this information from various reports. Chronic Mixing Zone --WAC 173-201A-400(7)(c) specifies that mixing zones must not extend in any horizontal direction from the discharge ports for a distance greater than 300 feet plus the depth of water over the discharge ports as measured during MLLW. The horizontal distance of the chronic mixing zone is 321 feet. The mixing zone extends from the bottom to the top of the water column. Acute Mixing Zone --WAC 173-201A-400(8)(b) specifies that in oceanic waters a zone where acute criteria may be exceeded must not extend beyond 10 percent of the distance established for the chronic zone. The horizontal distance of the acute mixing zone is 32.1 feet. The mixing zone extends from the bottom to the top of the water column. Ecology determined the dilution factors that occur within these zones at the critical condition using the model PLUMES. The dilution factors are listed below. Table 12 - Dilution Factors (DF) Criteria Acute Chronic Aquatic Life 25 781 Human Health, Carcinogen 781 Human Health, Non-carcinogen 781 Ecology determined the impacts of dissolved oxygen deficiency, pH, fecal coliform, chlorine, ammonia, metals, and temperature as described below, using the dilution factors in the above table. The derivation of surface water quality-based limits also takes into account the variability of pollutant concentrations in both the effluent and the receiving water. Dissolved Oxygen--BOD5 and Ammonia Effects--Natural decomposition of organic material in wastewater effluent impacts dissolved oxygen in the receiving water at distances far outside of the regulated mixing zone. The BOD5 of an effluent sample indicates the amount of biodegradable material in the wastewater and estimates the magnitude of oxygen consumption the wastewater will generate in the receiving water. The amount of ammonia-based nitrogen in the wastewater also provides an indication of oxygen demand potential in the receiving water. With technology-based limits, this discharge results in a small amount of BOD5 relative to the large amount of dilution in the receiving water at critical conditions. Technology-based limits will ensure that dissolved oxygen criteria are met in the receiving water. pH--Compliance with the technology-based limits of 6.0 to 9.0 will assure compliance with the water quality standards of surface waters because of the high buffering capacity of marine water. FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 20 Fecal Coliform--Ecology modeled the numbers of fecal coliform by simple mixing analysis using the technology-based limit of 400 organisms per 100 mL and a dilution factor of 781. Under critical conditions, modeling predicts no violation of the water quality criterion for fecal coliform. Therefore, the proposed permit includes the technology-based effluent limit for fecal coliform bacteria. Turbidity--Ecology evaluated the impact of turbidity based on the range of total suspended solids in the effluent and turbidity of the receiving water. Ecology expects no violations of the turbidity criteria outside the designated mixing zone provided the facility meets its technology- based total suspended solids permit limits. Toxic Pollutants--Federal regulations (40 CFR 122.44) require Ecology to place limits in NPDES permits on toxic chemicals in an effluent whenever there is a reasonable potential for those chemicals to exceed the surface water quality criteria. Ecology does not exempt facilities with technology-based effluent limits from meeting the surface water quality standards. The following toxic pollutants are present in the discharge: chlorine, ammonia, and (presumably) heavy metals. Ecology conducted a reasonable potential analysis on ammonia to determine whether it would require effluent limits in this permit. Ammonia's toxicity depends on that portion which is available in the unionized form. The amount of unionized ammonia depends on the temperature, pH, and salinity of the receiving marine water. To evaluate ammonia toxicity, Ecology used the available receiving water information for ambient station ADM002 and Ecology spreadsheet tools. We found no potential for a violation, largely because of low values in the effluent. For chlorine, we did not calculate a reasonable potential as the previous permit did not require chlorine effluent monitoring and, as a result, we do not have data for the calculation. The facility de-chlorinates before discharge, and it was a reasonable assumption on the part of the previous permit writer that both the effluent and the receiving water have (at most) low levels of chlorine such that there is no potential to violate standards. In such a case, we typically would not require monitoring. However, our current practice is to require effluent monitoring when chlorine is used for disinfection and the new permit includes that requirement. Similarly for metals, we did not calculate a reasonable potential for metals as the previous permit did not require effluent metals monitoring. We historically did not require metals monitoring for facilities that were not majors unless we had reason to believe that there could be a problem due to, for example, low available dilution. The current permit does require annual effluent metals monitoring, and it requires the Permittee to move forward on diffuser replacement, to ensure that dilution is in fact available. Temperature--The state temperature standards [WAC 173-201A-200-210 and 600-612] include multiple elements: • Annual summer maximum threshold criteria (June 15th to September 15th) • Supplemental spawning and rearing season criteria (September 15th to June 15th) • Incremental warming restrictions FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 21 • Protections Against Acute Effects Ecology evaluates each criterion independently to determine reasonable potential and derive permit limits. • Annual Summer Maximum and Supplementary Spawning/Rearing Criteria Each water body has an annual maximum temperature criterion [WAC 173-201A- 200(1)(c), 210(1)(c), and Table 602]. These threshold criteria (e.g., 12, 16, 17.5, 20°C) protect specific categories of aquatic life by controlling the effect of human actions on summer temperatures. Some waters have an additional threshold criterion to protect the spawning and incubation of salmonids (9°C for char and 13°C for salmon and trout) [WAC 173-201A- 602, Table 602]. These criteria apply during specific date-windows. The threshold criteria apply at the edge of the chronic mixing zone. Criteria for most fresh waters are expressed as the highest 7-Day average of daily maximum temperature (7-DADMax). The 7-DADMax temperature is the arithmetic average of seven consecutive measures of daily maximum temperatures. Criteria for marine waters and some fresh waters are expressed as the highest 1-Day annual maximum temperature (1- DMax). • Incremental Warming Criteria The water quality standards limit the amount of warming human sources can cause under specific situations [WAC 173-201A-200(1)(c)(i)-(ii), 210(1)(c)(i)-(ii)]. The incremental warming criteria apply at the edge of the chronic mixing zone. At locations and times when background temperatures are cooler than the assigned threshold criterion, point sources are permitted to warm the water by only a defined increment. These increments are permitted only to the extent doing so does not cause temperatures to exceed either the annual maximum or supplemental spawning criteria. At locations and times when a threshold criterion is being exceeded due to natural conditions, all human sources, considered cumulatively, must not warm the water more than 0.3°C above the naturally warm condition. When Ecology has not yet completed a TMDL, our policy allows each point source to warm water at the edge of the chronic mixing zone by 0.3°C. This is true regardless of the background temperature and even if doing so would cause the temperature at the edge of a standard mixing zone to exceed the numeric threshold criteria. Allowing a 0.3°C warming for each point source is reasonable and protective where the dilution factor is based on 25 percent or less of the critical flow. This is because the fully mixed effect on temperature will only be a fraction of the 0.3°C cumulative allowance (0.075°C or less) for all human sources combined. FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 22 • Protections for Temperature Acute Effects Instantaneous lethality to passing fish: The upper 99th percentile daily maximum effluent temperature must not exceed 33°C, unless a dilution analysis indicates ambient temperatures will not exceed 33°C two seconds after discharge. General lethality and migration blockage: Measurable (0.3°C) increases in temperature at the edge of a chronic mixing zone are not allowed when the receiving water temperature exceeds either a 1DMax of 23°C or a 7DADMax of 22°C. Lethality to incubating fish: Human actions must not cause a measurable (0.3°C) warming above 17.5°C at locations where eggs are incubating. Reasonable Potential Analysis Annual Summer Maximum and Incremental Warming Criteria: Ecology calculated the reasonable potential for the discharge to exceed the annual summer maximum and the incremental warming criteria at the edge of the chronic mixing zone during critical conditions. No reasonable potential exists to exceed the temperature criterion where: (Criterion + 0.3) > [Criterion + (Teffluent95 – Criterion)/DF]. (13 + 0.3) > (13 + (25– 13)/781). Therefore, the proposed permit does not include a temperature limit. Ecology will reevaluate the reasonable potential during the next permit renewal. H. Human Health Washington’s water quality standards include 91 numeric human health-based criteria that Ecology must consider when writing NPDES permits. These criteria were established in 1992 by the U.S. EPA in its National Toxics Rule (40 CFR 131.36). The National Toxics Rule allows states to use mixing zones to evaluate whether discharges comply with human health criteria. Ecology determined the applicant's discharge is unlikely to contain chemicals regulated to protect human health, and does not contain chemicals of concern based on existing effluent data or knowledge of discharges to the wastewater treatment system. Ecology will reevaluate this discharge for impacts to human health at the next permit reissuance. I. Sediment Quality The aquatic sediment standards (chapter 173-204 WAC) protect aquatic biota and human health. Under these standards Ecology may require a facility to evaluate the potential for its discharge to cause a violation of sediment standards (WAC 173-204-400). You can obtain additional information about sediments at the Aquatic Lands Cleanup Unit website. http://www.ecy.wa.gov/programs/tcp/smu/sediment.html Given the plans to replace the outfall and through a review of the discharger characteristics and of the effluent characteristics, Ecology determined that this discharge has no reasonable potential to violate the sediment management standards. FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 23 J. Whole Effluent Toxicity The water quality standards for surface waters forbid discharge of effluent that has the potential to cause toxic effects in the receiving waters. Many toxic pollutants cannot be measured by commonly available detection methods. However, laboratory tests can measure toxicity directly by exposing living organisms to the wastewater and measuring their responses. These tests measure the aggregate toxicity of the whole effluent, so this approach is called whole effluent toxicity (WET) testing. Some WET tests measure acute toxicity and other WET tests measure chronic toxicity. • Acute toxicity tests measure mortality as the significant response to the toxicity of the effluent. Dischargers who monitor their wastewater with acute toxicity tests find early indications of any potential lethal effect of the effluent on organisms in the receiving water. • Chronic toxicity tests measure various sublethal toxic responses, such as reduced growth or reproduction. Chronic toxicity tests often involve either a complete life cycle test on an organism with an extremely short life cycle, or a partial life cycle test during a critical stage of a test organism's life. Some chronic toxicity tests also measure organism survival. Laboratories accredited by Ecology for WET testing know how to use the proper WET testing protocols, fulfill the data requirements, and submit results in the correct reporting format. Accredited laboratory staff knows about WET testing and how to calculate an NOEC, LC50, EC50, IC25, etc. Ecology gives all accredited labs the most recent version of Ecology Publication No. WQ-R-95-80, Laboratory Guidance and Whole Effluent Toxicity Test Review Criteria (https://fortress.wa.gov/ecy/publications/SummaryPages/9580.html), which is referenced in the permit. Ecology recommends that the City of Port Townsend send a copy of the acute or chronic toxicity sections(s) of its NPDES permit to the laboratory. WET testing conducted during effluent characterization showed no reasonable potential for effluent discharges to cause receiving water acute toxicity. The proposed permit will not include an acute WET limit. The city of Port Townsend must retest the effluent before submitting an application for permit renewal. • If this facility makes process or material changes which, in Ecology's opinion, increase the potential for effluent toxicity, then Ecology may (in a regulatory order, by permit modification, or in the permit renewal) require the facility to conduct additional effluent characterization. The city of Port Townsend may demonstrate to Ecology that effluent toxicity has not increased by performing additional WET testing and/or chemical analyses after the process or material changes have been made. Ecology recommends that the Permittee check with it first to make sure that Ecology will consider the demonstration adequate to support a decision to not require an additional effluent characterization. • If WET testing conducted for submittal with a permit application fails to meet the performance standards in WAC 173-205-020, Ecology will assume that effluent toxicity has increased. FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 24 WET testing conducted during effluent characterization showed no reasonable potential for effluent discharges to cause receiving water chronic toxicity. The proposed permit will not include a chronic WET limit. The City of Port Townsend must retest the effluent before submitting an application for permit renewal. • If this facility makes process or material changes which, in Ecology's opinion, increase the potential for effluent toxicity, then Ecology may (in a regulatory order, by permit modification, or in the permit renewal) require the facility to conduct additional effluent characterization • If WET testing conducted for submittal with a permit application fails to meet the performance standards in WAC 173-205-020, Ecology will assume that effluent toxicity has increased. The City of Port Townsend may demonstrate to Ecology that effluent toxicity has not increased by performing additional WET testing after the process or material changes have been made. K. Groundwater Quality Limits The groundwater quality standards (chapter 173-200 WAC) protect beneficial uses of groundwater. Permits issued by Ecology must not allow violations of those standards (WAC 173-200-100). The city of Port Townsend does not discharge wastewater to the ground. No permit limits are required to protect groundwater. L. Comparison of Effluent Limits with the Previous Permit Modified on October 12, 2011 Table 13 - Comparison of Previous and Proposed Effluent Limits Previous Effluent Limits: Outfall # 001 Proposed Effluent Limits: Outfall # 001 Parameter Basis of Limit Average Monthly Average Weekly Average Monthly Average Weekly BOD5 Technology 30 mg/L, 513 lbs/day, & 85% removal 45 mg/L & 769 lbs/day 30 mg/L, 513 lbs/day, & 85% removal 45 mg/L & 769 lbs/day TSS Technology 30 mg/L, 513 lbs/day, & 85% removal 45 mg/L & 769 lbs/day 30 mg/L, 513 lbs/day, & 85% removal 45 mg/L & 769 lbs/day Total Residual Chlorine Technology NA NA 0.5 mg/K 0.75 mg/L FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 25 Parameter Monthly Geometric Mean Limit Weekly Geometric Mean Limit Monthly Geometric Mean Limit Weekly Geometric Mean Limit Fecal Coliform Bacteria Technology 200/100 mL 400/100 mL 200/100 mL 400/100 mL Parameter Limit Limit pH Technology Daily minimum is equal to or greater than 6.0 and the daily maximum is less than or equal to 9.0 Minimum is 6.0 Maximum is 9.0 IV. MONITORING REQUIREMENTS Ecology requires monitoring, recording, and reporting (WAC 173-220-210 and 40 CFR 122.41) to verify that the treatment process is functioning correctly and that the discharge complies with the permit’s effluent limits. If a facility uses a contract laboratory to monitor wastewater, it must ensure that the laboratory uses the methods and meets or exceeds the method detection levels required by the permit. The permit describes when facilities may use alternative methods. It also describes what to do in certain situations when the laboratory encounters matrix effects. When a facility uses an alternative method as allowed by the permit, it must report the test method, Detection Level (DL), and Quantitation Level (QL) on the DMR or in the required report. A. Wastewater Monitoring The monitoring schedule is detailed in the proposed permit under Special Condition S2. Specified monitoring frequencies take into account the quantity and variability of the discharge, the treatment method, past compliance, significance of pollutants, and cost of monitoring. The required monitoring frequency is consistent with agency guidance given in the current version of Ecology’s Permit Writer's Manual (Publication Number 92-09) for oxidation ditches. Ecology had included some additional monitoring of nutrients in the previous permit to establish a baseline for this discharger. It will use this data in the future as it develops TMDLs for dissolved oxygen and establishes WLAs for nutrients. Monitoring of sludge quantity and quality is necessary to determine the appropriate uses of the sludge. Biosolids monitoring is required by the current state and local solid waste management program and also by EPA under 40 CFR 503. B. Lab Accreditation Ecology requires that facilities must use a laboratory registered or accredited under the provisions of chapter 173-50 WAC, Accreditation of Environmental Laboratories, to prepare all monitoring data (with the exception of certain parameters). Ecology accredited the laboratory at this facility for: FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 26 Table 14 - Accredited Parameters Parameter Name Category Method Name Matrix Description TSS General Chemistry SM 2540 D-97 Non-Potable Water Total Residual Chlorine General Chemistry SM 4500-Cl G-00 Non-Potable Water pH General Chemistry SM 4500-H+ B-00 Non-Potable Water Dissolved Oxygen General Chemistry SM 4500-O G-01 Non-Potable Water BOD5 General Chemistry SM 5210 B-01 Non-Potable Water Fecal Coliform Microbiology SM 9222 D (m- FC)-97 Non-Potable Water C. Effluent Limits which are Near Detection or Quantitation Levels The Method Detection Level (MDL) also known as DL is the minimum concentration of a pollutant that a laboratory can measure and report with a 99 percent confidence that its concentration is greater than zero (as determined by a specific laboratory method). The QL is the level at which a laboratory can reliably report concentrations with a specified level of error. Estimated concentrations are the values between the DL and the QL. Ecology requires permitted facilities to report estimated concentrations. When reporting maximum daily effluent concentrations, Ecology requires the facility to report “less than X” where X is the required detection level if the measured effluent concentration falls below the detection level. V. OTHER PERMIT CONDITIONS A. Reporting and Record Keeping Ecology based Special Condition S3 on its authority to specify any appropriate reporting and record keeping requirements to prevent and control waste discharges (WAC 173-220-210). B. Prevention of Facility Overloading Overloading of the treatment plant is a violation of the terms and conditions of the permit. To prevent this from occurring, RCW 90.48.110 and WAC 173-220-150 requires the City of Port Townsend to: • Take the actions detailed in proposed permit Special Condition S.4. • Design and construct expansions or modifications before the treatment plant reaches existing capacity. • Report and correct conditions that could result in new or increased discharges of pollutants. Special Condition S4 restricts the amount of flow. FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 27 If a municipality intends to apply for Ecology-administered funding for the design or construction of a facility project, the plan must meet the standard of a “Facility Plan”, as defined in WAC 173 - 98-030. A complete “Facility Plan” includes all elements of an “Engineering Report” along with State Environmental Review Process (SERP) documentation to demonstrate compliance with 40 CFR 35.3140 and 40 CFR 35.3145, and a cost effectiveness analysis as required by WAC 173- 98-730. The municipality should contact Ecology’s regional office as early as practical before planning a project that may include Ecology-administered funding. C. Operation and Maintenance The proposed permit contains Special Condition S.5 as authorized under RCW 90.48.110, WAC 173-220-150, chapter 173-230 WAC, and WAC 173-240-080. Ecology included it to ensure proper operation and regular maintenance of equipment, and to ensure that the city of Port Townsend takes adequate safeguards so that it uses constructed facilities to their optimum potential in terms of pollutant capture and treatment. D. Pretreatment Duty to Enforce Discharge Prohibitions This provision prohibits the Publicly Owned Treatment Works (POTW) from authorizing or permitting an industrial discharger to discharge certain types of waste into the sanitary sewer. • The first section of the pretreatment requirements prohibits the POTW from accepting pollutants which causes “pass-through” or “interference”. This general prohibition is from 40 CFR §403.5(a). Appendix C of this fact sheet defines these terms. • The second section reinforces a number of specific state and federal pretreatment prohibitions found in WAC 173-216-060 and 40 CFR §403.5(b). These reinforce that the POTW may not accept certain wastes, which: 1. Are prohibited due to dangerous waste rules 2. Are explosive or flammable 3. Have too high or low of a pH (too corrosive, acidic or basic) 4. May cause a blockage such as grease, sand, rocks, or viscous materials 5. Are hot enough to cause a problem 6. Are of sufficient strength or volume to interfere with treatment 7. Contain too much petroleum-based oils, mineral oil, or cutting fluid 8. Create noxious or toxic gases at any point FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 28 40 CFR Part 403 contains the regulatory basis for these prohibitions, with the exception of the pH provisions which are based on WAC 173-216-060. • The third section of pretreatment conditions reflects state prohibitions on the POTW accepting certain types of discharges unless the discharge has received prior written authorization from Ecology. These discharges include: 1. Cooling water in significant volumes 2. Stormwater and other direct inflow sources 3. Wastewaters significantly affecting system hydraulic loading, which do not require treatment Federal and State Pretreatment Program Requirements Ecology administers the Pretreatment Program under the terms of the addendum to the “Memorandum of Understanding between Washington Department of Ecology and the United States Environmental Protection Agency, Region 10” (1986) and 40 CFR, part 403. Under this delegation of authority, Ecology issues wastewater discharge permits for significant industrial users (SIUs) discharging to POTWs which have not been delegated authority to issue wastewater discharge permits. Ecology must approve, condition, or deny new discharges or a significant increase in the discharge for existing significant industrial users (SIUs) [40 CFR 403.8 (f)(1)(i) and(iii)]. Industrial dischargers must obtain a permit from Ecology before discharging waste to the city of Port Townsend WWTP [WAC 173-216-110(5)]. Industries discharging wastewater that is similar in character to domestic wastewater do not require a permit. Routine Identification and Reporting of Industrial Users The permit requires non-delegated POTWs to take “continuous, routine measures to identify all existing, new, and proposed significant industrial users (SIUs) and potential significant industrial users (PSIUs)” discharging to their sewer system. Examples of such routine measures include regular review of water and sewer billing records; business license and building permit applications, advertisements, and personal reconnaissance. System maintenance personnel should be trained on what to look for so they can identify and report new industrial dischargers in the course of performing their jobs. The POTW may not allow SIUs to discharge prior to receiving a permit, and must notify all industrial dischargers (significant or not) in writing of their responsibility to apply for a State Waste Discharge Permit. The POTW must send a copy of this notification to Ecology. Requirements for Performing an Industrial User Survey This POTW has the potential to serve significant industrial or commercial users and must conduct an Industrial User (IU) survey. The purpose of the IU Survey is to identify all facilities that may be subject to pretreatment standards or requirements so that Ecology can take appropriate measures to control these discharges. The POTW should identify each such user, and require them to apply for a permit before allowing their discharge to the POTW to commence. For SIUs, the POTW must require they actually are issued a FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 29 permit prior to accepting their discharge. The steps the POTW must document in th eir IU Survey submittal include: 1. The POTW must develop a master list of businesses that may be subject to pretreatment standards and requirements and show their disposition. This list must be based on several sources of information including business licenses, and water and sewer billing records. 2. The POTW must canvas all the potential sources, having them either complete a survey form or ruling them out by confirming they only generate domestic wastewater. 3. The POTW must develop a list of the SIUs and potential SIUs in all areas served by the POTW. The list must contain sufficient information on each to allow Ecology to decide which discharges merit further controls such as a state waste discharge permit. Ecology describes the information needed in IU Survey submittals to allow Ecology to make permitting decision in the manual “Performing an Industrial User Survey”. Properly completing an Industrial User Survey helps Ecology control discharges that may otherwise harm the POTW including its collection system, processes, and receiving waters. Where surveys are incomplete, Ecology may take such enforcement as appropriate and/or require the POTW to develop a fully delegated pretreatment program. The proposed permit requires the city of Port Townsend to conduct an industrial user survey to determine the extent of compliance of all industrial users of the sanitary sewer and wastewater treatment facility with federal pretreatment regulations [40 CFR Part 403 and Sections 307(b) and 308 of the Clean Water Act)], with state regulations (chapter 90.48 RCW and chapter 173-216 WAC), and with local ordinances. E. Solid Wastes To prevent water quality problems the facility is required in permit Special Condition S7 to store and handle all residual solids (grit, screenings, scum, sludge, and other solid waste) in accordance with the requirements of RCW 90.48.080 and state water quality standards. The final use and disposal of sewage sludge from this facility is regul ated by U.S. EPA under 40 CFR 503, and by Ecology under chapter 70.95J RCW, chapter 173-308 WAC “Biosolids Management,” and chapter 173-350 WAC “Solid Waste Handling Standards.” The disposal of other solid waste is under the jurisdiction of the Jefferson County Health Department. Requirements for monitoring sewage sludge and record keeping are included in this permit. Ecology will use this information, required under 40 CFR 503, to develop or update local limits. F. Engineering Documents The proposed permit includes a schedule for completion and submittal of engineering documents for outfall replacement. The city of Port Townsend had submitted a 2009 Facility Plan Amendment that selected a shorter outfall than the existing outfall as the preferred altern ative for outfall replacement. State agencies did not feel the plan considered impacts to marine vegetation FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 30 or shellfish resources. The feasibility of using reclaimed water should have also been discussed. A new plan needs to be developed that addresses stated concerns and allows the outfall replacement to move forward. G. General Conditions Ecology bases the standardized General Conditions on state and federal law and regulations. They are included in all individual domestic wastewater NPDES permits issued by Ecology. VI. PERMIT ISSUANCE PROCEDURES A. Permit Modifications Ecology may modify this permit to impose numerical limits, if necessary to comply with water quality standards for surface waters, with sediment quality standards, or with water quality standards for groundwaters, based on new information from sources such as inspections, effluent monitoring, outfall studies, and effluent mixing studies. Ecology may also modify this permit to comply with new or amended state or federal regulations. B. Proposed Permit Issuance This proposed permit meets all statutory requirements for Ecology to authorize a wastewater discharge. The permit includes limits and conditions to protect human health and aquatic life, and the beneficial uses of waters of the state of Washington. Ecology proposes to issue this permit for a term of five years. VII. REFERENCES FOR TEXT AND APPENDICES CH2MHILL 2009. Facility Plan Amendment to the City of Port Townsend’s 2000 Wastewater Facilities Plan for a New Off-Shore Outfall. Environmental Protection Agency (EPA) 1992. National Toxics Rule. Federal Register, V. 57, No. 246, Tuesday, December 22, 1992. 1991. Technical Support Document for Water Quality-based Toxics Control. EPA/505/2-90-001. 1988. Technical Guidance on Supplementary Stream Design Conditions for Steady State Modeling. USEPA Office of Water, Washington, D.C. 1985. Water Quality Assessment: A Screening Procedure for Toxic and Conventional Pollutants in Surface and Ground Water. EPA/600/6-85/002a. 1983. Water Quality Standards Handbook. USEPA Office of Water, Washington, D.C. Gray & Osborne, Inc. 2000. City of Port Townsend Wastewater Facilities Plan FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 31 Moran, Bridget and Birch, Peter 2010. Letter to David Timmons, City of Port Townsend City Manager. Subject: Port Townsend Sewage Outfall Replacement. Tsivoglou, E.C., and J.R. Wallace. 1972. Characterization of Stream Reaeration Capacity. EPA-R3-72-012. (Cited in EPA 1985 op.cit.) Washington State Department of Ecology. December 2011. Permit Writer’s Manual. Publication Number 92-109 (https://fortress.wa.gov/ecy/publications/SummaryPages/92109.html) September 2011. Water Quality Program Guidance Manual – Supplemental Guidance on Implementing Tier II Antidegradation. Publication Number 11-10-073 (https://fortress.wa.gov/ecy/publications/summarypages/1110073.html) October 2010 (revised). Water Quality Program Guidance Manual – Procedures to Implement the State’s Temperature Standards through NPDES Permits. Publication Number 06-10-100 (https://fortress.wa.gov/ecy/publications/summarypages/0610100.html) Laws and Regulations (http://www.ecy.wa.gov/laws-rules/index.html) Permit and Wastewater Related Information (http://www.ecy.wa.gov/programs/wq/permits/guidance.html) Water Pollution Control Federation. 1976. Chlorination of Wastewater. Wright, R.M., and A.J. McDonnell. 1979. In-stream Deoxygenation Rate Prediction. Journal Environmental Engineering Division, ASCE. 105(EE2). (Cited in EPA 1985 op.cit.) FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 32 APPENDIX A--PUBLIC INVOLVEMENT INFORMATION Ecology proposes to reissue a permit to the city of Port Townsend Wastewater Treatment Plant. The permit includes wastewater discharge limits and other conditions. This fact sheet describes the facility and Ecology’s reasons for requiring permit conditions. Ecology placed a Public Notice of Application on June 12, 2013; June 19, 2013; June 11, 2014; and June 18, 2014, in the Port Townsend Leader to inform the public about the submitted application and to invite comment on the reissuance of this permit. Ecology will place a Public Notice of Draft on July 29, 2015, in the Port Townsend Leader to inform the public and to invite comment on the proposed draft National Pollutant Discharge Elimination System permit and fact sheet. The notice: • Tells where copies of the draft permit and fact sheet are available for public evaluation (a local public library, the closest regional or field office, posted on our website). • Offers to provide the documents in an alternate format to accommodate special needs. • Asks people to tell us how well the proposed permit would protect the receiving water. • Invites people to suggest fairer conditions, limits, and requirements for the permit. • Invites comments on Ecology’s determination of compliance with antidegradation rules. • Urges people to submit their comments, in writing, before the end of the comment period. • Tells how to request a public hearing about the proposed NPDES permit. • Explains the next step(s) in the permitting process. Ecology has published a document entitled Frequently Asked Questions about Effective Public Commenting, which is available on our website at https://fortress.wa.gov/ecy/publications/SummaryPages/0307023.html. You may obtain further information from Ecology by telephone, 360-407-6278, by email at carey.cholski@ecy.wa.gov, or by writing to the address listed below. Water Quality Permit Coordinator Department of Ecology Southwest Regional Office P.O. Box 47775 Olympia, WA 98504-7775 The primary author of this permit and fact sheet is Dave Dougherty. FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 33 APPENDIX B --YOUR RIGHT TO APPEAL You have a right to appeal this permit to the Pollution Control Hearing Board (PCHB) within 30 days of the date of receipt of the final permit. The appeal process is governed by chapter 43.21B RCW and chapter 371-08 WAC. “Date of receipt” is defined in RCW 43.21B.001(2) (see glossary). To appeal you must do the following within 30 days of the date of receipt of this permit:  File your appeal and a copy of this permit with the PCHB (see addresses below). Filing means actual receipt by the PCHB during regular business hours.  Serve a copy of your appeal and this permit on Ecology in paper form - by mail or in person. (See addresses below.) E-mail is not accepted. You must also comply with other applicable requirements in chapter 43.21B RCW and chapter 371-08 WAC. ADDRESS AND LOCATION INFORMATION Street Addresses Mailing Addresses Department of Ecology Attn: Appeals Processing Desk 300 Desmond Drive Southeast Lacey, WA 98503 Department of Ecology Attn: Appeals Processing Desk P.O. Box 47608 Olympia, WA 98504-7608 Pollution Control Hearings Board 1111 Israel Road Southwest, Suite 301 Tumwater, WA 98501 Pollution Control Hearings Board PO Box 40903 Olympia, WA 98504-0903 FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 34 APPENDIX C--GLOSSARY 1-DMax or 1-day Maximum Temperature -- The highest water temperature reached on any given day. This measure can be obtained using calibrated maximum/minimum thermometers or continuous monitoring probes having sampling intervals of thirty minutes or less. 7-DADMax or 7-day Average Of The Daily Maximum Temperatures -- The arithmetic average of seven consecutive measures of daily maximum temperatures. The 7-DADMax for any individual day is calculated by averaging that day's daily maximum temperature with the daily maximum temperatures of the three days prior and the three days after that date. Acute Toxicity --The lethal effect of a compound on an organism that occurs in a short time period, usually 48 to 96 hours. AKART -- The acronym for “all known, available, and reasonable methods of prevention, control and treatment.” AKART is a technology-based approach to limiting pollutants from wastewater discharges, which requires an engineering judgment and an economic judgment. AKART must be applied to all wastes and contaminants prior to entry into waters of the state in accordance with RCW 90.48.010 and 520, WAC 173-200-030(2)(c)(ii), and WAC 173-216-110(1)(a). Alternate Point of Compliance -- An alternative location in the ground water from the point of compliance where compliance with the ground water standards is measured. It may be established in the ground water at locations some distance from the discharge source, up to, but not exceeding the property boundary and is determined on a site specific basis following an AKART analysis. An “early warning value” must be used when an alternate point is established. An alternate point of compliance must be determined and approved in accordance with WAC 173-200-060(2). Ambient Water Quality -- The existing environmental condition of the water in a receiving water body. Ammonia -- Ammonia is produced by the breakdown of nitrogenous materials in wastewater. Ammonia is toxic to aquatic organisms, exerts an oxygen demand, and contributes to eutrophication. It also increases the amount of chlorine needed to disinfect wastewater. Annual Average Design Flow (AADF -- average of the daily flow volumes anticipated to occur over a calendar year. Average Monthly Discharge Limit -- The average of the measured values obtained over a calendar month's time. Background Water Quality -- The concentrations of chemical, physical, biological or radiological constituents or other characteristics in or of ground water at a particular point in time upgradient of an activity that has not been affected by that activity, [WAC 173-200-020(3)]. Background water quality for any parameter is statistically defined as the 95 percent upper tolerance interval with a 95 percent confidence based on at least eight hydraulically upgradient water quality samples. The eight samples are collected over a period of at least one year, with no more than one sample collected during any month in a single calendar year. Best Management Practices (BMPs) -- Schedules of activities, prohibitions of practices, maintenance procedures, and other physical, structural and/or managerial practices to prevent or reduce the pollution of waters of the state. BMPs include treatment systems, operating procedures, and FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 35 practices to control: plant site runoff, spillage or leaks, sludge or waste disposal, or drainage from raw material storage. BMPs may be further categorized as operational, source control, erosion and sediment control, and treatment BMPs. BOD5 -- Determining the five-day Biochemical Oxygen Demand of an effluent is an indirect way of measuring the quantity of organic material present in an effluent that is utilized by bacteria. The BOD5 is used in modeling to measure the reduction of dissolved oxygen in receiving waters after effluent is discharged. Stress caused by reduced dissolved oxygen levels makes organisms less competitive and less able to sustain their species in the aquatic environment. Although BOD 5 is not a specific compound, it is defined as a conventional pollutant under the federal Clean Water Act. Bypass -- The intentional diversion of waste streams from any portion of a treatment facility. Categorical Pretreatment Standards -- National pretreatment standards specifying quantities or concentrations of pollutants or pollutant properties, which may be discharged to a POTW by existing or new industrial users in specific industrial subcategories. Chlorine -- A chemical used to disinfect wastewaters of pathogens harmful to human health. It is also extremely toxic to aquatic life. Chronic Toxicity -- The effect of a compound on an organism over a relatively long time, often 1/10 of an organism's lifespan or more. Chronic toxicity can measure survival, reproduction or growth rates, or other parameters to measure the toxic effects of a compound or combination of compounds. Clean Water Act (CWA -- The federal Water Pollution Control Act enacted by Public Law 92-500, as amended by Public Laws 95-217, 95-576, 96-483, 97-117; USC 1251 et seq. Compliance Inspection-Without Sampling -- A site visit for the purpose of determining the compliance of a facility with the terms and conditions of its permit or with applicable statutes and regulations. Compliance Inspection-With Sampling -- A site visit for the purpose of determining the compliance of a facility with the terms and conditions of its permit or with applicable statutes and regulations. In addition it includes as a minimum, sampling and analysis for all parameters with limits in the permit to ascertain compliance with those limits; and, for municipal facilities, sampling of influent to ascertain compliance with the 85 percent removal requirement. Ecology may conduct additional sampling. Composite Sample -- A mixture of grab samples collected at the same sampling point at different times, formed either by continuous sampling or by mixing discrete samples. May be "time-composite" (collected at constant time intervals) or "flow-proportional" (collected either as a constant sample volume at time intervals proportional to stream flow, or collected by increasing the volume of each aliquot as the flow increased while maintaining a constant time interval between the aliquots). Construction Activity -- Clearing, grading, excavation, and any other activity, which disturbs the surface of the land. Such activities may include road building; construction of residential houses, office buildings, or industrial buildings; and demolition activity. FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 36 Continuous Monitoring -- Uninterrupted, unless otherwise noted in the permit. Critical Condition -- The time during which the combination of receiving water and waste discharge conditions have the highest potential for causing toxicity in the receiving water environment. This situation usually occurs when the flow within a water body is low, thus, its ability to dilute effluent is reduced. Date of Receipt – This is defined in RCW 43.21B.001(2) as five business days after the date of mailing; or the date of actual receipt, when the actual receipt date can be proven by a preponderance of the evidence. The recipient's sworn affidavit or declaration indicating the date of receipt, which is unchallenged by the agency, constitutes sufficient evidence of actual receipt. The date of actual receipt, however, may not exceed 45 days from the date of mailing. Detection Limit -- See Method Detection Level. Dilution Factor (DF) -- A measure of the amount of mixing of effluent and receiving water that occurs at the boundary of the mixing zone. Expressed as the inverse of the percent effluent fraction, for example, a dilution factor of 10 means the effluent comprises 10 percent by volume and the receiving water 90 percent. Distribution Uniformity -- The uniformity of infiltration (or application in the case of sprinkle or trickle irrigation) throughout the field expressed as a percent relating to the average depth infiltrated in the lowest one-quarter of the area to the average depth of water infiltrated. Early Warning Value -- The concentration of a pollutant set in accordance with WAC 173-200-070 that is a percentage of an enforcement limit. It may be established in the effluent, ground water, surface water, the vadose zone or within the treatment process. This value acts as a trigger to detect and respond to increasing contaminant concentrations prior to the degradation of a beneficial use. Enforcement Limit -- The concentration assigned to a contaminant in the ground water at the point of compliance for the purpose of regulation, [WAC 173-200-020(11)]. This limit assures that a ground water criterion will not be exceeded and that background water quality will be protected. Engineering Report -- A document that thoroughly examines the engineering and administrative aspects of a particular domestic or industrial wastewater facility. The report must contain the appropriate information required in WAC 173-240-060 or 173-240-130. Fecal Coliform Bacteria -- Fecal coliform bacteria are used as indicators of pathogenic bacteria in the effluent that are harmful to humans. Pathogenic bacteria in wastewater discharges are contr olled by disinfecting the wastewater. The presence of high numbers of fecal coliform bacteria in a water body can indicate the recent release of untreated wastewater and/or the presence of animal feces. Grab Sample -- A single sample or measurement taken at a specific time or over as short a period of time as is feasible. Groundwater -- Water in a saturated zone or stratum beneath the surface of land or below a surface water body. FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 37 Industrial User -- A discharger of wastewater to the sanitary sewer that is not sanitary wastewater or is not equivalent to sanitary wastewater in character. Industrial Wastewater -- Water or liquid-carried waste from industrial or commercial processes, as distinct from domestic wastewater. These wastes may result from any proces s or activity of industry, manufacture, trade or business; from the development of any natural resource; or from animal operations such as feed lots, poultry houses, or dairies. The term includes contaminated storm water and, also, leachate from solid waste facilities. Interference -- A discharge which, alone or in conjunction with a discharge or discharges from other sources, both:  Inhibits or disrupts the POTW, its treatment processes or operations, or its sludge processes, use or disposal; and  Therefore is a cause of a violation of any requirement of the POTW's NPDES permit (including an increase in the magnitude or duration of a violation) or of the prevention of sewage sludge use or disposal in compliance with the following statutory provisions and regulations or permits issued thereunder (or more stringent State or local regulations): Section 405 of the Clean Water Act, the Solid Waste Disposal Act (SWDA) (including title II, more commonly referred to as the Resource Conservation and Recovery Act (RCRA), and including State regulations contained in any State sludge management plan prepared pursuant to subtitle D of the SWDA), sludge regulations appearing in 40 CFR Part 507, the Clean Air Act, the Toxic Substances Control Act, and the Marine Protection, Research and Sanctuaries Act. Local Limits -- Specific prohibitions or limits on pollutants or pollutant parameters developed by a POTW. Major Facility -- A facility discharging to surface water with an EPA rating score of > 80 points based on such factors as flow volume, toxic pollutant potential, and public health impact. Maximum Daily Discharge Limit -- The highest allowable daily discharge of a pollutant measured during a calendar day or any 24-hour period that reasonably represents the calendar day for purposes of sampling. The daily discharge is calculated as the average measurement of the pollutant over the day. Maximum Day Design Flow (MDDF) -- The largest volume of flow anticipated to occur during a one- day period, expressed as a daily average. Maximum Month Design Flow (MMDF) -- The largest volume of flow anticipated to occur during a continuous 30-day period, expressed as a daily average. Maximum Week Design Flow (MWDF) -- The largest volume of flow anticipated to occur during a continuous seven-day period, expressed as a daily average. Method Detection Level (MDL) -- The minimum concentration of a substance that can be measured and reported with 99 percent confidence that the pollutant concentration is above zero and is determined from analysis of a sample in a given matrix containing the pollutant. FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 38 Minor Facility -- A facility discharging to surface water with an EPA rating score of < 80 points based on such factors as flow volume, toxic pollutant potential, and public health impact. Mixing Zone -- An area that surrounds an effluent discharge within which water quality criteria may be exceeded. The permit specifies the area of the authorized mixing zone that Ecology defines following procedures outlined in state regulations (chapter 173-201A WAC). National Pollutant Discharge Elimination System (NPDES) -- The NPDES (Section 402 of the Clean Water Act) is the federal wastewater permitting system for discharges to navigable waters of the United States. Many states, including the state of Washington, have been delegated the authority to issue these permits. NPDES permits issued by Washington State permit writers are joint NPDES/State permits issued under both state and federal laws. pH -- The pH of a liquid measures its acidity or alkalinity. It is the negative logarithm of the hydrogen ion concentration. A pH of 7.0 is defined as neutral and large variations above or below this value are considered harmful to most aquatic life. Pass-through -- A discharge which exits the POTW into waters of the State in quantities or concentrations which, alone or in conjunction with a discharge or discharges from other sources, is a cause of a violation of any requirement of the POTW's NPDES permit (including an increase in the magnitude or duration of a violation), or which is a cause of a violation of State water quality standards. Peak Hour Design Flow (PHDF) -- The largest volume of flow anticipated to occur during a one-hour period, expressed as a daily or hourly average. Peak Instantaneous Design Flow (PIDF) -- The maximum anticipated instantaneous flow. Point of Compliance -- The location in the ground water where the enforcement limit must not be exceeded and a facility must comply with the Ground Water Quality Standards. Ecology determines this limit on a site-specific basis. Ecology locates the point of compliance in the ground water as near and directly downgradient from the pollutant source as technically, hydrogeologically, and geographically feasible, unless it approves an alternative point of compliance. Potential Significant Industrial User (PSIU) --A potential significant industrial user is defined as an Industrial User that does not meet the criteria for a Significant Industrial User, but which discharges wastewater meeting one or more of the following criteria: a. Exceeds 0.5 percent of treatment plant design capacity criteria and discharges <25,000 gallons per day or; b. Is a member of a group of similar industrial users which, taken together, have the potential to cause pass through or interference at the POTW (e.g. facilities which develop photographic film or paper, and car washes). Ecology may determine that a discharger initially classified as a potential significant industrial user should be managed as a significant industrial user. Quantitation Level (QL) -- Also known as Minimum Level of Quantitation (ML) – The lowest level at which the entire analytical system must give a recognizable signal and acceptable calibration FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 39 point for the analyte. It is equivalent to the concentration of the lowest calibration standard, assuming that the lab has used all method-specified sample weights, volumes, and cleanup procedures. The QL is calculated by multiplying the MDL by 3.18 and rounding the result to the number nearest to (1, 2, or 5) x 10n, where n is an integer (64 FR 30417). ALSO GIVEN AS: The smallest detectable concentration of analyte greater than the Detection Limit (DL) where the accuracy (precision & bias) achieves the objectives of the intended purpose. (Report of the Federal Advisory Committee on Detection and Quantitation Approaches and Uses in Clean Water Act Programs Submitted to the US Environmental Protection Agency December 2007). Reasonable Potential -- A reasonable potential to cause a water quality violation, or loss of sensitive and/or important habitat. Responsible Corporate Officer -- A president, secretary, treasurer, or vice-president of the corporation in charge of a principal business function, or any other person who performs similar policy- or decision-making functions for the corporation, or the manager of one or more manufacturing, production, or operating facilities employing more than 250 persons or have gross annual sales or expenditures exceeding $25 million (in second quarter 1980 dollars), if authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures (40 CFR 122.22). Significant Industrial User (SIU) -- a. All industrial users subject to Categorical Pretreatment Standards under 40 CFR 403.6 and 40 CFR Chapter I, Subchapter N; and b. Any other industrial user that: discharges an average of 25,000 gallons per day or more of process wastewater to the POTW (excluding sanitary, noncontact cooling, and boiler blow-down wastewater); contributes a process wastestream that makes up 5 percent or more of the average dry weather hydraulic or organic capacity of the POTW treatment plant; or is designated as such by the Control Authority* on the basis that the industrial user has a reasonable potential for adversely affecting the POTW's operation or for violating any pretreatment standard or requirement [in accordance with 40 CFR 403.8(f)(6)]. Upon finding that the industrial user meeting the criteria in paragraph 2, above, has no reasonable potential for adversely affecting the POTW's operation or for violating any pretreatment standard or requirement, the Control Authority* may at any time, on its own initiative or in response to a petition received from an industrial user or POTW, and in accordance with 40 CFR 403.8(f)(6), determine that such industrial user is not a significant industrial user. *The term "Control Authority" refers to the Washington State Department of Ecology in the case of non-delegated POTWs or to the POTW in the case of delegated POTWs. Slug Discharge -- Any discharge of a non-routine, episodic nature, including but not limited to an accidental spill or a non-customary batch discharge to the POTW. This may include any pollutant released at a flow rate that may cause interference or pass through with the POTW or in any way violate the permit conditions or the POTW’s regulations and local limits. Soil Scientist -- An individual who is registered as a Certified or Registered Professional Soil Scientist or as a Certified Professional Soil Specialist by the American Registry of Certified Professionals in FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 40 Agronomy, Crops, and Soils or by the National Society of Consulting Scientists or who has the credentials for membership. Minimum requirements for eligibility are: possession of a baccalaureate, masters, or doctorate degree from a U.S. or Canadian institution with a minimum of 30 semester hours or 45 quarter hours professional core courses in agronomy, crops or soils, and have five, three, or one years, respectively, of professional experience working in the area of agronomy, crops, or soils. Solid Waste -- All putrescible and non-putrescible solid and semisolid wastes including, but not limited to, garbage, rubbish, ashes, industrial wastes, swill, sewage sludge, demolition and construction wastes, abandoned vehicles or parts thereof, contaminated soils and contaminated dredged material, and recyclable materials. Soluble BOD5 -- Determining the soluble fraction of Biochemical Oxygen Demand of an effluent is an indirect way of measuring the quantity of soluble organic material present in an effluent that is utilized by bacteria. Although the soluble BOD5 test is not specifically described in Standard Methods, filtering the raw sample through at least a 1.2 um filter prior to running the standard BOD5 test is sufficient to remove the particulate organic fraction. State Waters -- Lakes, rivers, ponds, streams, inland waters, underground waters, salt waters, and all other surface waters and watercourses within the jurisdiction of the state of Washington. Stormwater--That portion of precipitation that does not naturally percolate into the ground or evaporate, but flows via overland flow, interflow, pipes, and other features of a storm water drainage system into a defined surface water body, or a constructed infiltration facility. Technology-Based Effluent Limit -- A permit limit based on the ability of a treatment method to reduce the pollutant. Total Coliform Bacteria--A microbiological test, which detects and enumerates the total coliform group of bacteria in water samples. Total Dissolved Solids--That portion of total solids in water or wastewater that passes through a specific filter. Total Suspended Solids (TSS) -- Total suspended solids is the particulate material in an effluent. Large quantities of TSS discharged to a receiving water may result in solids accumulation. Apart from any toxic effects attributable to substances leached out by water, suspended solids may kill fish, shellfish, and other aquatic organisms by causing abrasive injuries and by clogging the gills and respiratory passages of various aquatic fauna. Indirectly, suspended solids can screen out light and can promote and maintain the development of noxious conditions through oxygen depletion. Upset -- An exceptional incident in which there is unintentional and temporary noncompliance with technology-based permit effluent limits because of factors beyond the reasonable control of the Permittee. An upset does not include noncompliance to the extent caused by operational error, improperly designed treatment facilities, lack of preventative maintenance, or careless or improper operation. Water Quality-Based Effluent Limit -- A limit imposed on the concentration of an effluent parameter to prevent the concentration of that parameter from exceeding its water quality criterion after discharge into receiving waters. FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 41 APPENDIX D--TECHNICAL CALCULATIONS Several of the Excel® spreadsheet tools used to evaluate a discharger’s ability to meet Washington State water quality standards can be found in the PermitCalc workbook on Ecology’s webpage at: http://www.ecy.wa.gov/programs/wq/permits/guidance.html. Simple Mixing: Ecology uses simple mixing calculations to assess the impacts of certain conservative pollutants, such as the expected increase in fecal coliform bacteria at the edge of the chronic mixing zone boundary. Simple mixing uses a mass balance approach to proportionally distribute a pollutant load from a discharge into the authorized mixing zone. The approach assumes no decay or generation of the pollutant of concern within the mixing zone. The predicted concentration at the edge of a mixing zone (Cmz) is based on the following calculation: Cmz = 𝐶𝑎+(𝐶𝑒−𝐶𝑎) 𝐶𝐹 where : Ce = Effluent Concentration Ca = Ambient Concentration DF = Dilution Factor Reasonable Potential Analysis: The spreadsheets Input 2 – Reasonable Potential, and LimitCalc in Ecology’s PermitCalc Workbook determine reasonable potential (to violate the aquatic life and human health water quality standards) and calculate effluent limits. The process and formulas for determining reasonable potential and effluent limits in these spreadsheets are taken directly from the Technical Support Document for Water Quality-based Toxics Control, (EPA 505/2-90-001). The adjustment for autocorrelation is from EPA (1996a), and EPA (1996b). FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 42 APPENDIX E--RESPONSE TO COMMENTS A public comment period was held from July 29, 2015, to August 28, 2015. During the comment period, the following comments were received from Mr. Kenneth Clow, Public Works Director, City of Port Townsend (City). Comment 1: Special Condition S5 - Operation and Maintenance. The final sentence of the introductory paragraph – This provision of the permit requires the Permittee to operate backup or auxiliary facilities or similar systems only when the operation is necessary to achieve compliance with conditions of this permit – is unclear. We are not sure what this requirement allows or does not allow the Permittee to do. Please clarify what this means for the operation of our wastewater treatment and collection systems. Response 1: The sentence is part of the standard boilerplate language used for NPDES permits. The final sentence appears to clarify the first sentence of the same paragraph. The first sentence reads: The Permittee must at all times properly operate and maintain all facilities and systems of treatment and control (and related appurtenances), which are installed to achieve compliance with the terms and conditions of this permit. This first sentence could be construed as meaning even redundant backup or auxiliary systems would need to be operated at all times. The final sentence in question therefore clarifies that backup or auxiliary systems only need to operate as necessary. If the Permittee is still not sure how to apply this requirement, Ecology would be happy to discuss further the application to specific components of the wastewater treatment and collection systems. Comment 2: Special Condition S9 – Engineering Documents for Outfall Replacement – Concern with schedule. Currently, the City has identified this project in our six-year Capital Improvements Program (CIP) with engineering/design scheduled in 2019 and construction to begin in 2020. One reason for this schedule concerns the impact of the project cost on City utility ratep ayers. The City is preparing to break ground on a new water treatment facility mandated by federal and state regulations and a replacement for our 5 million gallon water storage reservoir. These new facilities are expected to cost in the neighborhood of $25 million to be paid for by the utility’s approximately 4700 water customers. New surcharges to pay for the water projects will nearly double the water charges paid by our customers. We are trying to avoid adding to the rates for sewer projects for as long as reasonably possible. With that in mind the City desires to maintain our current schedule of engineering/design completion in 2019 and construction initiation in 2020. Also the exact schedule for securing funding for this project has not been deve loped. Funding cycles for Public Works Trust Fund and other grant and loan programs need to be taken into account as the wastewater utility fund does not have sufficient cash on hand to fully pay for a project of this scope. We recognize that the proposed completion date for an approvable engineering report of December 31, 2018 (Special Condition S9.A) is not too far from the City’s current schedule. If this date remains in the permit the City requests that the submission date for approvable plans and specifications of June 30, 2019 (Special Condition S9.D) be extended by six months to December 31, 2019. Given the regulatory climate, intergovernmental/tribal coordination, and permitting FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 43 requirements for this type of project we believe that six months is n ot sufficient time to produce the project documents that would conform to the permit conditions as these conditions evolve throughout the design process. Response 2: Ecology changed the due date for plans and specifications in Special Condition S9.D to December 31, 2019, as requested. Ecology realizes it may take time to work through the permitting and funding issues associated with the outfall. Ecology would also be willing to help the Permittee with grant and loan programs. Ecology administers the Clean Water State Revolving Fund and the Centennial Clean Water Fund with application periods each fall. Funding for planning and design is available and can be applied for in the fall and then funds would become available the following July. The permit does not include a deadline for outfall construction, as Ecology understands that the schedule for final construction may depend on success in securing funding. Comment 3: Special Condition S9 – Engineering Documents for Outfall Replacement – Alternative Selection Criteria. Special Condition S9.A requires that the engineering report “shall describe the options for a new outfall and select an alternative that is an improvement over the present discharge location (emphasis added).” The City takes exception to the highlighted criteria. The project is being undertaken because the existing outfall is reaching the end of its useful life and is failing. We are not aware that the current location of the outfall is a problem. We recognize that the design of a new outfall is subject to a variety of factors – functional, environmental, and economic. The best alternative will meet the state and federal design requirements for outfall structures while minimizing the impacts to the surrounding environment and to the utility ratepayers. This portion of the condition should read “… and select an alternative that is an improvement over the present outfall.” Response 3: To be more consistent with Ecology’s authority and responsibility, the sentence was changed to “This report shall describe the options for a new outfall and select an outfall configuration that allows the Permittee to meet applicable State Water Quality Standards.” Some of the language for Special Condition S9 was taken from the February 22, 2010, joint letter from Washington State Department of Natural Resources (DNR) and the Department of Fish and Wildlife (DFW) to David Timmons of the city of Port Townsend. The conclusion to this letter states in part: “In order to protect marine vegetation and re-open North Beach to shellfish harvest, we believe that the outfall design needs to be located further offshore in deeper water.” The permit condition for an improvement over the present location was a paraphrase of the letter conclusion. While Ecology changed the permit to better reflect our issues, the Permittee needs to meet the requirements of all agencies, and should realize that some of the mitigation required for construction impacts may involve an ultimate outcome that is an improvement of the present condition. Comment 4: Given the scope and complexity of the outfall project from a technical, permitting, and funding perspective we believe that the best solution would be to remove Special Condition S9 from the FACT SHEET FOR CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT NPDES PERMIT NO. WA0037052 11/05/15 Page 44 permit completely and to address the Department of Ecology concerns with the outfall through a separate Administrative Order process. This would give the Department and the City sufficient time to work together to develop appropriate, realistic schedules and the project scope. Response 4: Ecology tried to develop Special Condition S9 as a reasonable schedule to complete outfall construction, taking into consideration the complexity of the outfall project. The schedule is also intended as a means to enforce the schedule that the Permittee already seemed to be on. Ecology’s interest is to see the outfall project that had started, then seemed to have stopped, get started again. At this point, an Adminstrive Order would be additional work and delay that would not seem to provide any benefit over the present permit condition. These were the only comments received during the 30-day public comment period. After the comment period closed, some comments from Richard A. Smith on behalf of Puget Soundkeeper Alliance were submitted. As these comments did not cause any changes to the permit or fact sheet, and were not submitted during the comment period, they were responded to in a separate letter. Appendix D PSNGP THIS PAGE INTENTIONALLY LEFT BLANK Puget Sound Nutrient General Permit Page 2 TABLE OF CONTENTS SUMMARY OF PERMIT REPORT SUBMITTALS ................................................................................ 5 SPECIAL CONDITIONS ...................................................................................................................... 7 S1. PERMIT COVERAGE ............................................................................................................ 7 A. Coverage Area And Eligible Discharges .................................................................. 7 B. Limits on Coverage .................................................................................................. 9 S2. APPLICATION FOR COVERAGE ......................................................................................... 10 A. Obtaining Permit Coverage ................................................................................... 10 B. How to Apply for Permit Coverage ....................................................................... 10 C. Permit Coverage Effective Date ............................................................................ 10 D. Modification of Permit Coverage .......................................................................... 11 S3. COMPLIANCE WITH STANDARDS ..................................................................................... 11 S4. NARRATIVE EFFLUENT LIMITS FOR WWTPS WITH DOMINANT TIN LOADS .................... 11 A. Applicability and Narrative Effluent Limits ........................................................... 11 B. TIN Action Levels ................................................................................................... 12 C. Nitrogen Optimization Plan and Report ............................................................... 13 D. Action Level Exceedance Corrective Actions ........................................................ 15 E. Nutrient Reduction Evaluation ............................................................................. 16 S5. NARRATIVE EFFLUENT LIMITS FOR WWTPS WITH MODERATE TIN LOADS .................... 18 A. Applicability and Narrative Effluent Limits ........................................................... 18 B. TIN Action Levels ................................................................................................... 19 C. Nitrogen Optimization Plan and Report ............................................................... 20 D. Action Level Exceedance Corrective Actions ........................................................ 22 E. Nutrient Reduction Evaluation ............................................................................. 24 S6. NARRATIVE EFFLUENT LIMITS FOR WWTPS WITH SMALL TIN LOADS ............................. 26 A. Applicability and Narrative Effluent Limits ........................................................... 26 B. Nitrogen Optimization Plan and Report ............................................................... 28 C. AKART Analysis ...................................................................................................... 30 S7. MONTORING SCHEDULES AND SAMPLING REQUIREMENTS ........................................... 32 A. Monitoring Requirements For Dominant Loaders................................................ 32 B. Monitoring Requirements For Moderate Loaders ............................................... 35 C. Monitoring Requirements For Small Loaders ....................................................... 38 D. Sampling And Analytical Procedures .................................................................... 41 E. Flow Measurement ............................................................................................... 41 F. Laboratory Accreditation ...................................................................................... 41 G. Request For Reduction In Monitoring .................................................................. 41 S8. DISCHARGES TO 303(D) OR TMDL WATER BODIES .......................................................... 42 S9. REPORTING AND RECORDKEEPING REQUIREMENTS ....................................................... 43 A. Discharge Monitoring Reports .............................................................................. 43 B. Monitoring Requirements .................................................................................... 43 C. Annual Report for Dominant Loaders ................................................................... 44 Puget Sound Nutrient General Permit Page 3 D. Annual Report for Moderate Loaders ................................................................... 44 E. Reporting for Small Loaders.................................................................................. 45 F. Records Retention................................................................................................. 45 G. Noncompliance Notification ................................................................................. 45 H. Access to Plans and Records ................................................................................. 46 S10. PERMIT FEES ..................................................................................................................... 46 GENERAL CONDITIONS .................................................................................................................. 47 G1. DISCHARGE VIOLATIONS ................................................................................................... 47 G2. SIGNATORY REQUIREMENTS ............................................................................................ 47 G3. RIGHT OF INSPECTION AND ENTRY................................................................................... 48 G4. GENERAL PERMIT MODIFICATION AND REVOCATION ..................................................... 48 G5. REVOCATION OF COVERAGE UNDER THE PERMIT ........................................................... 48 G6. COMPLIANCE WITH OTHER LAWS AND STATUTES ........................................................... 49 G7. DUTY TO REAPPLY ............................................................................................................. 49 G8. TRANSFER OF GENERAL PERMIT COVERAGE .................................................................... 49 G9. REMOVED SUBSTANCES ......................................................................................................... 49 G10. DUTY TO PROVIDE INFORMATION ....................................................................................... 49 G11. OTHER REQUIREMENTS OF 40 CFR ...................................................................................... 49 G12. ADDITIONAL MONITORING .................................................................................................. 49 G13. PENALTIES FOR VIOLATING PERMIT CONDITIONS ............................................................... 50 G14. PROPERTY RIGHTS ................................................................................................................ 50 G15. DUTY TO COMPLY ................................................................................................................. 50 G16. TOXIC POLLUTANTS .............................................................................................................. 50 G17. PENALTIES FOR TAMPERING ................................................................................................ 50 G18. REPORTING PLANNED CHANGES .......................................................................................... 50 G19. REPORTING OTHER INFORMATION ...................................................................................... 50 G20. REPORTING ANTICIPATED NON-COMPLIANCE .................................................................... 51 G21. APPEALS ................................................................................................................................ 51 G22. SEVERABILITY ........................................................................................................................ 51 G23. BYPASS PROHIBITED ............................................................................................................. 51 APPENDIX A – DEFINITIONS .......................................................................................................... 52 APPENDIX B – ACRONYMS ............................................................................................................ 56 APPENDIX C – ANNUAL REPORT QUESTIONS FOR DOMINANT LOADERS .................................... 57 APPENDIX D – ANNUAL REPORT QUESTIONS FOR MODERATE LOADERS .................................... 59 APPENDIX E – ONE TIME REPORT QUESTIONS FOR SMALL LOADERS .......................................... 61 Puget Sound Nutrient General Permit Page 4 LIST OF TABLES Table 1. Summary of Permit Report Submittals ............................................................................. 5 Table 2. Summary of Required On-Site Documentation .............................................................. 6 Table 3. List of Domestic WWTPs Discharging to Puget Sound ................................................... 7 Table 4. Narrative Effluent Limitations for Dominant TIN Loaders ............................................ 12 Table 5. Dominant WWTPs and Total Inorganic Nitrogen Action Levels ................................... 12 Table 6. Bubbled Action Levels for Corrective Action Assessment ............................................ 13 Table 7. Narrative Effluent Limitations for Moderate TIN Loaders ............................................ 19 Table 8. Moderate WWTPs and Total Inorganic Nitrogen Action Levels ................................... 19 Table 9. Bubbled Action Levels for Corrective Action Assessment ............................................ 20 Table 10. Narrative Effluent Limitations for WWTPs with Small TIN Loads ............................. 26 Table 11. Permittees with Small TIN Loads .............................................................................. 27 Table 12. Influent Sampling Requirements for S4 Permittees ................................................ 32 Table 13. Effluent Sampling Requirements for S4 Permittees ................................................ 33 Table 14. Footnotes for Influent and Effluent Monitoring Tables 12 and 13.......................... 34 Table 15. Influent Sampling Requirements for S5 Permittees ................................................ 35 Table 16. Effluent Sampling Requirements for S5 Permittees ................................................ 36 Table 17. Footnotes for Influent and Effluent Monitoring Tables 15 and 16.......................... 37 Table 18. Influent Sampling Requirements for S6 Permittees ................................................. 38 Table 19. Effluent Sampling Requirements for S6 Permittees ................................................. 39 Table 20. Footnotes for Influent and Effluent Monitoring Tables 18 and 19 .......................... 40 Puget Sound Nutrient General Permit Page 5 SUMMARY OF PERMIT REPORT SUBMITTALS Refer to the Special and General Conditions within this permit for additional submittal requirements. Appendix A provides a list of definitions. Appendix B provides a list of acronyms. Table 1. Summary of Permit Report Submittals Permit Section Submittal Frequency First Submittal Date S2.A.1 Permit Application (Notice of Intent) Once For new Permittees: No later than 90 days following permit issuance S4.C Nitrogen Optimization Report for Dominant Loaders Annually March 31, 2023 S4.D Corrective Action Engineering Report As necessary S4.E Nutrient Reduction Evaluation for Dominant Loaders 1/permit cycle December 31, 2025 S5.C Nitrogen Optimization Report for Moderate Loaders Annually March 31, 2023 S5.D Corrective Action Engineering Report As necessary S5.E Nutrient Reduction Evaluation for Moderate Loaders 1/permit cycle December 31, 2025 S6.B Nitrogen Optimization Report for Small Loaders 1/permit cycle March 31, 2026 S5.D AKART Evaluation for Small Loaders 1/permit cycle December 31, 2025 S9.A Discharge Monitoring Reports (DMRs) Monthly Within 15 days of applicable monitoring period G2 Notice of Change in Authorization As necessary As necessary G7 Application for Permit Renewal 1/permit cycle No later than 180 days before expiration G20 Reporting Anticipated Non- Compliance As necessary As necessary Puget Sound Nutrient General Permit Page 6 Table 2. Summary of Required On-Site Documentation The Department of Ecology is committed to providing people with disabilities access to information and services by meeting or exceeding the requirements of the Americans with Disabilities Act (ADA), Section 504 and 508 of the Rehabilitation Act, and Washington State Policy #188. To request ADA Accommodation, contact Water Quality Reception at 360-407-6600. For Washington Relay Service or TTY call 711 or 877-833-6341. Visit Ecology’s accessibility webpage1 for more information. For document translation services, call Water Quality Reception at 360-407-6600. Por publicaciones en espanol, por favor llame Water Quality Reception al 360-407-6600. 1 https://ecology.wa.gov/About-us/Accountability-transparency/Our-website/Accessibility Permit Condition(s) Document Title S9.B.3 Original Sampling Records (Field notes, as applicable and Laboratory Reports) S9.G.1.a Copy of Permit Coverage Letter S9.G.1.b Copy of Puget Sound Nutrient General Permit S9.G.1.c Copies of Discharge Monitoring Reports S9.G.1.d Copies of attachment to the Annual or Single NOP Reports (as applicable) S9.G.1.e Copy of the Nutrient Reduction Evaluation or AKART Analysis (as applicable) Puget Sound Nutrient General Permit Page 7 SPECIAL CONDITIONS S1. PERMIT COVERAGE A. COVERAGE AREA AND ELIGIBLE DISCHARGES This Puget Sound Nutrient General Permit (PSNGP) applies to the 58 publically owned domestic wastewater treatment plants (WWTPs) discharging into Washington Waters of the Salish Sea, except for federal and Tribal lands and waters as specified in Special Condition S1.D. Table 3 identifies the WWTPs covered by this permit along with their individual NPDES permit number for reference. This proposed permit assigns a category to each WWTP based on their percentage of the total inorganic nitrogen (TIN) load currently discharged to Washington Waters of the Salish Sea. Special Condition S4 lists permit conditions and limits for the WWTPs with the dominant (D) TIN loads. Special Condition S5 lists the conditions and limits for the WWTPs with moderate (M) loads. Special Condition S6 lists the conditions and limits for the WWTPs with small (S) loads. Table 3. List of Domestic WWTPs Discharging to Puget Sound Wastewater Treatment Plant Individual NPDES Permit Number Category Alderwood Sewage Treatment Plant (STP) WA0020826 S Anacortes WWTP WA0020257 M Bainbridge Island WWTP WA0020907 S Birch Bay Sewage Treatment Plant (STP) WA0029556 M Boston Harbor STP WA0040291 S Bremerton WWTP WA0029289 M Clallam Bay WWTP WA0024431 S Clallam Bay Corrections Center WWTP WA0039845 S Coupeville WWTP WA0029378 S Eastsound Orcas Village WWTP WA0030911 S Eastsound Sewer and Water District WWTP WA0030571 S Edmonds STP WA0024058 M Everett STP WA0024490 D Fisherman Bay STP WA0030589 S Friday Harbor STP WA0023582 S Gig Harbor WWTP WA0023957 S Hartstene Pointe STP WA0038377 S King County, Brightwater WWTP WA0032247 D Puget Sound Nutrient General Permit Page 8 Wastewater Treatment Plant Individual NPDES Permit Number Category King County, South WWTP WA0029581 D King County, Vashon WWTP WA0022527 S King County, West Point WWTP WA0029181 D Kitsap County, Central Kitsap WWTP WA0030520 M Kitsap County, Kingston WWTP WA0032077 S Kitsap County, Manchester WWTP WA0023701 S Kitsap County Sewer District #7 Water Reclamation Facility (WRF) WA0030317 S La Conner STP WA0022446 S Lake Stevens Sewer District WWTP WA0020893 M Lakota WWTP WA0022624 M Langley WWTP WA0020702 S Lighthouse Point WRF/Blaine STP WA0022641 M LOTT Budd Inlet WRF WA0037061 M Lynnwood STP WA0024031 M Marysville STP WA0022497 M McNeil Island Special Commitment Center WWTP WA0040002 S Midway Sewer District WWTP WA0020958 M Miller Creek WWTP WA0022764 M Mt Vernon WWTP WA0024074 M Mukilteo Water and Wastewater District WWTP WA0023396 S Oak Harbor STP WA0020567 S Penn Cove WWTP WA0029386 S Pierce County Chambers Creek Regional WWTP WA0039624 D Port Angeles WWTP WA0023973 M Port Orchard WWTP (South Kitsap WRF) WA0020346 M Port Townsend STP WA0037052 S Post Point WWTP (Bellingham STP) WA0023744 D Redondo WWTP WA0023451 M Rustlewood WWTP WA0038075 S Salmon Creek WWTP WA0022772 M Puget Sound Nutrient General Permit Page 9 Wastewater Treatment Plant Individual NPDES Permit Number Category Sekiu WWTP WA0024449 S Sequim WRF WA0022349 S Shelton WWTP WA0023345 S Skagit County Sewer District 2 Big Lake WWTP WA0030597 S Snohomish STP WA0029548 M Stanwood STP WA0020290 S Tacoma Central No. 1 WWTP WA0037087 D Tacoma North No. 3 WWTP WA0037214 M Tamoshan STP WA0037290 S WA Parks Larrabee WWTP WA0023787 S B. LIMITS ON COVERAGE Coverage under this General Permit does not include discharges from WWTPs not listed in Table 3. Coverage under this General Permit also excludes all discharges from non- WWTP outfalls. This permit does not cover the following discharges: 1. Discharges from facilities located on “Indian Country” as defined in 18 U.S.C. §1151, except portions of the Puyallup Reservation as noted below. Indian Country includes: a. All land within any Indian Reservation, notwithstanding the issuance of any patent, and including rights-of-way running through the reservation. This includes all federal, tribal, and Indian and non-Indian privately owned land within the reservation. b. All off-reservation Indian allotments, the Indian titles to which have not been extinguished, including rights-of-way running through the same. c. All off-reservation federal trust lands held for Native American Tribes. Puyallup Exception: Following the Puyallup Tribes of Indians Land Settlement Act of 1989, 25 U.S.C. §1773,the permit does apply to land within the Puyallup Reservation except for discharges to surface water on land held in trust by the federal government. 2. Discharges from activities operated by any department, agency, or instrumentality of the executive, legislative, and judicial branches of the Federal Government of the United States, or another entity, such as a private contractor, performing industrial activity for any such department, agency, or instrumentality. Puget Sound Nutrient General Permit Page 10 3. Discharges from any industrial or privately owned domestic wastewater treatment plant into Washington waters of the Salish Sea. 4. Discharges from domestic WWTPs entering tributary watersheds to Washington waters of the Salish Sea, upstream of Ecology ambient monitoring stations. S2. APPLICATION FOR COVERAGE A. OBTAINING PERMIT COVERAGE 1. The owner/operator seeking coverage under this permit must apply for permit coverage within the following time limits. a. Existing facilities are WWTPs in operation prior to the effective date of this permit, January 1, 2022 and are identified in Table 3. b. The owner/operator of an existing domestic wastewater treatment plant must submit a complete application for coverage no later than ninety (90) days after the issuance date of this permit. Upon submittal of a complete application for coverage (also called a Notice of Intent or NOI) Ecology will issue a decision on permit coverage pursuant to Special Condition S2.C. B. HOW TO APPLY FOR PERMIT COVERAGE The owner/operator seeking coverage under this permit must do the following: 1. Submit to Ecology, a complete application for coverage using the permit specific Notice of Intent through Ecology’s Water Quality Permitting Portal: https://secureaccess.wa.gov/ecy/wqwebportal. The applicant must submit this application for coverage electronically. For more information about the WQWebPortal, visit Ecology’s WQWebPortal guidance webpage2. 2. A responsible person, as defined in General Condition G2, must sign the signature page of the NOI and submit it to Ecology. 3. Public Notice a. Public notice of the application for coverage is not required for the facilities subject to this general permit because they are all existing facilities. b. The owner/operator of an existing facility with coverage under the Puget Sound Nutrient General Permit (Permittee) wanting to modify their permit coverage must comply with public notice requirements specified in Special Condition S2.D.2. C. PERMIT COVERAGE EFFECTIVE DATE Permit coverage begins on the day Ecology issues the coverage letter to the applicant. 2 https://ecology.wa.gov/Regulations-Permits/Guidance-technical-assistance/Water-quality-permits- guidance/WQWebPortal-guidance Puget Sound Nutrient General Permit Page 11 D. MODIFICATION OF PERMIT COVERAGE A permittee requesting a reduction in monitoring, or a change in action level, or otherwise requesting a modification of permit coverage, must submit a complete Modification of Coverage Form to Ecology. The Permittee must: 1. Apply for modification of coverage at least 60 days prior to the change necessitating the coverage modification. 2. Complete the public notice requirements in WAC 173-226-130(5) as part of a complete application for modification of coverage. 3. Comply with SEPA as part of a complete application for modification of coverage if undergoing a significant process change driven by a corrective action. S3. COMPLIANCE WITH STANDARDS A. Discharges must not cause or contribute to a violation of surface water quality standards (Chapter 173-201A WAC), sediment management standards (Chapter 173-204 WAC), or human health-based criteria in the Federal water quality criteria applicable to Washington (40 CFR Part 135.45). This permit does not authorize discharge in violation of water quality standards. B. Ecology presumes that a Permittee complies with water quality standards unless discharge monitoring data or other site-specific information demonstrates that a discharge causes or contributes to a violation of water quality standards, when the Permittee complies with the following conditions. The Permittee must fully comply with all permit conditions, including planning, optimization, corrective actions (as necessary), sampling, monitoring, reporting, waste management, and recordkeeping conditions. S4. NARRATIVE EFFLUENT LIMITS FOR WWTPS WITH DOMINANT TIN LOADS A. APPLICABILITY AND NARRATIVE EFFLUENT LIMITS Beginning on the effective date, each of the Permittees with dominant TIN loads listed in Table 5 may discharge TIN from the WWTP through the designated outfall(s) described in its individual NPDES permit. See Table 3 in Section S1.A for the load category assignment. All discharges and activities authorized by this permit must comply with the terms and conditions of this permit. Each Permittee listed in Table 5 must comply with the facility specific or bubbled action levels and narrative effluent limits listed in Table 4, which constitute the suite of best management practices (BMPs) required for a water quality based effluent limit under 40 CFR 122.44(k). Puget Sound Nutrient General Permit Page 12 Table 4. Narrative Effluent Limits for Dominant TIN Loaders Parameter Narrative Effluent Limit Monitoring Monitor and report per the requirements in S7.A. Nitrogen Optimization Plan Optimize treatment performance to stay below the action level. Submit Optimization Report annually per the requirements in S4.C Nutrient Reduction Evaluation Submit Nutrient Reduction Evaluation per the requirements in S4.E B. TIN ACTION LEVELS If the action level listed in Table 5 for individual WWTPs or the bubbled action levels listed for single jurisdictions in Table 6 are exceeded, the Permittee must employ corrective actions identified in S4.D. The annual Action Level is the sum of monthly nutrient loads measured over one year. Ecology will assess this total once per year based on the Permittee’s Annual Report. Table 5. Dominant WWTPs and Total Inorganic Nitrogen Action Levels Wastewater Treatment Plant Individual NPDES Permit Number Action Level, TIN lbs/year Outfall Number Everett STP WA0024490 1,530,000 100/015 King County Brightwater WWTP 1 WA0032247 1,810,000 001 King County South WWTP 1 WA0029581 7,340,000 001 King County West Point WWTP 1 WA0029181 6,670,000 001 Pierce County Chambers Creek Regional WWTP WA0039624 1,880,000 001 Post Point WWTP (Bellingham STP) WA0023744 993,000 001 Tacoma Central No. 1 WWTP 4 WA0037087 2,410,000 001 Puget Sound Nutrient General Permit Page 13 Table 6. Bubbled Action Levels for Corrective Action Assessment Jurisdiction Bubbled Action Level, TIN lbs/year King County 15,820,000 C. NITROGEN OPTIMIZATION PLAN AND REPORT Each Permittee listed in Table 5 must develop, implement and maintain a Nitrogen Optimization Plan to evaluate operational strategies for maximizing nitrogen removal from the existing treatment plant to stay below the calculated action level. Each Permittee must document their actions taken, any action level exceedances, and apply an adaptive management approach at the WWTP. Permittees will quantify results with required monitoring under this Permit. The Permittee must begin the actions described in this section immediately upon permit coverage. Documentation of Nitrogen Optimization Plan implementation must be submitted annually through the Annual Report (S9- Reporting Requirements). See Appendix C for Annual Report questions that satisfy the Nitrogen Optimization Plan requirements. The Nitrogen Optimization Plan submitted by each Permittee in Table 5 must include the following components: 1. Treatment Process Performance Assessment Assess the nitrogen removal potential of the current treatment process and identify viable optimization strategies prior to implementation. a. Treatment Assessment Develop a method to evaluate potential optimization approaches for the existing treatment process. Use the evaluation to: i. Determine current (pre-optimization) process performance to determine the existing TIN removal performance for the WWTP. ii. Create a list of potential optimization strategies capable of meeting the action level at the WWTP prior to starting optimization. Update the assessment and list of options as necessary with each Annual Report. b. Identify and evaluate optimization strategies. From the list developed in S4.C.1.a.ii, identify viable optimization strategies for each WWTP owned and operated by the Permittee. Prioritize and update this list as necessary to continuously maintain a working set of strategies for meeting the action level with the existing treatment processes. The Permittee may exclude any optimization strategy from the initial list created in S4.C.a.ii that was considered but found to exceed a reasonable implementation cost or timeframe. Documentation must include an explanation of the rationale and financial criteria used in the exclusion determination. If the Permittee finds no viable optimization strategies exist Puget Sound Nutrient General Permit Page 14 for their current treatment processes, they must immediately proceed to the identification of a corrective action under S4.D. c. Initial Selection. As soon as possible and no later than July 1, 2022 , select at least one optimization strategy for implementation. Document the expected performance (i.e., % TIN removal or a calculated reduction in effluent load or concentration) for the initial optimization strategy prior to implementation. 2. Optimization Implementation All Permittees in Table 5 must document implementation of the selected optimization strategy (from S4.C.1.c) during the first reporting period in the first Annual Report due March 31, 2023. Permittees must document implementation during every reporting period thereafter. The documentation must include: a. Strategy Implementation. Describe how the permittee implemented the selected strategy during each reporting period, following permit coverage. Including: i. Initial implementation costs ii. Length of time for full implementation, including start date. iii. Any adaptive management applied to refine implementation during the reporting period. iv. Anticipated and unanticipated challenges. v. Any impacts to the overall treatment performance as a result of process changes. b. Discharge Evaluation. By March 31 each year beginning in 2023, each Permittee in Table 5 must review effluent data collected during the previous calendar year to determine whether TIN loads are increasing. i. Using all accredited monitoring data, determine facility’s annual average TIN concentration and load from the reporting period. If the annual TIN load exceeds the Action Level in Table 5 (or the applicable bubbled Action Level in Table 6) take the corrective actions in S4.D. ii. Determine the treatment plant’s TIN removal rate observed during the reporting period. 3. Influent Nitrogen Reduction Measures/Source Control Permittees in Table 5 must investigate opportunities to reduce influent TIN loads from septage handling practices, commercial, dense residential and industrial sources and submit documentation with the Annual Report. The investigation must: Puget Sound Nutrient General Permit Page 15 a. Review non-residential sources of nitrogen and identify any possible pretreatment opportunities. b. Identify potential strategies for reducing TIN from new multi-family/dense residential developments and commercial buildings. D. ACTION LEVEL EXCEEDANCE CORRECTIVE ACTIONS Permittees in Table 5 must evaluate whether or not they exceeded the facility specific action level or the bubbled action level (as applicable) and, if they did, implement corrective actions while continuing optimization. 1. If the Permittee determines in the Annual Report that they have exceeded their action level, they must: a. Identify possible factors that caused the action level exceedance. b. Identify whether modifications to the optimization strategy can improve performance. c. Assess whether a different strategy or combination of strategies may provide better overall process improvements. d. Document changes made to the optimization strategy, if any, while completing corrective action requirements. i. Provide a detailed description of the modified or new optimization strategy selected from the list developed in S4.C.1.b. Include an implementation schedule for any changes and, as necessary, use the treatment process assessment developed to evaluate anticipated results. ii. If the Permittee proposes no changes to the optimization strategy, they must provide reasons for not making changes. 2. With the next Annual Report, submit for review a proposed approach to reduce the annual effluent load by at least 10% below the action level listed in Table 5 for individual plants or Table 6 for multiple plants under a bubbled action level. This must be an abbreviated engineering report or technical memo, unless Ecology has previously approved a design document with the proposed solution. The proposed approach must utilize solutions that can be implemented as soon as possible. This may include influent load reduction strategies identified in S4.C.3. The engineering document must include: i. Brief summary of the treatment alternatives considered and why the proposed approach was selected. Include cost estimates for operation and maintenance; ii. The basic design information, including influent characterization; iii. A description of the proposed treatment approach and operation, including updates to the WWTP’s process flow diagram; Puget Sound Nutrient General Permit Page 16 iv. Anticipated results from the proposed approach including expected effluent quality; v. Certification by a licensed professional engineer. a. If a Permittee exceeds an action level two years in a row, or for a third year during the permit term, the Permittee must begin to reduce nitrogen loads by implementing the proposed approach submitted per S4.D.2 following Ecology’s written approval of the proposed approach and implementation schedule. b. Submit an update to the Permittee’s Operation and Maintenance Manual no later than 6 months following implementation. E. NUTRIENT REDUCTION EVALUATION 1. All permittees in Table 5, except for those who meet the exclusions listed in this paragraph, must prepare and submit an approvable Nutrient Reduction Evaluation (NRE) to Ecology for review by December 31, 2025. Permittees with multiple plants may submit a combined report. This combined report must include an evaluation for all plants owned and operated by the jurisdiction. Permittees that maintain an annual TIN average of < 10 mg/L and meet their action level throughout the permit term must submit a truncated NRE that satisfies S4.E.3-S4.E.5. Permittees that meet their action level throughout the permit term, maintain an annual average of < 10 mg/L TIN and a seasonal average of < 3 mg/L do not have to submit the NRE. 2. The NRE must include an all known, available and reasonable treatment (AKART) analysis for purposes of evaluating reasonable treatment alternatives capable of reducing total inorganic nitrogen (TIN). It must present an alternative representing the greatest TIN reduction that is reasonably feasible on an annual basis. 3. In addition, the NRE must assess other site-specific main stream treatment plant upgrades, the applicability of side stream treatment opportunities, alternative effluent management options (e.g., disposal to ground, reclaimed water beneficial uses), the viability of satellite treatment, and other nutrient reduction opportunities that could achieve a final effluent concentration of 3 mg/L TIN (or equivalent load reduction) on seasonal average (April – October) basis. Puget Sound Nutrient General Permit Page 17 4. The analysis must be sufficiently complete that an engineering report may be developed for the preferred AKART alternative as well as the preferred alternatives to reach 3 mg/L TIN seasonally, without substantial alterations of concept or basic considerations. The final report must contain appropriate requirements as described in the following guidance (or most recent version): a. The Criteria for Sewage Works Design (ECY Publication No. 98-37, 2019)3 b. Reclaimed Water Facilities Manual: The Purple Book (ECY Publication No. 15- 10-024, 2019)4 5. The analysis conducted for the NRE must include the following elements: a. Wastewater Characterization i. Current flowrates and growth trends within the sewer service area. ii. Current influent and effluent quality. b. Treatment Technology Analysis i. Description of current treatment processes, including any modifications made for optimization or due to corrective actions. ii. Description of site limitations, constraints, or other treatment implementation challenges that exist. iii. Identification and screening of potential treatment technologies for meeting two different levels of treatment: 1. AKART for nitrogen removal (annual basis), and 2. 3 mg/L TIN (or equivalent load), as a seasonal average April - October c. Economic Evaluation i. Develop capital, operation and maintenance costs and 20 year net present value using the real discount rate in the most current Appendix C to Office of Management and Budget Circular No. A-945 for each technology alternative evaluated. ii. Provide cost per pound of nitrogen removed. iii. Provide details on basis for current wastewater utility rate structure, including: 1. How utilities allocate and recover costs from customers. 3 https://apps.ecology.wa.gov/publications/summarypages/9837.html 4 https://apps.ecology.wa.gov/publications/SummaryPages/1510024.html 5 https://www.whitehouse.gov/wp-content/uploads/2020/12/2020_Appendix-C.pdf Puget Sound Nutrient General Permit Page 18 2. How frequently rate structures are reviewed. 3. The last time rates were adjusted and the reason for that adjustment. iv. Provide impact to current rate structure for each alternative assessed. d. Environmental Justice (EJ) Review i. Evaluate the demographics within the sewer service area to identify communities of color, Tribes, indigenous communities, and low income populations. ii. Identify areas within service area that exceed the median household income. iii. Include an affordability assessment to identify how much overburdened communities identified in S4.E.5.d.i can afford to pay for the wastewater utility. iv. Propose alternative rate structures or measures that can be taken to prevent adverse effects of rate increases on populations with economic hardship identified in S4.E.5.d.i. v. Provide information on how recreational and commercial opportunities may be improved for communities identified in S4.E.5.d.i as a result of the treatment improvements identified. e. Selection of the most reasonable treatment alternative based on the AKART assessment; and the selected alternative for achieving an effluent concentration of 3 mg/L TIN (or equivalent load reduction) based on an April – October seasonal average. f. Viable implementation timelines that include funding, design, and construction for meeting both the AKART and seasonal average 3 mg/L TIN preferred alternatives. S5. NARRATIVE EFFLUENT LIMITS FOR WWTPS WITH MODERATE TIN LOADS A. APPLICABILITY AND NARRATIVE EFFLUENT LIMITS Beginning on the effective date, each of the Permittees with moderate TIN loads listed in Table 8 may discharge TIN from the WWTP through the designated outfall(s) described in its individual NPDES permit. See Table 3 in Section S1.A for the load category assignment. All discharges and activities authorized by this permit must comply with the terms and conditions of this permit. Each Permittee listed in Table 8 must comply with the facility specific or bubbled action levels and narrative effluent limits listed in Table 7, which constitute the suite of best management practices (BMPs) required for a water quality based effluent limit under 40 CFR 122.44(k). Puget Sound Nutrient General Permit Page 19 Table 7. Narrative Effluent Limits for Moderate TIN Loaders Parameter Narrative Effluent Limit Monitoring Monitor and report per the requirements in S7.B. Nitrogen Optimization Plan Optimize treatment performance to stay below the action level. Submit Optimization Report annually per the requirements in S5.C Nutrient Reduction Evaluation Submit Nutrient Reduction Evaluation per the requirements in S5.E B. TIN ACTION LEVELS If the action level listed in Table 8 for individual WWTPs or the bubbled action levels listed for single jurisdictions in Table 9 are exceeded, the Permittee must employ corrective actions identified in S5.D. The annual Action Level is the sum of monthly nutrient loads measured over one year. Ecology will assess this total once per year based on the Permittee’s Annual Report. Table 8. Moderate WWTPs and Total Inorganic Nitrogen Action Levels Wastewater Treatment Plant Individual NPDES Permit Number Action Level, TIN lbs/year Outfall Number Anacortes WWTP WA0020257 167,000 001 Birch Bay Sewage Treatment Plant (STP) WA0029556 66,400 001 Blaine STP (Lighthouse Point WRF) WA0022641 18,200 001 Bremerton WWTP WA0029289 602,000 001 Kitsap County Central Kitsap WWTP WA0030520 306,000 001 Edmonds STP WA0024058 432,000 001 Lake Stevens Sewer District WWTP WA0020893 127,000 002 Lakota WWTP 1 WA0022624 597,000 001 Puget Sound Nutrient General Permit Page 20 Wastewater Treatment Plant Individual NPDES Permit Number Action Level, TIN lbs/year Outfall Number LOTT Budd Inlet WWTF WA0037061 338,000 001 Lynnwood STP WA0024031 340,000 001 Marysville STP WA0022497 592,000 100/001 Midway Sewer District WWTP WA0020958 625,500 001 Miller Creek WWTP 2 WA0022764 297,000 001 Mt Vernon WWTP WA0024074 396,000 004 Port Angeles WWTP WA0023973 177,000 001/002 Port Orchard WWTP (South Kitsap WRF) WA0020346 215,000 001 Redondo WWTP 1 WA0023451 249,000 001 Salmon Creek WWTP 2 WA0022772 199,000 001 Snohomish STP WA0029548 83,600 001 Tacoma North No. 3 WWTP WA0037214 339,000 001 Table 9. Bubbled Action Levels for Corrective Action Assessment Jurisdiction Bubbled Action Level, TIN lbs/year Lakehaven Water and Sewer District 1 846,000 Southwest Suburban Sewer District 2 496,000 C. NITROGEN OPTIMIZATION PLAN AND REPORT Each Permittee listed in Table 8 must develop, implement and maintain a Nitrogen Optimization Plan to evaluate operational strategies for maximizing nitrogen removal from the existing treatment plant to stay below the calculated action level. Each Permittee must document their actions taken, any action level exceedances, and apply an adaptive management approach at the WWTP. Permittees will quantify results with required monitoring under this Permit. The Permittee must begin the actions described in this section immediately upon permit coverage. Documentation of Nitrogen Optimization Plan implementation must be submitted annually through the Annual Report (S9- Reporting Requirements). See Appendix D for annual report questions that satisfy the Nitrogen Optimization Plan requirements. The Nitrogen Optimization Plan submitted by each Permittee in Table 8 must include the following components: Puget Sound Nutrient General Permit Page 21 1. Treatment Process Performance Assessment Assess the nitrogen removal potential of the current treatment process and identify viable optimization strategies prior to implementation. a. Treatment Assessment. Develop a method to evaluate potential optimization approaches for the existing treatment process. Use the evaluation to: i. Evaluate current (pre-optimization) process performance to determine the existing TIN removal performance for the WWTP. ii. Create a list of potential optimization strategies capable of meeting the action level at the WWTP prior to starting optimization. Update the assessment and list of options as necessary with each Annual Report. b. Identify and evaluate optimization strategies. From the list developed in S5.C.1.a.ii, identify viable optimization strategies for each WWTP owned and operated by the Permittee. Prioritize and update this list as necessary to continuously maintain a working set of strategies for meeting the action level with the existing treatment processes. The Permittee may exclude any optimization strategy from the initial list created in S5.C.a.ii that was considered but found to exceed a reasonable implementation cost or timeframe. Documentation must include an explanation of the rationale and financial criteria used in the exclusion determination. If the Permittee finds no viable optimization strategies exist for their current treatment processes, they must immediately proceed to the identification of a corrective action under S5.D. c. Initial Selection. As soon as possible and no later than July 1, 2022 select at least one optimization strategy for implementation. Document the expected performance (i.e., % TIN removal or a calculated reduction in effluent load or concentration) for the initial optimization strategy prior to implementation. 2. Optimization Implementation All Permittees in Table 8 must document implementation of the selected optimization strategy (from S5.C.1.c) during the first reporting period in the first Annual Report due March 31, 2023. Permittees must document implementation during every reporting period thereafter. The documentation must include: a. Strategy Implementation. Describe how the permittee implemented the selected strategy during each reporting period, following permit coverage. Including: i. Initial implementation costs ii. Length of time for full implementation, including start date. Puget Sound Nutrient General Permit Page 22 iii. Any adaptive management applied to refine implementation during the reporting period. iv. Anticipated and unanticipated challenges. v. Any impacts to the overall treatment performance as a result of process changes. b. Discharge Evaluation. By March 31 each year beginning in 2023, each Permittee in Table 8 must review effluent data collected during the previous calendar year to determine whether TIN loads are increasing. i. Using all accredited monitoring data, determine facility’s annual average TIN concentration and load from the reporting period. If the annual TIN load exceeds the Action Level in Table 8 (or the applicable bubbled Action Level in Table 9) take the corrective actions in S5.D. ii. Determine the treatment plant’s TIN removal rate observed during the reporting period. 3. Influent Nitrogen Reduction Measures/Source Control Permittees in Table 8 must investigate opportunities to reduce influent TIN loads from septage handling practices, commercial, dense residential and industrial sources and submit documentation with the Annual Report. The investigation must: a. Review non-residential sources of nitrogen and identify any possible pretreatment opportunities. b. Identify potential strategies for reducing TIN from new multi-family/dense residential developments and commercial buildings. D. ACTION LEVEL EXCEEDANCE CORRECTIVE ACTIONS Permittees in Table 8 must evaluate whether or not they exceeded the facility specific action level or the bubbled action level (as applicable) and, if they did, implement corrective actions while continuing optimization. 1. If the Permittee determines in the Annual Report that they have exceeded their action level, they must: a. Identify possible factors that caused the action level exceedance. b. Identify whether modifications to the optimization strategy can improve performance. c. Assess whether a different strategy or combination of strategies may provide better overall process improvements. d. Document changes made to the optimization strategy, if any, while completing corrective action requirements. Puget Sound Nutrient General Permit Page 23 i. Provide a detailed description of the modified or new optimization strategy selected from the list developed in S5.C.1.b. Include an implementation schedule for any changes and, as necessary, use the treatment process assessment developed to evaluate anticipated results. ii. If the Permittee proposes no changes to the optimization strategy, they must provide reasons for not making changes. 2. With the next Annual Report, submit for review a proposed approach to reduce the annual effluent load below the action level listed in either Table 8 or Table 9 (as applicable for those jurisdictions) for the duration of the permit term. This must be an abbreviated engineering report or technical memo, unless Ecology has previously approved a design document with the proposed solution. The proposed approach must utilize solutions that can be implemented as soon as possible. This may include influent load reduction strategies identified in S5.C.3. The engineering document must include: i. Brief summary of the treatment alternatives considered and why the proposed approach was selected. Include cost estimates for operation and maintenance; ii. The basic design information, including influent characterization; iii. A description of the proposed treatment approach and operation, including updates to the WWTP’s process flow diagram; iv. Anticipated results from the proposed approach including expected effluent quality; v. Certification by a licensed professional engineer. b. If a Permittee exceeds an action level two years in a row, or for a third year during the permit term, the Permittee must begin to reduce nitrogen loads by implementing the proposed approach submitted per S5.D.2 following Ecology’s written approval of the proposed approach and implementation schedule. c. Submit an update to the Permittee’s Operation and Maintenance Manual no later than 6 months following implementation. Puget Sound Nutrient General Permit Page 24 E. NUTRIENT REDUCTION EVALUATION 1. Permittees in Table 8, except for those who meet the exclusions listed in this paragraph, must prepare and submit an approvable Nutrient Reduction Evaluation (NRE) to Ecology for review by December 31, 2025. Permittees with multiple plants may submit a combined report. This combined report must include an evaluation for all plants owned and operated by the jurisdiction. Permittees that maintain an annual TIN average of < 10 mg/L and meet their action level throughout the permit term must submit a truncated NRE that satisfies S5.E.3-S5.E.5. Permittees that meet their action level throughout the permit term, maintain an annual average of < 10 mg/L TIN and a seasonal average of < 3 mg/L do not have to submit the NRE. 2. The NRE must include an all known, available and reasonable treatment (AKART) analysis for purposes of evaluating reasonable treatment alternatives capable of reducing total inorganic nitrogen (TIN). It must present an alternative representing the greatest TIN reduction that is reasonably feasible on an annual basis. 3. In addition, the NRE must assess other site- specific main stream treatment plant upgrades, the applicability of side stream treatment opportunities, alternative effluent management options (e.g., disposal to ground, reclaimed water beneficial uses), the viability of satellite treatment, and other nutrient reduction opportunities that could achieve a final effluent concentration of 3 mg/L TIN (or equivalent load reduction) on seasonal average (April – October) basis. 4. The analysis must be sufficiently complete that an engineering report may be developed for the preferred AKART alternative as well as the preferred alternatives to reach 3 mg/L TIN seasonally, without substantial alterations of concept or basic considerations. The final report must contain appropriate requirements as described in the following guidance (or most recent version): a. The Criteria for Sewage Works Design (ECY Publication No. 98-37, 2019)6 b. Reclaimed Water Facilities Manual: The Purple Book (ECY Publication No. 15- 10-024, 2019)7 5. The analysis conducted for the NRE must include the following elements: a. Wastewater Characterization i. Current flowrates and growth trends within the sewer service area. ii. Current influent and effluent quality. b. Treatment Technology Analysis 6 https://apps.ecology.wa.gov/publications/summarypages/9837.html 7 https://apps.ecology.wa.gov/publications/SummaryPages/1510024.html Puget Sound Nutrient General Permit Page 25 i. Description of current treatment processes, including any modifications made for optimization or due to corrective actions. ii. Description of site limitations, constraints, or other treatment implementation challenges that exist. iii. Identification and screening of potential treatment technologies for meeting two different levels of treatment: 1. AKART for nitrogen removal (annual basis), and 2. 3 mg/L TIN (or equivalent load), as a seasonal average (April through October) c. Economic Evaluation i. Develop capital, operation and maintenance costs and 20 year net present value using the real discount rate in the most current Appendix C to Office of Management and Budget Circular No. A-948 for each technology alternative evaluated. ii. Provide cost per pound of nitrogen removed. iii. Provide details on basis for current wastewater utility rate structure, including: 1. How utilities allocate and recover costs from customers. 2. How frequently rate structures are reviewed. 3. The last time rates were adjusted and the reason for that adjustment. iv. Provide impact to current rate structure for each alternative assessed. d. Environmental Justice (EJ) Review i. Evaluate the demographics within the sewer service area to identify communities of color, Tribes, indigenous communities, and low income populations. ii. Identify areas within service area that exceed the median household income. iii. Include an affordability assessment to identify how much overburdened communities identified in S5.E.5.d.i can afford to pay for the wastewater utility. iv. Propose alternative rate structures or measures that can be taken to prevent adverse effects of rate increases on populations with economic hardship identified in S5.E.5.d.i. 8 https://www.whitehouse.gov/wp-content/uploads/2020/12/2020_Appendix-C.pdf Puget Sound Nutrient General Permit Page 26 v. Provide information on how recreational and commercial opportunities may be improved for communities identified in S5.E.5.d.i as a result of the treatment improvements identified. e. Selection of the most reasonable treatment alternative based on the AKART assessment; and the selected alternative for achieving an effluent concentration of 3 mg/L TIN (or equivalent load reduction) based on an April through October seasonal average. f. Viable implementation timelines that include funding, design, and construction for meeting both the AKART and seasonal average 3 mg/L TIN preferred alternatives. S6. NARRATIVE EFFLUENT LIMITS FOR WWTPS WITH SMALL TIN LOADS A. APPLICABILITY AND NARRATIVE EFFLUENT LIMITS Beginning on the effective date, each of the Permittees with small TIN loads listed in Table 11 may discharge total inorganic nitrogen from the WWTP through each facility’s designated outfall. See Table 3 in Section S1.A for the load category assignment. All discharges and activities authorized by this permit must comply with the terms and conditions of this permit. Each Permittee listed in Table 11 must comply with the narrative effluent limits listed in Table 10 which constitute the suite of BMPs required for a narrative water quality based effluent limit under 40 CFR 122.44(k). Table 10. Narrative Effluent Limits for WWTPs with Small TIN Loads Parameter Narrative Effluent Limit Monitoring Monitor and report per the requirements in S7.C. Nitrogen Optimization Plan Submit one Optimization Report per the requirements in S6.B AKART Analysis Submit an AKART Analysis per the requirements in S6.C Puget Sound Nutrient General Permit Page 27 Table 11. Permittees with Small TIN Loads Wastewater Treatment Plant Individual NPDES Permit Number Outfall Number Alderwood STP WA0020826 001 Bainbridge Island WWTP WA0020907 001 Boston Harbor STP WA0040291 001 Clallam Bay STP WA0024431 001 Clallam Bay Corrections Center STP WA0039845 001 Coupeville STP WA0029378 001 Eastsound Orcas Village WWTP WA0030911 001 Eastsound Sewer and Water District WWTP WA0030571 001 Fisherman Bay STP WA0030589 001 Friday Harbor STP WA0023582 001 Gig Harbor WWTP WA0023957 001 Hartstene Pointe STP WA0038377 001 King County Vashon WWTP WA0022527 001 Kitsap County Kingston WWTP WA0032077 001 Kitsap County Manchester WWTP WA0023701 001 Kitsap County Sewer District #7 Water Reclamation Facility (WRF) WA0030317 001 La Conner STP WA0022446 001 Langley WWTP WA0020702 001 McNeil Island Special Commitment Center WWTP WA0040002 001 Mukilteo Water and Wastewater District WWTP WA0023396 001 Oak Harbor STP WA0020567 003 Penn Cove WWTP WA0029386 001 Port Townsend STP WA0037052 001 Rustlewood STP WA0038075 001 Sekiu WWTP WA0024449 001 Sequim WRF WA0022349 001 Shelton WWTP WA0023345 001 Puget Sound Nutrient General Permit Page 28 Wastewater Treatment Plant Individual NPDES Permit Number Outfall Number Skagit County Sewer District 2 Big Lake WWTP WA0030597 001 Stanwood STP WA0020290 001 Tamoshan STP WA0037290 001 WA Parks Larrabee WWTP WA0023787 001 B. NITROGEN OPTIMIZATION PLAN AND REPORT Each Permittee listed in Table 11 must develop, implement, and maintain a Nitrogen Optimization Plan to evaluate and implement operational strategies for maximizing nitrogen removal from the existing treatment plant during the permit term. Permittees must document their actions taken and apply an adaptive management approach at the WWTP. Permittees will quantify results with required monitoring under this Permit. The Permittee must begin the actions described in this section immediately upon permit coverage. Documentation of Nitrogen Optimization Plan implementation must be submitted through the Single Report (S9- Reporting Requirements). See Appendix E for report questions that satisfy the Nitrogen Optimization Plan requirements. This report must be submitted by March 31, 2026. The Nitrogen Optimization Plan submitted by each Permittee in Table 11 must include the following components: 1. Treatment Process Performance Assessment Each Permittee listed in Table 11 must assess the nitrogen removal potential of the current treatment process and have the ability to evaluate optimization strategies prior to implementation. a. Evaluation. Each Permittee in Table 11 must develop a treatment process assessment method for purposes of evaluating optimization approaches during the permit term. i. Evaluate current (pre-optimization) process performance. Determine the empirical TIN removal rate for the WWTP. ii. Develop an initial assessment approach to evaluate possible optimization strategies at the WWTP prior to and after implementation. iii. Determine the optimization goal for the WWTP. Develop and document a prioritized list of optimization strategies capable of achieving the optimization goal for each WWTP owned and operated by the Permittee. Update this list as necessary to continuously maintain a selection of strategies for achieving each optimization goal identified. Puget Sound Nutrient General Permit Page 29 iv. The Permittee may exclude from the initial selection any optimization strategy considered but found to exceed a reasonable implementation cost or timeframe. Documentation must include an explanation of the rationale and financial criteria used for the exclusion determination. b. Initial Selection. By December 31, 2022 identify the optimization strategy selected for implementation. Document the expected % TIN removal (or the expected reduction in effluent load) for the optimization strategy prior to implementation. 2. Optimization Implementation Permittees in Table 11 must document implementation of the selected optimization strategy (from S6.B.1.b) as it is applied to the existing treatment process during the reporting period. Permittees must document adaptive management applied to optimization strategies following initial implementation through the permit term. a. Strategy Implementation. Describe how the selected strategy was implemented during the reporting period, following permit coverage. Including: i. Initial implementation costs. ii. Length of time for full implementation, including start date. iii. Anticipated and unanticipated challenges. iv. Any impacts to the overall treatment performance as a result of process changes. b. Load Evaluation. Each Permittee listed in Table 11 must review effluent data collected during the reporting period to determine whether TIN loads are increasing. i. Using all accredited monitoring data, determine the facility’s annual average TIN concentration and load for each year during the reporting period. ii. Determine the treatment plant’s TIN removal rate at the end of each year. Compare the removal rate with the pre-optimization rate identified in S6.B.1.a.i. c. Strategy Assessment. Quantify the results of the implemented strategy and compare to the performance metric identified in S6.B.1.b. If the TIN loading increased, apply adaptive management, re-evaluate the optimization strategies and the resulting performance to identify the reason. Select a new optimization strategy for implementation and/or revise implementation for better performance. Document any updates to the implementation schedule and overall plan. Puget Sound Nutrient General Permit Page 30 3. Influent Nitrogen Reduction Measures/Source Control Permittees in Table 11 must investigate opportunities to reduce influent TIN loads from septage handling practices, commercial, dense residential and industrial sources and submit documentation with the Annual Report. The investigation must: a. Review non-residential sources of nitrogen and identify any possible pretreatment opportunities. b. Identify strategies for reducing TIN from new multi-family/dense residential developments and commercial buildings. C. AKART ANALYSIS 1. Permittees in Table 11, except for those who meet the exclusions listed in this paragraph, must prepare and submit an approvable all known, available and reasonable treatment (AKART) analysis to Ecology for purposes of evaluating reasonable treatment alternatives capable of reducing total inorganic nitrogen (TIN). Permittees must submit this report by December 31, 2025. Permittees that maintain an annual TIN average of < 10 mg/L and do not document an increase in load through their DMRs do not have to submit this analysis. 2. The analysis must contain appropriate requirements as described in the following guidance (or the most recent version): a. The Criteria for Sewage Works Design (ECY Publication No. 98-37, 2019)9 b. Reclaimed Water Facilities Manual: The Purple Book (ECY Publication No. 15- 10-024, 2019)10 3. The AKART analysis must include the following elements: a. Wastewater Characterization i. Current volumes, flowrates and growth trends ii. Current influent and effluent quality b. Treatment Technology Analysis i. Description of current treatment processes ii. Identification and screening of potential treatment technologies for TIN reduction that achieves AKART for nitrogen removal c. Economic Evaluation 9 https://apps.ecology.wa.gov/publications/documents/9837.pdf 10 https://apps.ecology.wa.gov/publications/SummaryPages/1510024.html Puget Sound Nutrient General Permit Page 31 i. Develop capital, operation and maintenance costs and 20 year net present value using the real discount rate in the most current Appendix C to Office of Management and Budget Circular No. A-9411 for each technology alternative evaluated. ii. Provide cost per pound of nitrogen removed iii. Provide details on basis for current wastewater utility rate structure, including: 1. How utilities allocate and recover costs from customers. 2. How frequently rate structures are reviewed. 3. The last time rates were adjusted and the reason for that adjustment. iv. Provide impact to current rate structure for each alternative assessed. d. Environmental Justice (EJ) Review i. Evaluate the demographics within the sewer service area to identify communities of color, Tribes, indigenous communities, and low income populations. ii. Identify areas within the service area that exceed the median household income. iii. Include an affordability assessment to identify how much overburdened communities identified in S6.C.3.d.i can afford to pay for the wastewater utility. iv. Propose alternative rate structures or measures that can be taken to prevent adverse effects of rate increases on populations with economic hardship identified in S6.C.3.d.i. v. Provide information on how recreation and commercial opportunities may be improved for communities identified in S6.C.3.d.i as a result of the treatment improvements identified. e. Selection of most reasonable treatment alternative. f. Attainable implementation schedule that includes funding, design and construction of infrastructure improvement capable of achieving and maintaining AKART. 11 https://www.whitehouse.gov/wp-content/uploads/2020/12/2020_Appendix-C.pdf Puget Sound Nutrient General Permit Page 32 S7. MONTORING SCHEDULES AND SAMPLING REQUIREMENTS A. MONITORING REQUIREMENTS FOR DOMINANT LOADERS Each permittee listed in Table 5 must monitor influent and effluent in accordance with the following schedule and requirements specified in Table 12 and 13, respectively. Influent and effluent monitoring locations must be representative. Permittees may use the monitoring locations identified in their individual NPDES permit. If a Permittee conducts additional sampling of required parameters during the month, they must report all results on the monthly DMR. Table 12. Influent Sampling Requirements for Dominant Loaders Wastewater influent means the raw sewage flow from the collection system into the treatment facility. Sample the wastewater entering the headworks of the treatment plant excluding any side-stream returns from inside the plant, if possible. The Permittee must collect total ammonia, nitrate plus nitrite, and TKN samples during the same sampling event. Parameter Units & Specifications Minimum Sampling or Calculation Frequency Analytical Method k Laboratory Quantitation Level l Sample Type CBOD5 mg/L 2/week b SM5210-B 2 mg/L 24-hour composite e Total Ammonia mg/L as N 2/week b SM4500-NH3- B/C/D/E/F/G/H 0.02 mg/L 24-hour composite e Nitrate plus Nitrite Nitrogen mg/L as N 1/month c SM4500-NO3- E/F/H 0.1 mg/L 24-hour composite e Total Kjeldahl Nitrogen (TKN) mg/L as N 1/month c SM4500-Norg- B/C and SM4500-NH3- B/C/D/E/F/G/H 0.3 mg/L 24-hour composite e Puget Sound Nutrient General Permit Page 33 Table 13. Effluent Sampling Requirements for Dominant Loaders Final wastewater effluent means wastewater exiting the last treatment process or operation. Typically, this is after or at the exit from the chlorine contact chamber or other disinfection process. The total ammonia, TKN, and nitrate plus nitrite samples must be taken during the same sampling event. Parameter Units & Specifications Minimum Sampling or Calculation Frequency Analytical Method k Laboratory Quantitation Level l Sample Type Flow f MGD 2/week b -- -- Metered/ recorded CBOD5 a mg/L 2/week b SM5210-B 2 mg/L 24-hour composite e Total Organic Carbon mg/L 1/quarter d SM5310-B/C/D 1 mg/L 24-hour composite e Total Ammonia mg/L as N 2/week b SM4500-NH3- B/C/D/E/F/G/H 0.02 mg/L 24-hour composite e Nitrate plus Nitrite Nitrogen mg/L as N 2/week b SM4500-NO3- E/F/H 0.1 mg/L 24-hour composite e TKN mg/L as N 1/month c SM4500-Norg-B/C and SM4500-NH3- B/C/D/E/F/G/H 0.3 mg/L 24-hour composite e Total Inorganic Nitrogen mg/L as N 2/week b -- -- Calculated g Total Inorganic Nitrogen Lbs/day 2/week b -- -- Calculated h Average Monthly Total Inorganic Nitrogen Lbs 1/month c -- -- Calculated i Annual Total Inorganic Nitrogen, year to date Lbs 1/month c -- -- Calculated j Puget Sound Nutrient General Permit Page 34 Table 14. Footnotes for Influent and Effluent Monitoring Tables 12 and 13 Footnote Information a Take effluent samples for the CBOD5 analysis before or after the disinfection process. If taken after disinfection and chlorine is used, dechlorinate and reseed the sample. b 2/week means two (2) times during each week c 1/month means one (1) time during each month d Quarterly sampling periods are January through March, April through June, July through September, and October through December. The Permittee must begin quarterly monitoring for the quarter beginning on 1/1/22 4/1/22 7/1/22 10/1/22 and submit results by 4/15/22, 7/15/22, 10/15/22, 1/15/22. e 24-hour composite means a series of individual samples collected over a 24 - hour period into a single container, and analyzed as one sample. f Report daily flows only on days when collecting total ammonia and nitrate plus nitrite samples. g TIN (mg/L) as N = Total Ammonia (mg/L as N) + Nitrate plus Nitrite (mg/L as N) h Calculate mass concurrently with the respective concentration of a sample, using the following formula: Concentration (in mg/L) X daily flow (in MGD) X Conversion Factor (8.34) = lbs/day i Calculate the monthly average total inorganic nitrogen load (lbs as N) using the following equation: Monthly average TIN load (lbs as N) = ((෍ Calculated TIN loads (lbs day 𝑎𝑠 𝑁)) /𝑛𝑢𝑚𝑏𝑒𝑟 𝑜𝑓 𝑠𝑎𝑚𝑝𝑙𝑒𝑠)x number of days in the calendar month j Calculate the annual total inorganic nitrogen, year to date using the following calculation: Annual TIN load (lbs as N)=෍ Monthly average TIN loads,to date k Or other equivalent EPA-approved method with the same or lower quantitation level l The Permittee must ensure laboratory results comply with the quantitation level (QL) specified in the table. However, if an alternative method from 40 CFR Part 136 is sufficient to produce measurable results in the sample, the Permittee may use that method for analysis. If the Permittee uses an alternative method it must report the test method and QL on the discharge monitoring report. If the permittee is unable to obtain the required QL due to matrix effects, the Permittee must report the matrix-specific method detection level (MDL) and QL on the DMR. The permittee must also upload the QA/QC documentation from the lab on the QL development. Puget Sound Nutrient General Permit Page 35 B. MONITORING REQUIREMENTS FOR MODERATE LOADERS Each permittee listed in Table 8 must monitor influent and effluent in accordance with the following schedule and requirements specified in Table 15 and 16, respectively. Influent and effluent monitoring locations must be representative. Permittees may use the monitoring locations identified in their individual NPDES permit. If a Permittee conducts additional sampling of required parameters during the month, they must report all results on the monthly DMR. Table 15. Influent Sampling Requirements for Moderate Loaders Wastewater influent means the raw sewage flow from the collection system into the treatment facility. Sample the wastewater entering the headworks of the treatment plant excluding any side-stream returns from inside the plant, if possible. The Permittee must collect total ammonia, nitrate plus nitrite, and TKN samples during the same sampling event. Parameter Units & Specifications Minimum Sampling or Calculation Frequency Analytical Method k Laboratory Quantitation Level l Sample Type CBOD5 mg/L 1/week b SM5210-B 2 mg/L 24-hour composite e Total Ammonia mg/L as N 1/week b SM4500-NH3- B/C/D/E/F/G/H 0.02 mg/L 24-hour composite e Nitrate plus Nitrite Nitrogen mg/L as N 1/month c SM4500-NO3- E/F/H 0.1 mg/L 24-hour composite e Total Kjeldahl Nitrogen (TKN) mg/L as N 1/month c SM4500-Norg- B/C and SM4500-NH3- B/C/D/E/F/G/H 0.3 mg/L 24-hour composite e Puget Sound Nutrient General Permit Page 36 Table 16. Effluent Sampling Requirements for Moderate Loaders Final wastewater effluent means wastewater exiting the last treatment process or operation. Typically, this is after or at the exit from the chlorine contact chamber or other disinfection process. The total ammonia, TKN, and nitrate plus nitrite samples must be taken during the same sampling event. Parameter Units & Specifications Minimum Sampling or Calculation Frequency Analytical Method k Laboratory Quantitation Level l Sample Type Flow f MGD 1/week b -- -- Metered/ recorded CBOD5 a mg/L 1/week b SM5210-B 2 mg/L 24-hour composite e Total Organic Carbon mg/L 1/quarter c SM5310-B/C/D 1 mg/L 24-hour composite e Total Ammonia mg/L as N 1/week b SM4500-NH3- B/C/D/E/F/G/H 0.02 mg/L 24-hour composite e Nitrate plus Nitrite Nitrogen mg/L as N 1/week b SM4500-NO3- E/F/H 0.1 mg/L 24-hour composite e TKN mg/L as N 1/month c SM4500-Norg-B/C and SM4500- NH3- B/C/D/E/F/G/H 0.3 mg/L 24-hour composite e Total Inorganic Nitrogen mg/L as N 1/week b -- -- Calculated g Total Inorganic Nitrogen Lbs/day 1/week b -- -- Calculated h Average Monthly Total Inorganic Nitrogen Lbs 1/month c -- -- Calculated i Annual Total Inorganic Nitrogen, year to date Lbs 1/month c -- -- Calculated j Puget Sound Nutrient General Permit Page 37 Table 17. Footnotes for Influent and Effluent Monitoring Tables 15 and 16 Footnote Information a Take effluent samples for the CBOD5 analysis before or after the disinfection process. If taken after disinfection and chlorine is used, dechlorinate and reseed the sample. b 1/week means one (1) times during each week c 1/month means one (1) time during each month d Quarterly sampling periods are January through March, April through June, July through September, and October through December. The Permittee must begin quarterly monitoring for the quarter beginning on 1/1/22 4/1/22 7/1/22 10/1/22 and submit results by 4/15/22, 7/15/22, 10/15/22, 1/15/22. e 24-hour composite means a series of individual samples collected over a 24 - hour period into a single container, and analyzed as one sample. f Report daily flows only on days when collecting total ammonia and nitrate plus nitrite samples. g TIN (mg/L) as N = Total Ammonia (mg/L as N) + Nitrate plus Nitrite (mg/L as N) h Calculate mass concurrently with the respective concentration of a sample, using the following formula: Concentration (in mg/L) X daily flow (in MGD) X Conversion Factor (8.34) = lbs/day i Calculate the monthly average total inorganic nitrogen load (lbs as N) using the following equation: Monthly average TIN load (lbs as N) = ((෍ Calculated TIN loads (lbs day 𝑎𝑠 𝑁)) /𝑛𝑢𝑚𝑏𝑒𝑟 𝑜𝑓 𝑠𝑎𝑚𝑝𝑙𝑒𝑠)x number of days in the calendar month j Calculate the annual total inorganic nitrogen, year to date using the following calculation: Annual TIN load (lbs as N)=෍ Monthly average TIN loads,to date k Or other equivalent EPA-approved method with the same or lower quantitation level l The Permittee must ensure laboratory results comply with the quantitation level (QL) specified in the table. However, if an alternative method from 40 CFR Part 136 is sufficient to produce measurable results in the sample, the Permittee may use that method for analysis. If the Permittee uses an alternative method it must report the test method and QL on the discharge monitoring report. If the permittee is unable to obtain the required QL due to matrix effects, the Permittee must report the matrix-specific method detection level (MDL) and QL on the DMR. The permittee must also upload the QA/QC documentation from the lab on the QL development. Puget Sound Nutrient General Permit Page 38 C. MONITORING REQUIREMENTS FOR SMALL LOADERS Each permittee listed in Table 11 must monitor influent and effluent in accordance with the following schedule and requirements specified in Table 18 and 19, respectively. Influent and effluent monitoring locations must be representative. Permittees may use the monitoring locations identified in their individual NPDES permit. If a Permittee conducts additional sampling of required parameters during the month, they must report all results on the monthly DMR. Table 18. Influent Sampling Requirements for Small Loaders Wastewater influent means the raw sewage flow from the collection system into the treatment facility. Sample the wastewater entering the headworks of the treatment plant excluding any side-stream returns from inside the plant, if possible. The Permittee must collect total ammonia, nitrate plus nitrite, and TKN samples during the same sampling event. Parameter Units & Specifications Minimum Sampling or Calculation Frequency Analytical Method j Laboratory Quantitation Level k Sample Type CBOD5 mg/L 2/month c SM5210-B 2 mg/L 24-hour composite e Total Ammonia mg/L as N 2/month c SM4500-NH3- B/C/D/E/F/G/H 0.02 mg/L 24-hour composite e Nitrate plus Nitrite Nitrogen mg/L as N 1/month b SM4500-NO3- E/F/H 0.1 mg/L 24-hour composite e Total Kjeldahl Nitrogen (TKN) mg/L as N 1/month b SM4500-Norg- B/C and SM4500-NH3- B/C/D/E/F/G/H 0.3 mg/L 24-hour composite e Puget Sound Nutrient General Permit Page 39 Table 19. Effluent Sampling Requirements for Small Loaders Final wastewater effluent means wastewater exiting the last treatment process or operation. Typically, this is after or at the exit from the chlorine contact chamber or other disinfection process. The total ammonia, TKN, and nitrate plus nitrite samples must be taken during the same sampling event. Parameter Units & Specifications Minimum Sampling or Calculation Frequency Analytical Method k Laboratory Quantitation Level l Sample Type Flow f MGD 2/month c -- -- Metered/ recorded CBOD5 a mg/L 2/month c SM5210-B 2 mg/L 24-hour composite e Total Organic Carbon mg/L 1/quarter d SM5310-B/C/D 1 mg/L 24-hour composite e Total Ammonia mg/L as N 2/month c SM4500-NH3- B/C/D/E/F/G/H 0.02 mg/L 24-hour composite e Nitrate plus Nitrite Nitrogen mg/L as N 2/month c SM4500-NO3- E/F/H 0.1 mg/L 24-hour composite e TKN mg/L as N 1/month b SM4500-Norg-B/C and SM4500-NH3- B/C/D/E/F/G/H 0.3 mg/L 24-hour composite e Total Inorganic Nitrogen mg/L as N 2/month c -- -- Calculated g Total Inorganic Nitrogen Lbs/day 2/month c -- -- Calculated h Average Monthly Total Inorganic Nitrogen Lbs 1/month b -- -- Calculated i Annual Total Inorganic Nitrogen, year to date Lbs 1/month b -- -- Calculated j Puget Sound Nutrient General Permit Page 40 Table 20. Footnotes for Influent and Effluent Monitoring Tables 18 and 19 Footnote Information a Take effluent samples for the CBOD5 analysis before or after the disinfection process. If taken after disinfection and chlorine is used, dechlorinate and reseed the sample. b 1/month means one (1) time during each month c 2/month means two (2) times during each month and on a rotational basis throughout the days of the week, except weekends and holidays. d Quarterly sampling periods are January through March, April through June, July through September, and October through December. The Permittee must begin quarterly monitoring for the quarter beginning on 1/1/22 4/1/22 7/1/22 10/1/22 and submit results by 4/15/22, 7/15/22, 10/15/22, 1/15/22. e 24-hour composite means a series of individual samples collected over a 24 - hour period into a single container, and analyzed as one sample. f Report daily flows only on days when collecting total ammonia and nitrate plus nitrite samples. g TIN (mg/L) as N = Total Ammonia (mg/L as N) + Nitrate plus Nitrite (mg/L as N) h Calculate mass concurrently with the respective concentration of a sample, using the following formula: Concentration (in mg/L) X daily flow (in MGD) X Conversion Factor (8.34) = lbs/day i Calculate the monthly average total inorganic nitrogen load (lbs as N) using the following equation: Monthly average TIN load (lbs as N) = ((෍ Calculated TIN loads (lbs day 𝑎𝑠 𝑁)) /𝑛𝑢𝑚𝑏𝑒𝑟 𝑜𝑓 𝑠𝑎𝑚𝑝𝑙𝑒𝑠)x number of days in the calendar month j Calculate the annual total inorganic nitrogen, year to date using the following calculation: Annual TIN load (lbs as N)=෍ Monthly average TIN loads,to date k Or other equivalent EPA-approved method with the same or lower quantitation level l The Permittee must ensure laboratory results comply with the quantitation level (QL) specified in the table. However, if an alternative method from 40 CFR Part 136 is sufficient to produce measurable results in the sample, the Permittee may use that method for analysis. If the Permittee uses an alternative method it must report the test method and QL on the discharge monitoring report. If the permittee is unable to obtain the required QL due to matrix effects, the Permittee must report the matrix-specific method detection level (MDL) and QL on the DMR. The permittee must also upload the QA/QC documentation from the lab on the QL development. Puget Sound Nutrient General Permit Page 41 D. SAMPLING AND ANALYTICAL PROCEDURES Samples and measurements taken to meet the requirements of this permit must represent the volume and nature of the monitored parameters, including representative sampling of any unusual discharge or discharge condition, including authorized bypasses, upsets, and maintenance-related conditions affecting effluent quality. Sampling and analytical methods used to meet the monitoring requirements specified in this permit must conform to the latest revision of the Guidelines Establishing Test Procedures for the Analysis of Pollutants12 contained in 40 CFR 13613 (or as applicable in 40 CFR subchapter N14 [Parts 400-471] or 40 CFR subchapter O15 [Parts 501-503]) unless otherwise specified in this permit. E. FLOW MEASUREMENT The Permittee must: 1. Select and use appropriate flow measurement and method consistent with accepted scientific practices. 2. Install, calibrate, and maintain these devices to ensure the accuracy of the measurements is consistent with the accepted industry standard, the manufacture’s recommendation, and approved O&M manual procedures for the device and the wastestream. 3. Establish a calibration frequency for each device or instrument in the Permittee’s O&M Manual that conforms to the frequency recommended by the manufacturer. 4. Maintain calibration records for at least three years. F. LABORATORY ACCREDITATION 1. The Permittee must ensure that all monitoring data required by Ecology for permit specified parameters is prepared by a laboratory registered or accredited under the provisions of chapter 173-50 WAC, Accreditation of Environmental Laboratories. Flow and internal process control parameters are exempt from this requirement. G. REQUEST FOR REDUCTION IN MONITORING 1. The Permittee may request a reduction of the sampling frequency after twelve (12) months of monitoring by demonstrating that the distribution of 12 https://www.ecfr.gov/cgi-bin/text- idx?SID=0e534d17f9783994a26ffee684d260c2&mc=true&node=pt40.25.136&rgn=div5 13 https://www.ecfr.gov/cgi-bin/text- idx?SID=0e534d17f9783994a26ffee684d260c2&mc=true&node=pt40.25.136&rgn=div5 14 https://www.ecfr.gov/cgi-bin/text- idx?SID=0e534d17f9783994a26ffee684d260c2&mc=true&tpl=/ecfrbrowse/Title40/40CIsubchapN.tpl 15 https://www.ecfr.gov/cgi-bin/text- idx?SID=0e534d17f9783994a26ffee684d260c2&mc=true&tpl=/ecfrbrowse/Title40/40CIsubchapO.tpl Puget Sound Nutrient General Permit Page 42 concentrations can be accurately represented with a lower sampling frequency. Ecology will review each request and at its discretion grant the request in writing when it reissues the permit coverage or by a permit coverage modification. 2. The Permittee must: a. Provide a written request. b. Clearly state the parameters for which it is requesting reduced monitoring. c. Clearly state the justification for the reduction. S8. DISCHARGES TO 303(D) OR TMDL WATER BODIES If EPA approves an applicable Total Maximum Daily Load (TMDL) that includes wasteload allocations for WWTPs owned and operated by the Permittee Ecology will address any permit requirements related to the approved TMDL in the Permittee’s individual permit or through a modification of this permit. Puget Sound Nutrient General Permit Page 43 S9. REPORTING AND RECORDKEEPING REQUIREMENTS A. DISCHARGE MONITORING REPORTS Permittees required to conduct water quality sampling in accordance with Special Conditions S7, and/or G12 (Additional Monitoring) must submit the results to Ecology. Permittees must submit the monthly DMR by the 15 th day of the following month. Permittees must submit monitoring data using Ecology's WQWebDMR program. B. MONITORING REQUIREMENTS 1. Wastewater Sampling Frequency a. The Permittee must sample both the influent and effluent discharge location at the frequencies listed in Condition S7.A, S7.B and S7.C. b. Samples must be representative of the flow and characteristics of the discharge. c. Sampling is not required outside of normal working hours or during unsafe conditions. 2. Wastewater Sampling Locations Influent and effluent sampling locations must be representative. Permittees may use the compliance monitoring locations in their individual NPDES permit, prior to entry into waters of the state. 3. Wastewater Sampling Documentation For each sample taken, the Permittee must record and retain the following information: a. Sample date and time b. Sample location c. Method of sampling, and method of sample preservation, if applicable d. Individual who performed the sampling 4. Where wastewater monitoring requirements under this Permit mirror requirements in a Permittee’s individual permit, the same result may be applied to both permits. 5. Additional Monitoring by the Permittee If the Permittee monitors any pollutant more frequently than required by this permit using test procedures specified by Condition S7, the Permittee must include the results of the extra monitoring in the calculation and reporting of the data submitted in the Permittee’s DMR. Puget Sound Nutrient General Permit Page 44 C. ANNUAL REPORT FOR DOMINANT LOADERS 1. No later than March 31 of each year, each Permittee listed in Table 5 must submit an Annual Report documenting optimization and the adaptive management used at their WWTP. The Permittee must submit their first annual report by March 31, 2023 for the reporting period that begins on January 1, 2022 and lasts through December 31, 2022. All subsequent Annual Reports must use the reporting period of the previous calendar year unless otherwise specified. 2. Permittees must submit Annual reports electronically using Ecology’s Water Quality Permitting Portal (WQWebPortal) available on Ecology’s website, unless otherwise directed by Ecology. 3. The Annual Report documenting the Nutrient Optimization Plan for Permittees listed in Table 5 must include the following: a. Submittal of the Annual Report form as provided by Ecology pursuant to S4.C, describing the status of the requirements of this Permit during the reporting period. b. Attachments to the Annual Report including summaries, descriptions, reports and other information as required, or as applicable, to meet the requirements of this Permit during the reporting period, or as a required submittal. Refer to Appendix C for Annual Report questions. c. Certification and signature pursuant to G2.D and notification of any changes to authorization pursuant to G2.C. D. ANNUAL REPORT FOR MODERATE LOADERS 1. No later than March 31 of each year, each Permittee listed in Table 8 must submit an Annual Report documenting optimization and the adaptive management used at their WWTP. The Permittee must submit their first annual report by March 31, 2023 for the reporting period that begins on January 1, 2022 and lasts through December 31, 2022. All subsequent Annual Reports must use the reporting period of the previous calendar year unless otherwise specified. 2. Permittees must submit Annual reports electronically using Ecology’s Water Quality Permitting Portal (WQWebPortal) available on Ecology’s website, unless otherwise directed by Ecology. 3. The Annual Report documenting the Nutrient Optimization Plan for Permittees listed in Table 8 must include the following: a. Submittal of the Annual Report form as provided by Ecology pursuant to S5.C, describing the status of the requirements of this Permit during the reporting period. b. Attachments to the Annual Report including summaries, descriptions, reports and other information as required, or as applicable, to meet the requirements of this Permit during the reporting period, or as a required submittal. Refer to Appendix D for Annual Report questions. Puget Sound Nutrient General Permit Page 45 c. Certification and signature pursuant to G2.D and notification of any changes to authorization pursuant to G2.C. E. REPORTING FOR SMALL LOADERS 1. No later than March 31, 2026 each Permittee listed in Table 11 must submit an Optimization Report documenting optimization and the adaptive management used at their WWTP. The reporting period for this report will be from January 1, 2022 through December 31, 2025. 2. Permittees must submit the Nitrogen Optimization Report electronically using Ecology’s Water Quality Permitting Portal (WQWebPortal) available on Ecology’s website, unless otherwise directed by Ecology. 3. The electronic report documenting the optimization for Permittees listed in Table 11 must include the following: a. Submittal of the Optimization Report form as provided by Ecology pursuant to S6.B, describing the status of the requirements of this Permit during the reporting period. b. Attachments to the Optimization Report including summaries, descriptions, reports and other information as required, or as applicable, to meet the requirements of this Permit during the reporting period, or as a required submittal. Refer to Appendix E for Optimization Report questions. c. Certification and signature pursuant to G2.D and notification of any changes to authorization pursuant to G2.C. F. RECORDS RETENTION The Permittee must retain records of all monitoring information (field notes, sampling results, etc.), optimization documents submitted with the annual or one-time report, and any other documentation of compliance with permit requirements for a minimum of five years following the termination of permit coverage. Such information must include all calibration and maintenance records, and records of all data used to complete the application for this permit. This period of retention must be extended during the course of any unresolved litigation regarding the discharge of pollutants by the Permittee or when requested by Ecology. G. NONCOMPLIANCE NOTIFICATION In the event the Permittee is unable to comply with any of the terms and conditions of this permit which may cause a threat to human health or the environment, including threats resulting from unanticipated bypass or upset, or does not comply with the narrative effluent requirements, the Permittee must: Puget Sound Nutrient General Permit Page 46 1. Immediately, in no case more than 24 hours of becoming aware of the circumstances, notify Ecology of the failure to comply by calling the applicable regional office phone number (find at Ecology’ Report a Spill webpage16). 2. Immediately take action to prevent the discharge/pollution, or otherwise stop or correct the noncompliance. 3. Submit a written report to Ecology using the WQWebPortal within five (5) days of the time the Permittee becomes aware of a reportable event. The report must contain: a. A description of the noncompliance and its cause b. The period of noncompliance including exact dates and times c. If the noncompliance has not been corrected, the anticipated time it is expected to continue d. Steps taken or planned to reduce, eliminate, and prevent reoccurrence of the noncompliance Ecology may waive the written report on a case-by-case basis upon request if the Permittee has submitted a timely oral report. Compliance with these requirements does not relieve the Permittee from responsibility to maintain continuous compliance with the terms and conditions of this permit or the resulting liability for failure to comply. Refer to Section G13 of this permit for specific information regarding non-compliance. H. ACCESS TO PLANS AND RECORDS 1. The Permittee must retain the following permit documentation (reports and monitoring records) on site, or within reasonable access to the site, for use by the operator or for on-site review by Ecology: a. Permit Coverage Letter b. Puget Sound Nutrient General Permit c. Discharge Monitoring Reports d. Attachments to the Annual or Single Report as required in the Nitrogen Optimization Plan (NOP) e. Nutrient Reduction Evaluation for Permittees listed in Tables 5 and 8 or AKART Analysis for Permittees listed in Table 11 S10. PERMIT FEES The Permittee must pay permit fees assessed by Ecology. Fees for wastewater discharges covered under this permit are established by Chapter 173-224 WAC. 16 https://ecology.wa.gov/About-us/Get-involved/Report-an-environmental-issue/Report-a-spill Puget Sound Nutrient General Permit Page 47 GENERAL CONDITIONS G1. DISCHARGE VIOLATIONS All discharges and activities authorized by this general permit must be consistent with the terms and conditions of this general permit. Failure to follow the corrective action requirement after discharge of TIN at a level that exceeds the action level identified and authorized by the general permit constitutes a violation of the terms and conditions of this permit. G2. SIGNATORY REQUIREMENTS A. All permit applications must bear a certification of correctness to be signed: 1. In the case of corporations, by a responsible corporate officer; 2. In the case of a partnership, by a general partner of a partnership; 3. In the case of sole proprietorship, by the proprietor; or 4. In the case of a municipal, state, or other public facility, by either a principal executive officer or ranking elected official. B. All reports required by this permit and other information requested by Ecology must be signed by a person described above or by a duly authorized representative of that person. A person is a duly authorized representative only if: 1. The authorization is made in writing by a person described above and submitted to Ecology. 2. The authorization specifies either an individual or a position having responsibility for the overall operation of the regulated facility, such as the position of plant manager, superintendent, position of equivalent responsibility, or an individual or position having overall responsibility for environmental matters. C. Changes to authorization. If an authorization under paragraph G2.B.2 above is no longer accurate because a different individual or position has responsibility for the overall operation of the facility, a new authorization satisfying the requirements of paragraph G2.B.2 above must be submitted to Ecology prior to or together with any reports, information, or applications to be signed by an authorized representative. D. Certification. Any person signing a document under this section must make the following certification: E. “I certify under penalty of law, that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations.” Puget Sound Nutrient General Permit Page 48 G3. RIGHT OF INSPECTION AND ENTRY The Permittee must allow an authorized representative of Ecology, upon the presentation of credentials and such other documents as may be required by law: A. To enter upon the premises where a discharge is located or where any records are kept under the terms and conditions of this permit. B. To have access to and copy – at reasonable times and at reasonable cost -- any records required to be kept under the terms and conditions of this permit. C. To inspect – at reasonable times – any facilities, equipment (including monitoring and control equipment), practices, methods, or operations regulated or required under this permit. D. To sample or monitor – at reasonable times – any substances or parameters at any location for purposes of assuring permit compliance or as otherwise authorized by the Clean Water Act. G4. GENERAL PERMIT MODIFICATION AND REVOCATION This permit may be modified, revoked and reissued, or terminated in accordance with the provisions of Chapter 173-226 WAC. Grounds for modification, revocation and reissuance, or termination include, but are not limited to, the following: A. When a change occurs in the technology or practices for control or abatement of pollutants applicable to the category of dischargers covered under this permit. B. When effluent limitation guidelines or standards are promulgated pursuant to the CWA or Chapter 90.48 RCW, for the category of dischargers covered under this permit. C. When a water quality management plan containing requirements applicable to the category of dischargers covered under this permit is approved, or D. When information is obtained that indicates cumulative effects on the environment from dischargers covered under this permit are unacceptable. G5. REVOCATION OF COVERAGE UNDER THE PERMIT Pursuant to Chapter 43.21B RCW and Chapter 173-226 WAC, the Director may terminate coverage for any discharger under this permit for cause. Cases where coverage may be terminated include, but are not limited to, the following: A. Violation of any term or condition of this permit. B. Obtaining coverage under this permit by misrepresentation or failure to disclose fully all relevant facts. C. A change in any condition that requires either a temporary or permanent reduction or elimination of the permitted discharge. D. Failure or refusal of the Permittee to allow entry as required in RCW 90.48.090. Puget Sound Nutrient General Permit Page 49 E. A determination that the permitted activity endangers human health or the environment, or contributes to water quality standards violations. F. Nonpayment of permit fees or penalties assessed pursuant to RCW 90.48.465 and Chapter 173-224 WAC. G. Failure of the Permittee to satisfy the public notice requirements of WAC 173-226- 130(5), when applicable. G6. COMPLIANCE WITH OTHER LAWS AND STATUTES Nothing in this permit will be construed as excusing the Permittee from compliance with any applicable federal, state, or local statutes, ordinances, or regulations. G7. DUTY TO REAPPLY The Permittee must apply for permit renewal at least 180 days prior to the specified expiration date of this permit. G8. TRANSFER OF GENERAL PERMIT COVERAGE In the event of any change in control or ownership of facilities from which the authorized discharge emanate, the Permittee must follow the procedures listed in their individual NPDES permit when notifying Ecology. G9. REMOVED SUBSTANCES The Permittee must not re-suspend or reintroduce collected screenings, grit, solids, sludges, filter backwash, or other pollutants removed in the course of treatment or control of wastewater to the final effluent stream for discharge to state waters. G10. DUTY TO PROVIDE INFORMATION The Permittee must submit to Ecology, within a reasonable time, all information that Ecology may request to determine whether cause exists for modifying, revoking and reissuing, or terminating this permit or to determine compliance with this permit. The Permittee must also submit to Ecology, upon request, copies of records required to be kept by this permit [40 CFR 122.41(h)]. G11. OTHER REQUIREMENTS OF 40 CFR All other requirements of 40 CFR 122.41 and 122.42 are incorporated in this permit by reference. G12. ADDITIONAL MONITORING Ecology may establish specific monitoring requirements in addition to those contained in this permit by administrative order or permit modification. Puget Sound Nutrient General Permit Page 50 G13. PENALTIES FOR VIOLATING PERMIT CONDITIONS Any person who is found guilty of willfully violating the terms and conditions of this permit shall be deemed guilty of a crime, and upon conviction thereof shall be punished by a fine of up to ten thousand dollars ($10,000) and costs of prosecution, and/or by imprisonment in the discretion of the court. Each day upon which a willful violation occurs may be deemed a separate and additional violation. Any person who violates the terms and conditions of a waste discharge permit shall incur, in addition to any other penalty as provided by law, a civil penalty in the amount of up to ten thousand dollars ($10,000) for every such violation. Each and every such violation shall be a separate and distinct offense, and in case of a continuing violation, every day’s continuance shall be deemed to be a separate and distinct violation. G14. PROPERTY RIGHTS This permit does not convey any property rights of any sort, or any exclusive privilege. G15. DUTY TO COMPLY The Permittee must comply with all conditions of this permit. Any permit noncompliance constitutes a violation of the Clean Water Act and is grounds for enforcement action; for permit termination, revocation and reissuance, or modification; or denial of a permit renewal application. G16. TOXIC POLLUTANTS The Permittee must comply with effluent standards or prohibitions established under Section 307(a) of the Clean Water Act for toxic pollutants within the time provided in the regulations that establish those standards or prohibitions, even if this permit has not yet been modified to incorporate the requirement. G17. PENALTIES FOR TAMPERING The Clean Water Act provides that any person who falsifies, tampers with, or knowingly renders inaccurate any monitoring device or method required to be maintained under this permit shall, upon conviction, be punished by a fine of not more than $10,000 per violation, or by imprisonment for not more than two years per violation, or by both. If a conviction of a person is for a violation committed after a first conviction of such person under this condition, punishment shall be a fine of not more than $20,000 per day of violation, or imprisonment of not more than four (4) years, or both. G18. REPORTING PLANNED CHANGES Report planned changes in a manner consistent with the individual permit. G19. REPORTING OTHER INFORMATION Where the Permittee becomes aware that it failed to submit any relevant facts in a permit application, or submitted incorrect information in a permit application or in any report to Ecology, it must promptly submit such facts or information. Puget Sound Nutrient General Permit Page 51 G20. REPORTING ANTICIPATED NON-COMPLIANCE The Permittee must give advance notice to Ecology by submission of a new application or supplement thereto at least one hundred and eighty (180) days prior to commencement of such discharges, of any facility expansions, or other planned changes, such as process modifications, in the permitted facility which may result in noncompliance with permit limits or conditions. Any maintenance of facilities, which might necessitate unavoidable interruption of operation and degradation of effluent quality, must be scheduled during non-critical water quality periods and carried out in a manner approved by Ecology. G21. APPEALS A. The terms and conditions of this general permit, as they apply to the appropriate class of dischargers, are subject to appeal by any person within 30 days of issuance of this general permit, in accordance with Chapter 43.21B RCW, and Chapter 173-226 WAC. B. The terms and conditions of this general permit, as they apply to an individual discharger, are appealable in accordance with Chapter 43.21B RCW within 30 days of the effective date of coverage of that discharger. Consideration of an appeal of general permit coverage of an individual discharger is limited to the general permit’s applicability or nonapplicability to that individual discharger. C. The appeal of general permit coverage of an individual discharger does not affect any other dischargers covered under this general permit. If the terms and conditions of this general permit are found to be inapplicable to any individual discharger(s), the matter shall be remanded to Ecology for consideration of issuance of an individual permit or permits. G22. SEVERABILITY The provisions of this permit are severable, and if any provision of this permit, or application of any provision of this permit to any circumstance, is held invalid, the application of such provision to other circumstances, and the remainder of this permit shall not be affected thereby. G23. BYPASS PROHIBITED This permit prohibits a bypass, which is the intentional diversion of waste streams from any portion of a treatment facility. See bypass prohibitions included in each jurisdiction’s individual NPDES permit. Puget Sound Nutrient General Permit Page 52 APPENDIX A – DEFINITIONS 303(d) Listed Waters means waterbodies listed as Category 5 on Washington State’s Water Quality Assessment. Action Level means an indicator value used to determine the effectiveness of best management practices at a WWTPs. Action levels are not water quality criteria or effluent limits by themselves but indicators of treatment optimization. Adaptive Management means the process of incorporating new information into optimization implementation to ensure effective attainment of documented goals or the facility specific action level. AKART means acronym for “all known, available, and reasonable methods of prevention, control, and treatment.” AKART represents the most current methodology that can be reasonably required for preventing, controlling, or abating the pollutants and controlling pollution associated with a discharge. Alternative Restoration Plan means a near-term plan, or description of actions, with a schedule and milestones, that is more immediately beneficial or practicable to achieving water quality standards. Applicant means an owner or operator in responsible charge seeking coverage under this permit. Best Management Practices (BMPs) means schedules of activities, prohibitions of practices, maintenance procedures, and other physical, structural and/or managerial practices to prevent or reduce the pollution of waters of the State. Bubbled action level means the sum of individual action levels for all WWTPs in the same discharger category under a single jurisdiction’s ownership. Bypass means the intentional diversion of waste streams from any portion of a treatment facility. Day means a period of 24 consecutive hours. Clean Water Act (CWA) means the Federal Water Pollution Control Act enacted by Public Law 92-500, as amended by Public Laws 95-217, 95-576, 96-483, and 97-117; USC 1251 et seq. Composite (also Composite Sample) means a mixture of grab samples collected at the same sampling point at different times, formed either by continuous sampling or by mixing discrete samples. May be "time-composite" (collected at constant time intervals) or "flow-proportional" (collected either as a constant sample volume at time intervals proportional to stream flow, or collected by increasing the volume of each aliquot as the flow increases while maintaining a constant time interval between the aliquots. Puget Sound Nutrient General Permit Page 53 Director means the Director of the Washington Department of Ecology or his/her authorized representative. Discharger means an owner or operator of any facility or activity subject to regulation under Chapter 90.48 RCW or the Federal Clean Water Act. Domestic Wastewater means water carrying human wastes, including kitchen, bath, and laundry wastes from residences, buildings, industrial establishments, or other places, together with such ground water infiltration or surface waters as may be present. Dominant loader means domestic WWTPs discharging more than 2,000 lbs/day TIN. Cumulatively, dominant loaders constitute > 80% of the domestic point source TIN load. Ecology means the Washington State Department of Ecology. Ground Water means water in a saturated zone or stratum beneath the land surface or a surface water body. Greater Puget Sound Region means the marine area where human nutrient loads, from Washington Waters of the Salish Sea, contribute to waters not meeting marine DO standards. The GPS region include the Northern Bays (Bellingham, Samish, and Padilla Bays) as well as Puget Sound Proper, which are the marine waters south of the entrance of Admiralty Inlet (Whidbey Basin, Main Basin, South Sound, and Hood Canal). Moderate loader means a domestic WWTP discharging between 100 and 2,000 lbs/day TIN. Cumulatively, moderate loaders constitute roughly 19 % of the domestic point source TIN load. National Pollutant Discharge Elimination System (NPDES) means the national program for issuing, modifying, revoking and reissuing, terminating, monitoring, and enforcing permits, and imposing and enforcing pretreatment requirements, under sections 307, 402, 318, and 405 of the Federal Clean Water Act, for the discharge of pollutants to surface waters of the State from point sources. These permits are referred to as NPDES permits and, in Washington State, are administered by the Washington Department of Ecology. Notice of Intent (NOI) means the application for, or a request for coverage under this general permit pursuant to WAC 173-226-200. Operator means any individual who performs routine duties, onsite at a wastewater treatment plant that affect plant performance or effluent quality. Operator in Responsible Charge means the individual who is designated by the owner as the person routinely onsite and in direct charge of the overall operation and maintenance of a wastewater treatment plant. Puget Sound Nutrient General Permit Page 54 Optimization (also treatment optimization) means a best management practice (BMP) resulting in the refinement of WWTP operations that lead to improved effluent water quality and/or treatment efficiencies. Outfall means the location where the site’s wastewater discharges to surface water. Overburdened community means a geographic area where vulnerable populations face combined, multiple environmental harms and health impacts, and includes, but is not limited to, highly impacted communities as defined in RCW 19.405.020. Owner means a town or city, a county, a sewer district, board of public utilities, association, municipality or other public body. Permittee means an entity that receives notice of coverage under this general permit. Point source means any discernible, confined, and discrete conveyance, including but not limited to, any pipe, ditch, channel, tunnel, conduit, well, discrete fissure, and container from which pollutants are or may be discharged to surface waters of the State. This term does not include return flows from irrigated agriculture. Pollutant means dredged spoil, solid waste, incinerator residue, filter backwash, sewage, garbage, domestic sewage sludge (biosolids), munitions, chemical wastes, biological materials, radioactive materials, heat, wrecked or discarded equipment, rock, sand, cellar dirt, and industrial, municipal, and agricultural waste. Pollution means contamination or other alteration of the physical, chemical, or biological properties of waters of the State; including change in temperature, taste, color, turbidity, or odor of the waters; or such discharge of any liquid, gaseous, solid, radioactive or other substance into any waters of the State as will or is likely to create a nuisance or render such waters harmful, detrimental or injurious to the public health, safety or welfare; or to domestic, commercial, industrial, agricultural, recreational, or other legitimate beneficial uses; or to livestock, wild animals, birds, fish or other aquatic life. Receiving water means the water body at the point of discharge. If the discharge is to a storm sewer system, either surface or subsurface, the receiving water is the water body to which the storm system discharges. Systems designed primarily for other purposes such as for ground water drainage, redirecting stream natural flows, or for conveyance of irrigation water/return flows that coincidentally convey stormwater are considered the receiving water. Representative sample (also representative sampling) means a wastewater sample which represents the flow and characteristics of the discharge. Representative samples may be a grab sample, a time-proportionate composite sample, or a flow proportionate sample. Salish Sea means Puget Sound, Strait of Georgia, and Strait of Juan de Fuca, including their connecting channels and adjoining waters. Puget Sound Nutrient General Permit Page 55 SEPA (State Environmental Policy Act) means the Washington State Law, RCW 43.21C.020, intended to prevent or eliminate damage to the environment. Septage means, for the purposes of this permit, any liquid or semisolid removed from a septic tank, cesspool, vault toilet or similar source which concentrates wastes or to which chemicals have been added. Site means the land where any "facility" is physically located. Small Loader means a domestic WWTP discharging less than 100 lbs/day TIN. Cumulatively, small loaders constitute < 1% of the domestic point source TIN load. Surface Waters of the State includes lakes, rivers, ponds, streams, inland waters, salt waters, and all other surface waters and water courses within the jurisdiction of the state of Washington. Total Inorganic Nitrogen (TIN) means the sum of ammonia, nitrate, and nitrite. It includes dissolved and particulate fractions. Total Maximum Daily Load (TMDL) means a calculation of the maximum amount of a pollutant that a water body can receive and still meet state water quality standards. Percentages of the total maximum daily load are allocated to the various pollutant sources. A TMDL is the sum of the allowable loads of a single pollutant from all contributing point and nonpoint sources. The TMDL calculations must include a "margin of safety" to ensure that the water body can be protected in case there are unforeseen events or unknown sources of the pollutant. The calculation must also account for seasonable variation in water quality. Washington Waters of the Salish Sea means areas of the Salish Sea subject to Washington State’s Water Pollution Control Act (Chapter 90.48 RCW) Wasteload Allocation (WLA) means the portion of a receiving water’s loading capacity that is allocated to one of its existing or future point sources of pollution. WLAs constitute a type of water quality based effluent limitation (40 CFR 130.2[h]). Water quality means the chemical, physical, and biological characteristics of water, usually with respect to its suitability for a particular purpose. Waters of the State includes those waters as defined as "waters of the United States" in 40 CFR Subpart 122.2 within the geographic boundaries of Washington State and "waters of the State" as defined in Chapter 90.48 RCW, which include lakes, rivers, ponds, streams, inland waters, underground waters, salt waters, and all other surface waters and water courses within the jurisdiction of the state of Washington. Week (same as Calendar Week) means a period of seven consecutive days starting at 12:01 a.m. (0:01 hours) on Sunday. Puget Sound Nutrient General Permit Page 56 APPENDIX B – ACRONYMS AKART All Known, Available, and Reasonable Methods of Prevention, Control, and Treatment BMP Best Management Practice CFR Code of Federal Regulations CWA Clean Water Act DIN Dissolved Inorganic Nitrogen DMR Discharge Monitoring Report EPA Environmental Protection Agency FR Federal Register NOI Notice of Intent NOT Notice of Termination NPDES National Pollutant Discharge Elimination System NRP Nutrient Reduction Plan PSNF Puget Sound Nutrient Forum RCW Revised Code of Washington SEPA State Environmental Policy Act TBEL Technology Based Effluent Limit TIN Total Inorganic Nitrogen TMDL Total Maximum Daily Load USEPA United States Environmental Protection Agency WAC Washington Administrative Code WQ Water Quality WQBEL Water Quality Based Effluent Limit WWTP Wastewater Treatment Plant Puget Sound Nutrient General Permit Page 57 APPENDIX C – ANNUAL REPORT QUESTIONS FOR DOMINANT LOADERS Permittees are required to submit annual reports online, pursuant to Special Condition S9.C. 1. Did your facility stay below the Action Level in S4.b, Table 5 or Table 6 for the jurisdiction with a bubbled action level? (S4.C.2.b.i) a. Attach a document listing the contribution of each of your individual facilities to the total bubble allocation for the reporting period. (S4.C.2.b.i) 2. Did your facility stay below a 10 mg/L annual average TIN concentration? (S4.C.2.b.i) (If Q1 =Y and Q2 = Y, then no further questions). 3. Attach a document describing the assessment method applied to evaluate the existing treatment process. (S4.C.1.a) 4. What is your pre-optimization TIN removal rate, expressed as a percentage? (S4.c.1.a.i) 5. Attach a document explaining your initial approach for optimization. (S4.C.1.a) 6. Did you maintain and/or update your assessment approach after year 1?(S4.C.1.a.ii) 7. Do viable optimization strategies exist for your current treatment process? (S4.C.1.b) 8. Did all of the potential optimization strategies you identified and evaluated for S4.C.1.b have a reasonable implementation cost and timeframe? (S4.C.1.b) 9. ATTACH a document describing your preferred optimization strategy for implementation in 2022 (due July 1) (S4.C.1.c) 10. What is the expected performance for the selected optimization strategy? (S4.C.1.c ) 11. Attach a document describing optimization plan implementation including start date, schedule for full implementation, initial costs, and challenges including impacts to other measures of treatment plant performance. (S4.C.2.a) 12. What TIN removal rate was observed during the reporting period? (S4.C.2.b.ii) 13. Attach a document describing your ongoing investigations to reduce influent TIN loads from septage handling practices, commercial, dense residential and industrial sources. (S4.C.3.a, S4.C.3.b) 14. (If Q1=N and Q7 = Y) Attach document including: factors causing the WWTP to not meet the optimization goal, whether modifications to the strategy could improve performance, and whether a different strategy or combination of strategies may be more appropriate. Also, document changes to the optimization strategy either through the selection of the new optimization strategy and new performance metric or existing implementation refinement. Revise the expected performance if electing to keep the existing strategy. Provide rationale for no changes if Permittee proposes no changes to the optimization strategy (S4.D.1.a and S4.D.1.b) 15. (If Q1 = No and Q7 = No) Attach abbreviated engineering report or technical memo (due 12 months after documenting action level exceedance or determination that no optimization strategies exist). (S4.D.2) Puget Sound Nutrient General Permit Page 58 16. (If Q1 = No in two prior years) Did you implement the Engineering Report as planned, starting after Ecology's approval? (S4.D.2.a) 17. Did you submit the required Nutrient Reduction Evaluation on or before 12/31/2026? If no, date the document was or will be provided. (S4.E) 18. Did you submit discharge monitoring reports according to the required schedule? If no, attach a document describing/listing the missing records and corrective actions taken/or planned. (S7, S9.A) 19. Are you retaining all applicable records? If no, attach a document describing/listing the missing records and corrective actions taken and/or planned. (S9.F) 20. Did you follow non-compliance notification requirements? If no, attach a document describing the non-compliance and the corrective actions taken and/or planned. (S9.G) Puget Sound Nutrient General Permit Page 59 APPENDIX D – ANNUAL REPORT QUESTIONS FOR MODERATE LOADERS Permittees are required to submit annual reports online, pursuant to Special Condition S9.D. 1. Did your facility stay below the Action Level in S5.b, Table 8 or Table 9 for the jurisdiction with a bubbled action level? (S5.C.2.b.i) a. Attach a document listing the contribution of each of your individual facilities to the total bubble allocation for the reporting period. (S5.C.2.b.i) 2. Did your facility stay below a 10 mg/L annual average TIN concentration? (S5.C.2.b.i) (If Q1 =Y and Q2 = Y, then no further questions). 3. Attach a document describing the assessment method applied to evaluate the existing treatment process. (S5.C.1.a) 4. What is your pre-optimization TIN removal rate, expressed as a percentage? (S5.c.1.a.i) 5. Attach a document explaining your initial approach for optimization. (S5.C.1.a) 6. Did you maintain and/or update your assessment approach after year 1?(S5.C.1.a.ii) 7. Do viable optimization strategies exist for your current treatment process? (S5.C.1.b) 8. Did all of the potential optimization strategies you identified and evaluated for S5.C.1.b have a reasonable implementation cost and timeframe? (S5.C.1.b) 9. ATTACH a document describing your preferred optimization strategy for implementation in 2022 (selection due July 1) (S5.C.1.c) 10. What is the expected performance for the selected optimization strategy? (S5.C.1.c ) 11. Attach a document describing optimization plan implementation including start date, schedule for full implementation, initial costs, and challenges including impacts to other measures of treatment plant performance. (S5.C.2.a) 12. What TIN removal rate was observed during the reporting period? (S5.C.2.b.ii) 13. Attach a document describing your ongoing investigations to reduce influent TIN loads from septage handling practices, commercial, dense residential and industrial sources. (S5.C.3.a, S5.C.3.b) 14. (If Q1=N and Q7 = Y) Attach document including: factors causing the WWTP to not meet the optimization goal, whether modifications to the strategy could improve performance, and whether a different strategy or combination of strategies may be more appropriate. Also, document changes to the optimization strategy either thorough the selection of the new optimization strategy and new performance metric or existing implementation refinement. Revise the expected performance if electing to keep the existing strategy. Provide rationale for no changes if Permittee proposes no changes to the optimization strategy (S5.D.1.a and S5.D.1.b) 15. (If Q1 = No and Q7 = No) Attach abbreviated engineering report or technical memo (due 12 months after documenting action level exceedance or determination that no optimization strategies exist). (S5.D.2) Puget Sound Nutrient General Permit Page 60 16. (If Q1 = No in two prior years) Did you implement the Engineering Report as planned, starting after Ecology's approval? (S5.D.2.a) 17. Did you submit the required Nutrient Reduction Evaluation on or before 12/31/2026? If no, date the document was or will be provided. (S5.E) 18. Did you submit discharge monitoring reports according to the required schedule? If no, attach a document describing/listing the missing records and corrective actions taken/or planned. (S7, S9.A) 19. Are you retaining all applicable records? If no, attach a document describing/listing the missing records and corrective actions taken and/or planned. (S9.F) 20. Did you follow non-compliance notification requirements? If no, attach a document describing the non-compliance and the corrective actions taken and/or planned. (S9.G) Puget Sound Nutrient General Permit Page 61 APPENDIX E – ONE TIME REPORT QUESTIONS FOR SMALL LOADERS Permittees are required to submit the single report online, pursuant to Special Condition S9.E. 1. Attach a document describing your initial assessment process, your optimization goal, the list of prioritized optimization strategies identified, and the strategy implemented in 2022 (S6.B.1.b). If any optimization strategies were found to not have a reasonable implementation cost or timeframe (S6.B.2.a.iv), include description of the feasibility and cost analysis that led to exclusion of any approach(es). (S6.B.1.a, S6.B.1.b) 2. Did your plant meet or exceed the pre-optimization empirical TIN removal rate in each year of this permit and also maintain or reduce TIN loads? If no, attach a document describing how you revised your optimization strategy in response to the evaluation in each of the prior permit years, and document your adaptive management steps, your assessment process, and the new optimization strategy or strategies you identified, and your updated optimization goal(s) and performance metric(s). (S6.B.2.b.ii, S6.B.2.c) 3. Did your facility stay below a 10 mg/L annual average TIN concentration? (S6.B.2.b.i) (If Q2 =Y and Q3 = Y, then no further questions) 4. What is your pre-optimization empirical TIN removal rate? (S6.B.1.a.i) 5. Did you maintain you reassessment approach after year 1? If no, attach a document describing assessment revisions that occurred each year over the permit term. (S6.B.1.a.ii) 6. What is your expected TIN removal with the preferred optimization strategy? (S6.B.1.b) 7. Attach a document describing optimization implementation including costs, time for full implementation, start date, challenges, and impacts to treatment performance. (S6.B.2.a) 8. What was the TIN removal rate observed each year during the reporting period? (S6.B.2.b.ii) 9. Attach a document describing your ongoing investigations to reduce influent TIN loads from septage handling practices, commercial, dense residential and industrial sources. (S6.B.3) 10. Did you submit the required AKART analysis on or before 12/31/2025? If no, date document was or will be provided. (S6.C) 11. Did you submit discharge monitoring reports according to the required schedule? If no, attach a document describing the missed monitoring activities and the corrective action taken. (S7, S9.A) 12. Are you retaining all applicable records? If no, attach a document descripting the missing records and the corrective action taken and/or planned. (S9.F) 13. Did you follow non-compliance notification requirements? If no, attach a document describing the non-compliance and the corrective actions taken and/or planned. (S9.G) THIS PAGE INTENTIONALLY LEFT BLANK Appendix E State Waste Discharge Permit THIS PAGE INTENTIONALLY LEFT BLANK Page 1 of 44 Permit No. ST 6127 Issuance Date: May 28, 2019 Effective Date: July 1, 2019 Expiration Date: June 30, 2024 STATE WASTE DISCHARGE PERMIT NUMBER ST 6127 State of Washington DEPARTMENT OF ECOLOGY Southwest Regional Office PO Box 47775 Olympia, WA 98504-7775 In compliance with the provisions of the State of Washington Water Pollution Control Law Chapter 90.48 Revised Code of Washington, as amended, City of Port Townsend Compost Facility 250 Madison Street, Suite 2R Port Townsend, WA 98368 is authorized to discharge wastewater in accordance with the special and general conditions which follow. Plant Location: 603 County Landfill Road Port Townsend, WA 98368 Discharge Location: Legal Description : SE ¼ SW ¼ Section 8, Range 1W, Township 30N Treatment Type Sequencing Batch Reactor (SBR) with Wetlands and Rapid Infiltration Richard Doenges Southwest Region Manager Water Quality Program Washington State Department of Ecology Originally-Signed Permit is in Public Files Page 2 of 44 Permit No. ST 6127 TABLE OF CONTENTS SUMMARY OF PERMIT REPORT SUBMITTALS ............................................................................. 4 SPECIAL CONDITIONS .......................................................................................................................... 5 S1. DISCHARGE LIMITS .................................................................................................................... 5 A. Effluent Limits .................................................................................................................... 5 B. Best Management Practices/Pollution Prevention .............................................................. 6 S2. MONITORING REQUIREMENTS ................................................................................................ 6 A. Wastewater Monitoring ...................................................................................................... 6 B. Groundwater Monitoring .................................................................................................... 7 C. Sampling and Analytical Procedures .................................................................................. 8 D. Flow Measurement and Field Measurement Devices ......................................................... 9 E. Laboratory Accreditation .................................................................................................... 9 S3. REPORTING AND RECORDING REQUIREMENTS ................................................................. 9 A. Discharge Monitoring Reports .......................................................................................... 10 B. Permit Submittals and Schedules ...................................................................................... 11 C. Records Retention ............................................................................................................. 12 D. Recording of Results ......................................................................................................... 12 E. Additional Monitoring by the Permittee ........................................................................... 12 F. Reporting Permit Violations ............................................................................................. 12 G. Other Reporting ................................................................................................................ 14 H. MAINTAINING A COPY OF THIS PERMIT ................................................................ 15 S4. FACILITY LOADING .................................................................................................................. 15 A. Design Criteria .................................................................................................................. 15 B. Plans for Maintaining Adequate Capacity ........................................................................ 15 C. Duty to Mitigate ................................................................................................................ 16 D. Notification of New or Altered Sources ........................................................................... 16 E. Wasteload Assessment ...................................................................................................... 16 S5. OPERATION AND MAINTENANCE ......................................................................................... 17 A. Certified Operator ............................................................................................................. 17 B. Operation and Maintenance Program ............................................................................... 17 C. Short-Term Reduction ...................................................................................................... 17 D. Electrical Power Failure .................................................................................................... 18 E. Bypass Procedures ............................................................................................................ 18 F. Operations and Maintenance Manual ............................................................................... 20 G. Infiltration Land Application Best Management Practices ............................................... 21 S6. PRETREATMENT ........................................................................................................................ 22 A. General Requirements ....................................................................................................... 22 B. Duty to Enforce Discharge Prohibitions ........................................................................... 22 S7. SOLID WASTES ............................................................................................................................. 23 A. Solid Waste Handling ....................................................................................................... 23 B. Leachate ............................................................................................................................ 24 S8. APPLICATION FOR PERMIT RENEWAL OR MODIFICATION FOR FACILITY CHANGES .................................................................................................... 24 Page 3 of 44 Permit No. ST 6127 GENERAL CONDITIONS ...................................................................................................................... 25 G1. SIGNATORY REQUIREMENTS ................................................................................................. 25 G2. RIGHT OF ENTRY ....................................................................................................................... 25 G3. PERMIT ACTIONS....................................................................................................................... 26 G4. REPORTING A CAUSE FOR MODIFICATION ........................................................................ 26 G5. PLAN REVIEW REQUIRED ....................................................................................................... 26 G6. COMPLIANCE WITH OTHER LAWS AND STATUTES ......................................................... 26 G7. TRANSFER OF THIS PERMIT ................................................................................................... 26 G8. PAYMENT OF FEES .................................................................................................................... 27 G9. PENALTIES FOR VIOLATING PERMIT CONDITIONS.......................................................... 27 G10. DUTY TO PROVIDE INFORMATION ....................................................................................... 27 G11. DUTY TO COMPLY .................................................................................................................... 27 G12. SERVICE AGREEMENT REVIEW ............................................................................................. 27 APPENDIX A ............................................................................................................................................ 28 Page 4 of 44 Permit No. ST 6127 SUMMARY OF PERMIT REPORT SUBMITTALS Refer to the Special and General Conditions of this permit for additional submittal requirements. Permit Section Submittal Frequency First Submittal Date S3.A Discharge Monitoring Report (DMR) Monthly August 15, 2019 S3.A Discharge Monitoring Report (DMR) Quarterly October 15, 2019 S3.A Discharge Monitoring Report (DMR) Annual January 15, 2021 S3.F Reporting Permit Violations As necessary S4.B Plans for Maintaining Adequate Capacity As necessary S4.D Notification of New or Altered Sources As necessary S4.E Wasteload Assessment 1/permit cycle June 1, 2022 S5.F Reporting Bypasses As necessary S5.G Operations and Maintenance Manual Update As necessary S8. Application for Permit Renewal 1/permit cycle February 1, 2024 G1 Notice of Change in Authorization As necessary G4 Permit Application for Substantive Changes to the Discharge As necessary G5 Engineering Report for Construction or Modification Activities As necessary G7 Notice of Permit Transfer As necessary G10 Duty to Provide Information As necessary G12 Contract Submittal As necessary Page 5 of 44 Permit No. ST 6127 SPECIAL CONDITIONS S1. DISCHARGE LIMITS A. Effluent Limits All discharges and activities authorized by this permit must comply with the terms and conditions of this permit. The discharge of any of the following pollutants more frequently than, or at a concentration in excess of, that authorized by this permit violates the terms and conditions of this permit. Wastewater flows and loadings must not exceed the Design Criteria specified in Section S4. Beginning on the effective date, the Permittee is authorized to discharge treated domestic wastewater to infiltration basins at the permitted location subject to the following limits: Effluent Limits: SBR Effluent Latitude 48.10117 Longitude -122.83416 Parameter Average Monthly a Average Weekly b Biochemical Oxygen Demand (BOD5) 30 milligrams/liter (mg/L) 1 pound/day (lbs/day) 85% removal of influent BOD5 45 mg/L 1.5 lbs/day Total Suspended Solids (TSS) 30 mg/L 1 lbs/day 85% removal of influent TSS 45 mg/L 1.5 lbs/day Parameter Minimum Maximum d pH e 6.0 Standard Units (SU) 9.0 SU Effluent Limits: Wetland Influent Parameter Monthly Geometric Mean 7- day Geometric Mean Fecal Coliform c 200 col./100 mL 400 col./10 mL Parameter Average Monthly a Average Weekly b Total Residual Chlorine 0.5 mg/L 0.75 mg/L Effluent Limit: Wetland Effluent Parameter Average Monthly a Average Weekly b Nitrate 10 mg/L as N ----- a Average monthly effluent limit means the highest allowable average of daily discharges over a calendar month. To calculate the discharge value to compare to the limit, you add the value of each daily discharge measured during a calendar month and divide this sum by the total number of daily discharges measured. b Average weekly discharge limit means the highest allowable average of daily discharges over a calendar week, calculated as the sum of all daily discharges measured during a calendar week divided by the number of daily discharges measured during that week. See footnote c for fecal coliform calculations. Page 6 of 44 Permit No. ST 6127 Effluent Limits: SBR Effluent Latitude 48.10117 Longitude -122.83416 c The Department of Ecology (Ecology) provides directions to calculate the monthly and the 7-day geometric mean in publication No. 04-10-020, Information Manual for Treatment Plant Operators available at: https://fortress.wa.gov/ecy/publications/SummaryPages/0410020.html d Maximum daily effluent limit means the highest allowable daily discharge. The daily discharge means the maximum discharge of a pollutant measured during a calendar day. For pollutants with limits expressed in units of mass, calculate the daily discharge as the total mass of the pollutant discharged over the day. For other units of measurement, the daily discharge is the average measurement of the pollutant over the day. This does not apply to pH or temperature. e The Permittee must report the instantaneous maximum and minimum pH monthly. Do not average pH. B. Best Management Practices/Pollution Prevention The Permittee must comply with the following Best Management Practices to prevent pollution to waters of the State: 1. Do not discharge in excess of the hydraulic capacity of the infiltration basins so that the pond overflows. 2. Do not discharge priority pollutants, dangerous wastes, or toxics in toxic amounts. S2. MONITORING REQUIREMENTS A. Wastewater Monitoring The Permittee must monitor the wastewater prior to discharging into the infiltration basins. The Permittee must monitor in accordance with the following schedule and the requirements specified in Appendix A. Parameter Units Minimum Sampling Frequency Sample Type (1) Wastewater Influent Wastewater Influent means flow from into the SBR, excluding any side-stream returns from inside the plant. BOD5 mg/L 2/month a Grab b BOD5 lbs/day 2/month a Calculated c TSS mg/L 2/month a Grab b TSS lbs/day 2/month a Calculated c Page 7 of 44 Permit No. ST 6127 Parameter Units Minimum Sampling Frequency Sample Type (2) SBR Effluent SBR Effluent means wastewater which is exiting, or has exited, the SBR. Flow gallons/day (gpd) Daily or Per Batch Measurement BOD5 mg/L 2/month a Grab b BOD5 lbs/day 2/month a Calculated c BOD5 % Removal 2/month a Calculated d TSS mg/L 2/month a Grab b TSS lbs/day 2/month a Calculated c TSS % Removal 2/month a Calculated d pH SU 2/month a Grab b (3) Wetland Influent Chlorine (Total Residual) mg/L 2/month a Grab b Fecal Coliform #Organisms /100 ml 2/month a Grab b (4) Wetland Effluent – Final Wastewater Effluent Nitrate (as N) mg/L as N 2/month a Grab b pH Standard Units 2/month a Grab b a Two (2)/month is defined as two times during each calendar month. b Grab means an individual sample collected over a 15 minute, or less, period. c Calculation means figured concurrently with the respective sample, using the following formula: Concentration (in mg/L) X Flow (in MGD) X Conversion Factor (8.34) = lbs/day d Percent (%) removal = (Influent concentration (mg/L) – Effluent concentration (mg/L) x 100 Influent BOD5 (mg/L) Calculate the percent (%) removal of BOD5 and TSS using the above equation. B. Groundwater Monitoring The Permittee must monitor groundwater at monitoring well MW-1-93 in accordance with the following schedule and the requirements specified in Appendix A. Page 8 of 44 Permit No. ST 6127 Parameter Units & Speciation Sampling Frequency Sample Type pH SU Quarterly b Grab a Conductivity Micromho/cm Quarterly b Grab a Total Coliform c #/100 mL Quarterly b Grab a Measured Depth to Groundwater Feet (nearest 0.1 ft) Quarterly b Grab a Temperature Degrees C Quarterly b Field Measurement Nitrate (as N) mg/L as N Quarterly b Field Measurement Chloride mg/L Annually d Grab a Sulfate mg/L Annually d Grab a Total Dissolved Solids mg/L Annually d Grab a Iron (Total) mg/L Annually d Grab a Manganese mg/L Annually d Grab a Lead mg/L Annually d Grab a Chromium mg/L Annually d Grab a Arsenic mg/L Annually d Grab a a Grab means an individual sample collected over a 15 minute, or less, period. b Quarterly is defined as January – March, April – June, July – September, and October – December, starting July 1, 2019. c Report a numerical value for Total Coliforms following the procedures in Ecology’s Information Manual for Wastewater Treatment Plant Operators, Publication Number 04-10-020 available at: https://fortress.wa.gov/ecy/publications/SummaryPages/0410020.html. Do not report a result as Too Numerous To Count (TNTC). d Annually is defined as January – December, starting January 1, 2020. C. Sampling and Analytical Procedures Samples and measurements taken to meet the requirements of this permit must represent the volume and nature of the monitored parameters, including representative sampling of any unusual discharge or discharge condition, including bypasses, upsets and maintenance- related conditions affecting effluent quality. Groundwater sampling must conform to the latest protocols in the Implementation Guidance for the Ground Water Quality Standards, (Ecology 1996). Sampling and analytical methods used to meet the water and wastewater monitoring requirements specified in this permit must conform to the latest revision of the following Page 9 of 44 Permit No. ST 6127 rules and documents unless otherwise specified in this permit or approved in writing by the Department of Ecology (Ecology).  Guidelines Establishing Test Procedures for the Analysis of Pollutants contained in 40 Code of Federal Regulation (CFR) Part 136  Standard Methods for the Examination of Water and Wastewater (APHA) The Permittee must conduct and report all soil analysis in accordance with the Western States Laboratory Plant, Soil and Water Analysis Manual, Soil, Plant And Water Reference Methods for The Western Region, 4th Edition, 2013. You can find more information at: http://www.naptprogram.org/files/napt/publications/method-papers/western-states- methods-manual-2013.pdf. D. Flow Measurement and Field Measurement Devices The Permittee must: 1. Select and use appropriate flow measurement and field measurement devices and methods consistent with accepted scientific practices. 2. Install, calibrate, and maintain these devices to ensure the accuracy of the measurements is consistent with the accepted industry standard, the manufacturer’s recommendation, and approved Operation and Maintenance (O&M) Manual procedures for the device and the wastestream. 3. Use field measurement devices as directed by the manufacturer and do not use reagents beyond their expiration dates. 4. Establish a calibration frequency for each device or instrument in the O&M manual that conforms to the frequency recommended by the manufacturer. 5. Calibrate flow monitoring devices at a minimum frequency of at least one calibration per year. 6. Maintain calibration records for at least three years. E. Laboratory Accreditation The Permittee must ensure that all monitoring data required by Ecology for permit specified parameters is prepared by a laboratory registered or accredited under the provisions of chapter 173-50 Washington Administrative Code (WAC), Accreditation of Environmental Laboratories. Flow, temperature, Settleable Solids, conductivity, pH, and internal process control parameters are exempt from this requirement. The Permittee must obtain accreditation for conductivity and pH if it must receive accreditation or registration for other parameters. S3. REPORTING AND RECORDING REQUIREMENTS The Permittee must monitor and report in accordance with the following conditions. Falsification of information submitted to Ecology is a violation of the terms and conditions of this permit. Page 10 of 44 Permit No. ST 6127 A. Discharge Monitoring Reports The first monitoring period begins on the effective date of the permit (unless otherwise specified). The Permittee must: 1. Summarize, report, and submit monitoring data obtained during each monitoring period on the electronic Discharge Monitoring Report (DMR) form provided by Ecology within the Water Quality Permitting Portal. Include data for each of the parameters tabulated in Special Condition S2 and as required by the form. Report a value for each day sampling occurred (unless specifically exempted in the permit) and for the summary values (when applicable) included on the electronic form. To find out more information and to sign up for the Water Quality Permitting Portal go to: https://ecology.wa.gov/Regulations-Permits/Guidance-technical- assistance/Water-quality-permits-guidance/WQWebPortal-guidance. 2. Enter the “No Discharge” reporting code for an entire DMR, for a specific monitoring point, or for a specific parameter as appropriate, if the Permittee did not discharge wastewater or a specific pollutant during a given monitoring period. 3. Report single analytical values below detection as “less than the Detection Level (DL)” by entering < followed by the numeric value of the detection le vel (e.g. < 2.0) on the DMR. If the method used did not meet the minimum DL and Quantitation Level (QL) identified in the permit, report the actual QL and DL in the comments or in the location provided. 4. Do not report zero for bacteria monitoring. Report as required by the laboratory method. 5. Calculate and report an arithmetic average value for each day for bacteria if multiple samples were taken in one day. 6. Calculate the geometric mean values for bacteria (unless otherwise specified in the permit) using: a. The reported numeric value for all bacteria samples measured above the detection value except when it took multiple samples in one day. If the Permittee takes multiple samples in one day it must use the arithmetic average for the day in the geometric mean calculation. b. The detection value for those samples measured below detection. 7. Report the test method used for analysis in the comments if the laboratory used an alternative method not specified in the permit and as allowed in Appendix A. 8. Calculate average values and calculated total values (unless otherwise specified in the permit) using: Page 11 of 44 Permit No. ST 6127 a. The reported numeric value for all parameters measured between the agency-required detection value and the agency-required quantitation value. b. One-half the detection value (for values reported below detection) if the lab detected the parameter in another sample from the same monitoring point for the reporting period. c. Zero (for values reported below detection) if the lab did not detect the parameter in another sample for the reporting period. 9. Report single-sample grouped parameters (for example: priority pollutants, PAHs, pulp and paper chlorophenolics, TTOs) on the WQWebDMR form and include: sample date, concentration detected, DL (as necessary), and laboratory QL (as necessary). The Permittee must also submit an electronic copy of the laboratory report as an attachment using WQWebDMR. The contract laboratory reports must also include information on the chain of custody, QA/QC results, and documentation of accreditation for the parameter. 10. Ensure that DMRs are electronically submitted no later than the dates specified below, unless otherwise specified in this permit. 11. Submit DMRs for parameters with the monitoring frequencies specified in S2 (monthly, quarterly, annual, etc.) at the reporting schedule identified below. The Permittee must: a. Submit monthly DMRs by the 15th day of the following month. b. Submit quarterly DMRs, unless otherwise specified in the permit, by the 15th day of the month following the monitoring period. c. Submit annual DMRs, unless otherwise specified in the permit, by January 15th for the previous calendar year. B. Permit Submittals and Schedules The Permittee may use the Water Quality Permitting Portal – Permit Submittals application (unless otherwise specified in the permit) to submit all other written permit-required reports by the date specified in the permit. When another permit condition requires submittal of a paper (hard-copy) report, the Permittee must ensure that it is postmarked or received by Ecology no later than the dates specified by this permit. Send these paper reports to Ecology at: Water Quality Permit Coordinator Department of Ecology Southwest Regional Office PO Box 47775 Olympia, WA 98504-7775 Page 12 of 44 Permit No. ST 6127 C. Records Retention The Permittee must retain records of all monitoring information for a minimum of three years. Such information must include all calibration and maintenance records and all original recordings for continuous monitoring instrumentation, copies of all reports required by this permit, and records of all data used to complete the application for this permit. The Permittee must extend this period of retention during the course of any unresolved litigation regarding the discharge of pollutants by the Permittee or when requested by Ecology. The Permittee must retain all records pertaining to the monitoring of sludge for a minimum of five years. D. Recording of Results For each measurement or sample taken, the Permittee must record the following information: 1. The date, exact place and time of sampling. 2. The individual who performed the sampling or measurement. 3. The dates the analyses were performed. 4. The individual who performed the analyses. 5. The analytical techniques or methods used. 6. The results of all analyses. E. Additional Monitoring by the Permittee If the Permittee monitors any pollutant more frequently than required by Special Condition S2 of this permit, then the Permittee must include the results of such monitoring in the calculation and reporting of the data submitted in the Permittee's DMR unless otherwise specified by Special Condition S2. F. Reporting Permit Violations The Permittee must take the following actions when it violates or is unable to comply with any permit condition: 1. Immediately take action to stop, contain, and cleanup unauthorized discharges or otherwise stop the noncompliance and correct the problem. 2. If applicable, immediately repeat sampling and analysis. Submit the results of any repeat sampling to Ecology within 30 days of sampling. Page 13 of 44 Permit No. ST 6127 a. Immediate Reporting The Permittee must immediately report to Ecology (at the number listed below), all:  Failures of the disinfection system  Collection system overflows  Plant bypasses resulting in a discharge  Any other failures of the sewage system (pipe breaks, etc)  Overflows or leaks of transmission or irrigation pipelines that discharge to a waterbody used as a source of drinking or irrigation water. Southwest Regional Office 360-407-6300 b. Twenty-Four-Hour Reporting The Permittee must report the following occurrences of noncompliance by telephone, to Ecology at the telephone number listed above, within 24 hours from the time the Permittee becomes aware of any of the following circumstances: i. Any noncompliance that may endanger health or the environment, unless previously reported under immediate reporting requirements. ii. Any unanticipated bypass that causes an exceedance of an effluent limit in the permit (See Part S5.F., “Bypass Procedures”). iii. Any upset that causes an exceedance of an effluent limit in the permit. Upset means an exceptional incident in which there is unintentional and temporary noncompliance with technology- based permit effluent limits because of factors beyond the reasonable control of the Permittee. An upset does not include noncompliance to the extent caused by operational error, improperly designed treatment facilities, inadequate treatment facilities, lack of preventive maintenance, or careless or improper operation. iv. Any violation of a maximum daily or instantaneous maximum discharge limit for any of the pollutants in Section S1.A of this permit. v. Any overflow prior to the treatment works, whether or not such overflow endangers health or the environment or exceeds any effluent limit in the permit. Page 14 of 44 Permit No. ST 6127 c. Report Within Five Days The Permittee must also submit a written report within five days of the time that the Permittee becomes aware of any reportable event under subparts a or b, above. The report must contain: i. A description of the noncompliance and its cause. ii. Maps, drawings, aerial photographs, or pictures to show the location and cause(s) of the non-compliance. iii. The period of noncompliance, including exact dates and times. iv. The estimated time the Permittee expects the noncompliance to continue if not yet corrected. v. Steps taken or planned to reduce, eliminate, and prevent recurrence of the noncompliance. vi. If the noncompliance involves an overflow prior to the treatment works, an estimate of the quantity (in gallons) of untreated overflow. d. Waiver of Written Reports Ecology may waive the written report required in subpart c, above, on a case-by-case basis upon request if the Permittee has submitted a timely oral report. e. All Other Permit Violation Reporting The Permittee must report all permit violations, which do not require immediate or within 24 hours reporting, when it submits monitoring reports for S3.A ("Reporting"). The reports must contain the information listed in subpart c, above. Compliance with these requirements does not relieve the Permittee from responsibility to maintain continuous compliance with the terms and conditions of this permit or the resulting liability for failure to comply. G. Other Reporting 1. Spills of Oil or Hazardous Materials The Permittee must report a spill of oil or hazardous materials in accordance with the requirements of Revised Code of Washington (RCW) 90.56.280 and chapter 173-303-145. You can obtain further instructions at the following website: https://ecology.wa.gov/About-us/Get-involved/Report-an-environmental- issue/Report-a-spill. Page 15 of 44 Permit No. ST 6127 2. Failure to Submit Relevant or Correct Facts Where the Permittee becomes aware that it failed to submit any relevant facts in a permit application, or submitted incorrect information in a permit application, or in any report to Ecology, it must submit such facts or information promptly. H. Maintaining a Copy of this Permit The Permittee must keep a copy of this permit at the facility and make it available upon request to Ecology inspectors. S4. FACILITY LOADING A. Design Criteria The flows or waste loads for the permitted facility must not exceed the following design criteria: Maximum Month Design Flow (MMDF) 4,000 gpd Daily Maximum Flow 6,200 gpd B. Plans for Maintaining Adequate Capacity 1. Conditions Triggering Plan Submittal The Permittee must submit a plan and a schedule for continuing to maintain capacity to Ecology when: a. The actual flow or waste load reaches 85 percent of any one of the design criteria in S4.A for three consecutive months. b. The projected plant flow or loading would reach design capacity within five years. 2. Plan and Schedule Content The plan and schedule must identify the actions necessary to maintain adequate capacity for the expected population growth and to meet the limits and requirements of the permit. The Permittee must consider the following topics and actions in its plan. a. Analysis of the present design and proposed process modifications. b. Reduction or elimination of excessive infiltration and inflow of uncontaminated ground and surface water into the sewer system. c. Limits on future sewer extensions or connections or additional waste loads d. Modification or expansion of facilities. Page 16 of 44 Permit No. ST 6127 e. Reduction of industrial or commercial flows or waste loads. Engineering documents associated with the plan must meet the requirements of WAC 173-240-060, "Engineering Report," and be approved by Ecology prior to any construction. C. Duty to Mitigate The Permittee must take all reasonable steps to minimize or prevent any discharge or sludge use or disposal in violation of this permit that has a reasonable likelihood of adversely affecting human health or the environment. D. Notification of New or Altered Sources 1. The Permittee must submit written notice to Ecology whenever any new discharge or a substantial change in volume or character of an existing discharge into the wastewater treatment plant is proposed which: a. Would interfere with the operation of, or exceed the design capacity of, any portion of the wastewater treatment plant. b. Is not part of an approved general sewer plan or approved plans and specifications. c. Is subject to pretreatment standards under 40 CFR Part 403 and Section 307(b) of the Clean Water Act. 2. This notice must include an evaluation of the wastewater treatment plant’s ability to adequately transport and treat the added flow and/or wasteload, the quality and volume of effluent to be discharged to the treatment plant, and the anticipated impact on the Permittee’s effluent [40 CFR 122.42(b)]. E. Wasteload Assessment The Permittee must conduct an assessment of its influent flow and wasteload and submit a report to Ecology by June 1, 2022. The report must contain: 1. A description of compliance or noncompliance with the permit effluent limits. 2. A comparison between the existing and design: a. Monthly Average Dry Weather and Wet Weather Flows b. Peak Flows c. BOD5 Loading d. Total Suspended Solids Loadings Page 17 of 44 Permit No. ST 6127 3. The percent change in the above parameters since the previous report (except for the first report). 4. The present and design population or population equivalent. 5. The projected population growth rate. 6. The estimated date upon which the Permittee expects the wastewater treatment plant to reach design capacity, according to the most restrictive of the parameters above. Ecology may modify the interval for review and reporting if it determines that a diffe rent frequency is sufficient. S5. OPERATION AND MAINTENANCE The Permittee must, at all times, properly operate and maintain all facilities or systems of treatment and control (and related appurtenances), which are installed to achieve compliance with the terms and conditions of this permit. Proper Operation and Maintenance (O&M) also includes keeping a daily operation logbook (paper or electronic), adequate laboratory controls, and appropriate quality assurance procedures. This provision of the permit requires the Permittee to operate backup or auxiliary facilities or similar systems only when the operation is necessary to achieve compliance with the conditions of this permit. A. Certified Operator An operator certified for at least a Class II plant by the State of Washington must be in responsible charge of the day-to-day operation of the wastewater treatment plant. An operator certified for at least a Class II plant must be in charge during all regularly scheduled shifts. B. O&M Program The Permittee must: 1. Institute an adequate operation and maintenance program for the entire sewage system. 2. Keep maintenance records on all major electrical and mechanical components of the treatment plant, as well as the sewage system and pumping stations. Such records must clearly specify the frequency and type of maintenance recommended by the manufacturer and must show the frequency and type of maintenance performed. 3. Make maintenance records available for inspection at all times. C. Short-Term Reduction The Permittee must schedule any facility maintenance, which might require interruption of wastewater treatment and degrade effluent quality, during non-critical water quality Page 18 of 44 Permit No. ST 6127 periods and carry this maintenance out according to the approved O&M Manual or as otherwise approved by Ecology. If a Permittee contemplates a reduction in the level of treatment that would cause a violation of permit discharge limits on a short-term basis for any reason, and such reduction cannot be avoided, the Permittee must: 1. Give written notification to Ecology, if possible, 30 days prior to such activities. 2. Detail the reasons for, length of time of, and the potential effects of the reduced level of treatment. This notification does not relieve the Permittee of its obligations under this permit. D. Electrical Power Failure The Permittee must ensure that adequate safeguards prevent the discharge of untreated wastes or wastes not treated in accordance with the requirements of this permit during electrical power failure at the treatment plant and/or sewage lift stations. Adequate safeguards include, but are not limited to alternate power sources, standby generator(s), or retention of inadequately treated wastes. The Permittee must maintain Reliability Class II (EPA 430-99-74-001) at the wastewater treatment plant, which requires primary sedimentation and disinfection. E. Bypass Procedures This permit prohibits a bypass, which is the intentional diversion of waste streams from any portion of a treatment facility. Ecology may take enforcement action against a Permittee for a bypass unless one of the following circumstances (1, 2, or 3) applies. 1. Bypass for essential maintenance without the potential to cause violation of permit limits or conditions. This permit authorizes a bypass if it allows for essential maintenance and does not have the potential to cause violations of limits or other conditions of this permit, or adversely impact public health as determined by Ecology prior to the bypass. The Permittee must submit prior notice, if possible, at least 10 days before the date of the bypass. 2. Bypass which is unavoidable, unanticipated, and results in noncompliance of this permit. This permit authorizes such a bypass only if: a. Bypass is unavoidable to prevent loss of life, personal injury, or severe property damage. “Severe property damage” means substantial physical damage to property, damage to the treatment facilities which would cause them to become inoperable, or substantial and permanent loss of natural resources which can reasonably be expected to occur in the absence of a bypass. Page 19 of 44 Permit No. ST 6127 b. No feasible alternatives to the bypass exist, such as:  The use of auxiliary treatment facilities  Retention of untreated wastes  Maintenance during normal periods of equipment downtime, but not if the Permittee should have installed adequate backup equipment in the exercise of reasonable engineering judgment to prevent a bypass.  Transport of untreated wastes to another treatment facility c. Ecology is properly notified of the bypass as required in Special Condition S3.F of this permit. 3. If bypass is anticipated and has the potential to result in noncompliance of this permit. a. The Permittee must notify Ecology at least 30 days before the planned date of bypass. The notice must contain:  A description of the bypass and its cause  An analysis of all known alternatives which would eliminate, reduce, or mitigate the need for bypassing  A cost-effectiveness analysis of alternatives including comparative resource damage assessment  The minimum and maximum duration of bypass under each alternative  A recommendation as to the preferred alternative for conducting the bypass  The projected date of bypass initiation  A statement of compliance with State Environmental Policy Act (SEPA)  A request for modification of Water Quality Standards as provided for in WAC 173-201A-410, if an exceedance of any water quality standard is anticipated.  Details of the steps taken or planned to reduce, eliminate, and prevent reoccurrence of the bypass. b. For probable construction bypasses, the Permittee must notify Ecology of the need to bypass as early in the planning process as possible. The Permittee must consider the analysis required above during the project Page 20 of 44 Permit No. ST 6127 planning and design process. The project-specific engineering report or facilities plan as well as the plans and specifications must include details of probable construction bypasses to the extent practical. In cases where the Permittee determines the probable need to bypass early, the Permittee must continue to analyze conditions up to and including the construction period in an effort to minimize or eliminate the bypass. c. Ecology will consider the following prior to issuing an administrative order for this type of bypass:  If the bypass is necessary to perform construction or maintenance- related activities essential to meet the requirements of this permit.  If feasible alternatives to bypass exist, such as the use of auxiliary treatment facilities, retention of untreated wastes, stopping production, maintenance during normal periods of equipment down time, or transport of untreated wastes to another treatment facility.  If the Permittee planned and scheduled the bypass to minimize adverse effects on the public and the environment. After consideration of the above and the adverse effects of the proposed bypass and any other relevant factors, Ecology will approve or deny the request. Ecology will give the public an opportunity to comment on bypass incidents of significant duration, to the extent feasible. Ecology will approve a request to bypass by issuing an administrative order under RCW 90.48.120. G. Operations and Maintenance (O&M) Manual 1. O&M Manual Submittal and Requirements The Permittee must: a. As needed, update O&M Manual that meets the requirements of WAC 173-240-080. b. Review the O&M Manual at least annually. c. Submit to Ecology for review and approval substantial changes or updates to the O&M Manual whenever it incorporates them into the manual. d. Keep the approved O&M Manual at the permitted facility. e. Follow the instructions and procedures of this Manual. 2. O&M Manual Components In addition to the requirements of WAC 173-240-080(1) through (5), the O&M Manual must be consistent with the guidance in Table G1-3 in the Criteria for Sewage Works Design (Orange Book), 2008. The O&M Manual must include: Page 21 of 44 Permit No. ST 6127 a. Emergency procedures for plant shutdown and cleanup in event of wastewater system upset or failure, or infiltration system leak. b. Infiltration basin system operational controls and procedures. c. Wastewater system maintenance procedures that contribute to the generation of wastewater. d. Reporting protocols for submitting reports to Ecology to comply with the reporting requirements in the discharge permit. e. Any directions to maintenance staff when cleaning, or maintaining other equipment or performing other tasks which are necessary to protect the operation of the wastewater system (for example, defining maximum allowable discharge rate for draining a tank, blocking all floor drains before beginning the overhaul of a stationary engine.) f. Treatment plant process control monitoring schedule. g. Wastewater sampling protocols and procedures for compliance with the sampling and reporting requirements in the wastewater discharge permit. h. Minimum staffing adequate to operate and maintain the treatment processes and carry out compliance monitoring required by the permit. i. Protocols and procedures for groundwater monitoring network, vadose zone, and soil sampling and testing. j. Protocols and procedures for double-lined evaporation pond leak system, sampling and testing. G. Infiltration Land Application Best Management Practices The Permittee must: 1. Operate the infiltration basins to protect the existing and future beneficial uses of the groundwater, and not cause a violation of the groundwater standards. 2. Not allow practices to result in runoff of wastewater to any surface waters of the state or to any land not owned by or under its control. 3. Use recognized good practices, and all available and reasonable procedures to control odors from the infiltration basin system. 4. Implement measures to reduce odors to a reasonable minimum when notified by Ecology. 5. Not apply wastewater to the infiltration basins in quantities that: a. Significantly reduce or destroy the long-term infiltration rate of the soil. Page 22 of 44 Permit No. ST 6127 b. Would cause long-term anaerobic conditions in the soil. c. Would cause ponding of wastewater and produce objectionable odors or support insects or vectors. d. Would cause leaching losses of constituents of concern beyond the treatment zone or in excess of the approved design. Constituents of concern are constituents in the wastewater, partial decomposition products, or soil constituents that would alter groundwater quality in amounts that would affect current and future beneficial uses. 6. Maintain all agreements for lands not owned for the duration of the permit cycle. Any reduction in infiltration lands by termination of any irrigation agreements may result in permit modification or revocation. 7. Immediately inform Ecology in writing of any proposed changes to existing irrigation agreements. 8. Discontinue operation during periods of heavy or prolonged rainfall to prevent ground saturation and runoff. S6. PRETREATMENT A. General Requirements The Permittee must work with Ecology to ensure that all commercial and industrial users of the Publicly Owned Treatment Works (POTW) comply with the pretreatment regulations in 40 CFR Part 403 and any additional regulations that the Environmental Protection Agency (U.S. EPA) may promulgate under Section 307(b) (pretreatment) and 308 (reporting) of the Federal Clean Water Act. B. Duty to Enforce Discharge Prohibitions 1. Under federal regulations [40 CFR 403.5(a) and (b)], the Permittee must not authorize or knowingly allow the discharge of any pollutants into its POTW which may be reasonably expected to cause pass through or interference, or which otherwise violate general or specific discharge prohibitions contained in 40 CFR Part 403.5 or WAC 173-216-060. 2. The Permittee must not authorize or knowingly allow the introduction of any of the following into their treatment works: a. Pollutants which create a fire or explosion hazard in the POTW (including, but not limited to waste streams with a closed cup flashpoint of less than 140 degrees Fahrenheit or 60 degrees Centigrade using the test methods specified in 40 CFR 261.21). b. Pollutants which will cause corrosive structural damage to the POTW, but in no case discharges with pH lower than 5.0, or greater than 11.0 Standard Units, unless the works are specifically designed to accommodate such discharges. Page 23 of 44 Permit No. ST 6127 c. Solid or viscous pollutants in amounts that could cause obstruction to the flow in sewers or otherwise interfere with the operation of the POTW. d. Any pollutant, including oxygen-demanding pollutants, (BOD5, etc.) released in a discharge at a flow rate and/or pollutant concentration which will cause interference with the POTW. e. Petroleum oil, non-biodegradable cutting oil, or products of mineral origin in amounts that will cause interference or pass through. f. Pollutants which result in the presence of toxic gases, vapors, or fumes within the POTW in a quantity which may cause acute worker health and safety problems. g. Heat in amounts that will inhibit biological activity in the POTW resulting in interference but in no case heat in such quantities such that the temperature at the POTW headworks exceeds 40 degrees Centigrade (104 degrees Fahrenheit) unless Ecology, upon request of the Permittee, approves, in writing, alternate temperature limits. h. Any trucked or hauled pollutants, except at discharge points designated by the Permittee. i. Wastewaters prohibited to be discharged to the POTW by the Dangerous Waste Regulations (chapter 173-303 WAC), unless authorized under the Domestic Sewage Exclusion (WAC 173-303-071). 3. The Permittee must also not allow the following discharges to the POTW unless approved in writing by Ecology: a. Noncontact cooling water in significant volumes b. Stormwater and other direct inflow sources c. Wastewaters significantly affecting system hydraulic loading, which do not require treatment, or would not be afforded a significant degree of treatment by the system. 4. The Permittee must notify Ecology if any industrial user violates the prohibitions listed in this section (S6.B), and initiate enforcement action to promptly curtail any such discharge. S7. SOLID WASTES A. Solid Waste Handling The Permittee must handle and dispose of all solid waste material in such a manner as to prevent its entry into state ground or surface water. Page 24 of 44 Permit No. ST 6127 B. Leachate The Permittee must not allow leachate from its solid waste material to enter state waters without providing all known, available, and reasonable methods of treatment, nor allow such leachate to cause violations of the State Surface Water Quality Standards, Chapter 173-201A WAC, or the State Ground Water Quality Standards, Chapter 173-200 WAC. S8. APPLICATION FOR PERMIT RENEWAL OR MODIFICATION FOR FACILITY CHANGES The Permittee must submit an application for renewal of this permit by February 1, 2024. The Permittee must also submit a new application or addendum at least 180 days prior to commencement of discharges, resulting from the activities listed below, which may result in permit violations. These activities include any facility expansions, production increases, or other planned changes, such as process modifications, in the permitted facility. Page 25 of 44 Permit No. ST 6127 GENERAL CONDITIONS G1. SIGNATORY REQUIREMENTS All applications, reports, or information submitted to Ecology must be signed as follows: A. All permit applications must be signed by either a principal executive officer or ranking elected official. B. All reports required by this permit and other information requested by Ecology must be signed by a person described above or by a duly authorized representative of t hat person. A person is a duly authorized representative only if: 1. The authorization is made in writing by the person described above and is submitted to Ecology at the time of authorization, and 2. The authorization specifies either a named individual or any individual occupying a named position. C. Changes to authorization. If an authorization under paragraph G1.B above is no longer accurate because a different individual or position has responsibility for the overall operation of the facility, a new authorization must be submitted to Ecology prior to or together with any reports, information, or applications to be signed by an authorized representative. D. Certification. Any person signing a document under this section must make the following certification: "I certify under penalty of law, that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system or those persons directly responsible for gathering information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations." G2. RIGHT OF ENTRY Representatives of Ecology have the right to enter at all reasonable times in or upon any property, public or private for the purpose of inspecting and investigating conditions relating to the pollution or the possible pollution of any waters of the state. Reasonable times include normal business hours; hours during which production, treatment, or discharge occurs; or times when Ecology suspects a violation requiring immediate inspection. Representatives of Ecology must be allowed to have access to, and copy at reasonable cost, any records required to be kept under terms and conditions of the permit; to inspect any monitoring equipment or method required in the permit; and to sample the discharge, waste treatment processes, or internal waste streams. Page 26 of 44 Permit No. ST 6127 G3. PERMIT ACTIONS This permit is subject to modification, suspension, or termination, in whole or in part by Ecology for any of the following causes: A. Violation of any permit term or condition; B. Obtaining a permit by misrepresentation or failure to disclose all relevant facts; C. A material change in quantity or type of waste disposal; D. A material change in the condition of the waters of the state; or E. Nonpayment of fees assessed pursuant to RCW 90.48.465. Ecology may also modify this permit, including the schedule of compliance or other conditions, if it determines good and valid cause exists, including promulgation or revisions of regulations or new information. G4. REPORTING A CAUSE FOR MODIFICATION The Permittee must submit a new application at least 180 days before it wants to discharge more of any pollutant, a new pollutant, or more flow than allowed under this permit. The Permittee should use the State Waste Discharge Permit application, and submit required plans at the same time. Required plans include an Engineering Report, Plans and Specifications, and O&M Manual, (see Chapter 173-240 WAC). Ecology may waive these plan requirements for small changes, so contact Ecology if they do not appear necessary. The Permittee must obtain the written concurrence of the receiving POTW on the application before submitting it to Ecology. The Permittee must continue to comply with the existing permit until it is modified or reissued. Submitting a notice of dangerous waste discharge (to comply with Pretreatment or Dangerous Waste rules) triggers this requirement as well. G5. PLAN REVIEW REQUIRED Prior to constructing or modifying any wastewater control facilities, an Engineering Report and detailed Plans and Specifications must be submitted to Ecology for approval in accordance with Chapter 173-240 WAC. Engineering Reports, Plans, and Specifications should be submitted at least 180 days prior to the planned start of construction. Facilities must be constructed and operated in accordance with the approved plans. G6. COMPLIANCE WITH OTHER LAWS AND STATUTES Nothing in this permit excuses the Permittee from compliance with any applicable federal, state, or local statutes, ordinances, or regulations. G7. TRANSFER OF THIS PERMIT This permit is automatically transferred to a new owner or operator if: A. A written agreement between the old and new owner or operator containing a specific date for transfer of permit responsibility, coverage, and liability is submitted to Ecology; Page 27 of 44 Permit No. ST 6127 B. A copy of the permit is provided to the new owner and; C. Ecology does not notify the Permittee of the need to modify the permit. Unless this permit is automatically transferred according to Section 1 above, this permit may be transferred only if it is modified to identify the new Permittee and to incorporate such other requirements as determined necessary by Ecology. G8. PAYMENT OF FEES The Permittee must submit payment of fees associated with this permit as assessed by Ecology. Ecology may revoke this permit if the permit fees established under Chapter 173-224 WAC are not paid. G9. PENALTIES FOR VIOLATING PERMIT CONDITIONS Any person who is found guilty of willfully violating the terms and conditions of this permit is guilty of a crime, and upon conviction thereof shall be punished by a fine of up to $10,000 and costs of prosecution, or by imprisonment in the discretion of the court. Each day upon which a willful violation occurs may be deemed a separate and additional violation. Any person who violates the terms and conditions of a waste discharge permit incurs, in addition to any other penalty as provided by law, a civil penalty in the amount of up to $10,000 for every such violation. Each and every such violation is a separate and distinct offense, and in case of a continuing violation, every day's continuance is considered a separate and distinct violation. G10. DUTY TO PROVIDE INFORMATION The Permittee must submit to Ecology, within a reasonable time, all information which Ecology may request to determine whether cause exists for modifying, revoking and reissuing, or terminating this permit or to determine compliance with this permit. The Permittee must also submit to Ecology upon request, copies of records required to be kept by this permit. G11. DUTY TO COMPLY The Permittee must comply with all conditions of this permit. Any permit noncompliance constitutes a violation of chapter 90.48 RCW and is grounds for enforcement action; for permit termination, revocation and reissuance, or modification; or denial of a permit renewal application. G12. SERVICE AGREEMENT REVIEW The Permittee must submit to Ecology any proposed service agreements and proposed revisions or updates to existing agreements for the operation of any wastewater treatment facility covered by this permit. The review is to ensure consistency with chapters 90.46 and 90.48 RCW as required by RCW 70.150.040(9). In the event that Ecology does not comment within a 30-day period, the Permittee may assume consistency and proceed with the service agreement or the revised/updated service agreement. Page 28 of 44 Permit No. ST 6127 APPENDIX A LIST OF POLLUTANTS WITH ANALYTICAL METHODS, DETECTION LIMITS AND QUANTITATION LEVELS The Permittee must use the specified analytical methods, detection limits (DLs) and quantitation levels (QLs) in the followin g table for permit and application required monitoring unless:  Another permit condition specifies other methods, detection levels, or quantitation levels.  The method used produces measurable results in the sample and EPA has listed it as an EPA-approved method in 40 CFR Part 136. If the Permittee uses an alternative method, not specified in the permit and as allowed above, it must report the test method, DL, and QL on the discharge monitoring report or in the required report. If the Permittee is unable to obtain the required DL and QL in its effluent due to matrix effects, the Permittee must submit a matrix-specific detection limit (MDL) and a QL to Ecology with appropriate laboratory documentation. When the permit requires the Permittee to measure the base neutral compounds in the list of priority poll utants, it must measure all of the base neutral pollutants listed in the table below. The list includes EPA required base neutral priority pollutants and several additional polynuclear aromatic hydrocarbons (PAHs). The Water Quality Program added several PAHs to the list of base neutrals below from Ecology’s Persistent Bioaccumulative Toxics (PBT) List. It only added those PBT parameters of interest to Appendix A that did not increase the overall cost of analysis unreasonably. Ecology added this appendix to the permit in order to reduce the number of analytical “non-detects” in permit-required monitoring and to measure effluent concentrations near or below criteria values where possible at a reasonable cost. The lists below include conventional pollutants (as defined in CWA section 502(6) and 40 CFR Part 122.), toxic or priority pollutants as defined in CWA section 307(a)(1) and listed in 40 CFR Part 122 Appendix D, 40 CFR Part 401.15 and 40 CFR Part 423 Appendix A), and nonconventionals. 40 CFR Part 122 Appendix D (Table V) also identifies toxic pollutants and hazardous substances which are required to be reported by discharge rs if expected to be present. This permit appendix A list does not include those parameters. Page 29 of 44 Permit No. ST 6127 CONVENTIONAL POLLUTANTS Pollutant CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitation Level (QL) 2 µg/L unless specified Biochemical Oxygen Demand SM5210-B 2 mg/L Biochemical Oxygen Demand, Soluble SM5210-B 3 2 mg/L Fecal Coliform SM 9221E,9222 N/A Specified in method - sample aliquot dependent Oil and Grease (HEM) (Hexane Extractable Material) 1664 A or B 1,400 5,000 pH SM4500-H+ B N/A N/A Total Suspended Solids SM2540-D 5 mg/L NONCONVENTIONAL POLLUTANTS Pollutant & CAS No. (if available) CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitation Level (QL)2 µg/L unless specified Alkalinity, Total SM2320-B 5 mg/L as CaCO3 Aluminum, Total 7429-90-5 200.8 2.0 10 Page 30 of 44 Permit No. ST 6127 NONCONVENTIONAL POLLUTANTS Pollutant & CAS No. (if available) CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitation Level (QL)2 µg/L unless specified Ammonia, Total (as N) SM4500-NH3-B and C/D/E/G/H 20 Barium Total 7440-39-3 200.8 0.5 2.0 BTEX (benzene +toluene + ethylbenzene + m,o,p xylenes) EPA SW 846 8021/8260 1 2 Boron, Total 7440-42-8 200.8 2.0 10.0 Chemical Oxygen Demand SM5220-D 10 mg/L Chloride SM4500-Cl B/C/D/E and SM4110 B Sample and limit dependent Chlorine, Total Residual SM4500 Cl G 50.0 Cobalt, Total 7440-48-4 200.8 0.05 0.25 Color SM2120 B/C/E 10 color units Dissolved oxygen SM4500-OC/OG 0.2 mg/L Flow Calibrated device Fluoride 16984-48-8 SM4500-F E 25 100 Hardness, Total SM2340B 200 as CaCO3 Iron, Total 7439-89-6 200.7 12.5 50 Page 31 of 44 Permit No. ST 6127 NONCONVENTIONAL POLLUTANTS Pollutant & CAS No. (if available) CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitation Level (QL)2 µg/L unless specified Magnesium, Total 7439-95-4 200.7 10 50 Manganese, Total 7439-96-5 200.8 0.1 0.5 Molybdenum, Total 7439-98-7 200.8 0.1 0.5 Nitrate + Nitrite Nitrogen (as N) SM4500-NO3- E/F/H 100 Nitrogen, Total Kjeldahl (as N) SM4500-NorgB/C and SM4500NH3- B/C/D/EF/G/H 300 NWTPH Dx 4 Ecology NWTPH Dx 250 250 NWTPH Gx 5 Ecology NWTPH Gx 250 250 Phosphorus, Total (as P) SM 4500 PB followed by SM4500-PE/PF 3 10 Salinity SM2520-B 3 practical salinity units or scale (PSU or PSS) Settleable Solids SM2540 -F Sample and limit dependent Soluble Reactive Phosphorus (as P) SM4500-P E/F/G 3 10 Sulfate (as mg/L SO4) SM4110-B 0.2 mg/L Page 32 of 44 Permit No. ST 6127 NONCONVENTIONAL POLLUTANTS Pollutant & CAS No. (if available) CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitation Level (QL)2 µg/L unless specified Sulfide (as mg/L S) SM4500-S2F/D/E/G 0.2 mg/L Sulfite (as mg/L SO3) SM4500-SO3B 2 mg/L Temperature (max. 7-day avg.) Analog recorder or Use micro-recording devices known as thermistors 0.2º C Tin, Total 7440-31-5 200.8 0.3 1.5 Titanium, Total 7440-32-6 200.8 0.5 2.5 Total Coliform SM 9221B, 9222B, 9223B N/A Specified in method - sample aliquot dependent Total Organic Carbon SM5310-B/C/D 1 mg/L Total dissolved solids SM2540 C 20 mg/L Page 33 of 44 Permit No. ST 6127 PRIORITY POLLUTANTS PP # CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitation Level (QL) 2 µg/L unless specified METALS, CYANIDE & TOTAL PHENOLS Antimony, Total 114 7440-36-0 200.8 0.3 1.0 Arsenic, Total 115 7440-38-2 200.8 0.1 0.5 Beryllium, Total 117 7440-41-7 200.8 0.1 0.5 Cadmium, Total 118 7440-43-9 200.8 0.05 0.25 Chromium (hex) dissolved 119 18540-29-9 SM3500-Cr C 0.3 1.2 Chromium, Total 119 7440-47-3 200.8 0.2 1.0 Copper, Total 120 7440-50-8 200.8 0.4 2.0 Lead, Total 122 7439-92-1 200.8 0.1 0.5 Mercury, Total 123 7439-97-6 1631E 0.0002 0.0005 Nickel, Total 124 7440-02-0 200.8 0.1 0.5 Selenium, Total 125 7782-49-2 200.8 1.0 1.0 Silver, Total 126 7440-22-4 200.8 0.04 0.2 Thallium, Total 127 7440-28-0 200.8 0.09 0.36 Zinc, Total 128 7440-66-6 200.8 0.5 2.5 Page 34 of 44 Permit No. ST 6127 PRIORITY POLLUTANTS PP # CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitation Level (QL) 2 µg/L unless specified METALS, CYANIDE & TOTAL PHENOLS Cyanide, Total 121 57-12-5 335.4 5 10 Cyanide, Weak Acid Dissociable 121 SM4500-CN I 5 10 Cyanide, Free Amenable to Chlorination (Available Cyanide) 121 SM4500-CN G 5 10 Phenols, Total 65 EPA 420.1 50 PRIORITY POLLUTANTS PP # CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitation Level (QL) 2 µg/L unless specified ACID COMPOUNDS 2-Chlorophenol 24 95-57-8 625.1 3.3 9.9 2,4-Dichlorophenol 31 120-83-2 625.1 2.7 8.1 2,4-Dimethylphenol 34 105-67-9 625.1 2.7 8.1 4,6-dinitro-o-cresol (2-methyl-4,6,- dinitrophenol) 60 534-52-1 625.1/1625B 24 72 2,4 dinitrophenol 59 51-28-5 625.1 42 126 Page 35 of 44 Permit No. ST 6127 PRIORITY POLLUTANTS PP # CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitation Level (QL) 2 µg/L unless specified ACID COMPOUNDS 2-Nitrophenol 57 88-75-5 625.1 3.6 10.8 4-Nitrophenol 58 100-02-7 625.1 2.4 7.2 Parachlorometa cresol (4-chloro-3- methylphenol) 22 59-50-7 625.1 3.0 9.0 Pentachlorophenol 64 87-86-5 625.1 3.6 10.8 Phenol 65 108-95-2 625.1 1.5 4.5 2,4,6-Trichlorophenol 21 88-06-2 625.1 2.7 8.1 PRIORITY POLLUTANTS PP # CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitation Level (QL) 2 µg/L unless specified VOLATILE COMPOUNDS Acrolein 2 107-02-8 624 5 10 Acrylonitrile 3 107-13-1 624 1.0 2.0 Benzene 4 71-43-2 624.1 4.4 13.2 Page 36 of 44 Permit No. ST 6127 PRIORITY POLLUTANTS PP # CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitation Level (QL) 2 µg/L unless specified VOLATILE COMPOUNDS Bromoform 47 75-25-2 624.1 4.7 14.1 Carbon tetrachloride 6 56-23-5 624.1/601 or SM6230B 2.8 8.4 Chlorobenzene 7 108-90-7 624.1 6.0 18.0 Chloroethane 16 75-00-3 624/601 1.0 2.0 2-Chloroethylvinyl Ether 19 110-75-8 624 1.0 2.0 Chloroform 23 67-66-3 624.1 or SM6210B 1.6 4.8 Dibromochloromethane (chlordibromomethane) 51 124-48-1 624.1 3.1 9.3 1,2-Dichlorobenzene 25 95-50-1 624 1.9 7.6 1,3-Dichlorobenzene 26 541-73-1 624 1.9 7.6 1,4-Dichlorobenzene 27 106-46-7 624 4.4 17.6 Dichlorobromomethane 48 75-27-4 624.1 2.2 6.6 1,1-Dichloroethane 13 75-34-3 624.1 4.7 14.1 1,2-Dichloroethane 10 107-06-2 624.1 2.8 8.4 1,1-Dichloroethylene 29 75-35-4 624.1 2.8 8.4 Page 37 of 44 Permit No. ST 6127 PRIORITY POLLUTANTS PP # CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitation Level (QL) 2 µg/L unless specified VOLATILE COMPOUNDS 1,2-Dichloropropane 32 78-87-5 624.1 6.0 18.0 1,3-dichloropropene (mixed isomers) (1,2-dichloropropylene) 6 33 542-75-6 624.1 5.0 15.0 Ethylbenzene 38 100-41-4 624.1 7.2 21.6 Methyl bromide (Bromomethane) 46 74-83-9 624/601 5.0 10.0 Methyl chloride (Chloromethane) 45 74-87-3 624 1.0 2.0 Methylene chloride 44 75-09-2 624.1 2.8 8.4 1,1,2,2-Tetrachloroethane 15 79-34-5 624.1 6.9 20.7 Tetrachloroethylene 85 127-18-4 624.1 4.1 12.3 Toluene 86 108-88-3 624.1 6.0 18.0 1,2-Trans-Dichloroethylene (Ethylene dichloride) 30 156-60-5 624.1 1.6 4.8 1,1,1-Trichloroethane 11 71-55-6 624.1 3.8 11.4 1,1,2-Trichloroethane 14 79-00-5 624.1 5.0 15.0 Trichloroethylene 87 79-01-6 624.1 1.9 5.7 Vinyl chloride 88 75-01-4 624/SM6200B 1.0 2.0 Page 38 of 44 Permit No. ST 6127 PRIORITY POLLUTANTS PP # CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitation Level (QL) 2 µg/L unless specified BASE/NEUTRAL COMPOUNDS (compounds in bold are Ecology PBTs) Acenaphthene 1 83-32-9 625.1 1.9 5.7 Acenaphthylene 77 208-96-8 625.1 3.5 10.5 Anthracene 78 120-12-7 625.1 1.9 5.7 Benzidine 5 92-87-5 625.1 44 132 Benzyl butyl phthalate 67 85-68-7 625.1 2.5 7.5 Benzo(a)anthracene 72 56-55-3 625.1 7.8 23.4 Benzo(b)fluoranthene (3,4-benzofluoranthene) 7 74 205-99-2 610/625.1 4.8 14.4 Benzo(j)fluoranthene 7 205-82-3 625 0.5 1.0 Benzo(k)fluoranthene (11,12- benzofluoranthene) 7 75 207-08-9 610/625.1 2.5 7.5 Benzo(r,s,t)pentaphene 189-55-9 625 1.3 5.0 Benzo(a)pyrene 73 50-32-8 610/625.1 2.5 7.5 Benzo(ghi)Perylene 79 191-24-2 610/625.1 4.1 12.3 Bis(2-chloroethoxy)methane 43 111-91-1 625.1 5.3 15.9 Page 39 of 44 Permit No. ST 6127 PRIORITY POLLUTANTS PP # CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitation Level (QL) 2 µg/L unless specified BASE/NEUTRAL COMPOUNDS (compounds in bold are Ecology PBTs) Bis(2-chloroethyl)ether 18 111-44-4 611/625.1 5.7 17.1 Bis(2-chloroisopropyl)ether 42 39638-32-9 625 0.5 1.0 Bis(2-ethylhexyl)phthalate 66 117-81-7 625.1 2.5 7.5 4-Bromophenyl phenyl ether 41 101-55-3 625.1 1.9 5.7 2-Chloronaphthalene 20 91-58-7 625.1 1.9 5.7 4-Chlorophenyl phenyl ether 40 7005-72-3 625.1 4.2 12.6 Chrysene 76 218-01-9 610/625.1 2.5 7.5 Dibenzo (a,h)acridine 226-36-8 610M/625M 2.5 10.0 Dibenzo (a,j)acridine 224-42-0 610M/625M 2.5 10.0 Dibenzo(a-h)anthracene (1,2,5,6- dibenzanthracene) 82 53-70-3 625.1 2.5 7.5 Dibenzo(a,e)pyrene 192-65-4 610M/625M 2.5 10.0 Dibenzo(a,h)pyrene 189-64-0 625M 2.5 10.0 3,3-Dichlorobenzidine 28 91-94-1 605/625.1 16.5 49.5 Diethyl phthalate 70 84-66-2 625.1 1.9 5.7 Page 40 of 44 Permit No. ST 6127 PRIORITY POLLUTANTS PP # CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitation Level (QL) 2 µg/L unless specified BASE/NEUTRAL COMPOUNDS (compounds in bold are Ecology PBTs) Dimethyl phthalate 71 131-11-3 625.1 1.6 4.8 Di-n-butyl phthalate 68 84-74-2 625.1 2.5 7.5 2,4-dinitrotoluene 35 121-14-2 609/625.1 5.7 17.1 2,6-dinitrotoluene 36 606-20-2 609/625.1 1.9 5.7 Di-n-octyl phthalate 69 117-84-0 625.1 2.5 7.5 1,2-Diphenylhydrazine (as Azobenzene) 37 122-66-7 1625B 5.0 20 Fluoranthene 39 206-44-0 625.1 2.2 6.6 Fluorene 80 86-73-7 625.1 1.9 5.7 Hexachlorobenzene 9 118-74-1 612/625.1 1.9 5.7 Hexachlorobutadiene 52 87-68-3 625.1 0.9 2.7 Hexachlorocyclopentadiene 53 77-47-4 1625B/625 2.0 4.0 Hexachloroethane 12 67-72-1 625.1 1.6 4.8 Indeno(1,2,3-cd)Pyrene 83 193-39-5 610/625.1 3.7 11.1 Isophorone 54 78-59-1 625.1 2.2 6.6 3-Methyl cholanthrene 56-49-5 625 2.0 8.0 Page 41 of 44 Permit No. ST 6127 PRIORITY POLLUTANTS PP # CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitation Level (QL) 2 µg/L unless specified BASE/NEUTRAL COMPOUNDS (compounds in bold are Ecology PBTs) Naphthalene 55 91-20-3 625.1 1.6 4.8 Nitrobenzene 56 98-95-3 625.1 1.9 5.7 N-Nitrosodimethylamine 61 62-75-9 607/625 2.0 4.0 N-Nitrosodi-n-propylamine 63 621-64-7 607/625 0.5 1.0 N-Nitrosodiphenylamine 62 86-30-6 625 1.0 2.0 Perylene 198-55-0 625 1.9 7.6 Phenanthrene 81 85-01-8 625.1 5.4 16.2 Pyrene 84 129-00-0 625.1 1.9 5.7 1,2,4-Trichlorobenzene 8 120-82-1 625.1 1.9 5.7 PRIORITY POLLUTANT PP # CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitation Level (QL) 2 µg/L unless specified DIOXIN 2,3,7,8-Tetra-Chlorodibenzo-P-Dioxin (2,3,7,8 TCDD) 129 1746-01-6 1613B 1.3 pg/L 5 pg/L Page 42 of 44 Permit No. ST 6127 PRIORITY POLLUTANTS PP # CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitation Level (QL) 2 µg/L unless specified PESTICIDES/PCBs Aldrin 89 309-00-2 608.3 4.0 ng/L 12 ng/L alpha-BHC 102 319-84-6 608.3 3.0 ng/L 9.0 ng/L beta-BHC 103 319-85-7 608.3 6.0 ng/L 18 ng/L gamma-BHC (Lindane) 104 58-89-9 608.3 4.0 ng/L 12 ng/L delta-BHC 105 319-86-8 608.3 9.0 ng/L 27 ng/L Chlordane 8 91 57-74-9 608.3 14 ng/L 42 ng/L 4,4’-DDT 92 50-29-3 608.3 12 ng/L 36 ng/L 4,4’-DDE 93 72-55-9 608.3 4.0 ng/L 12 ng/L 4,4’ DDD 94 72-54-8 608.3 11ng/L 33 ng/L Dieldrin 90 60-57-1 608.3 2.0 ng/L 6.0 ng/L alpha-Endosulfan 95 959-98-8 608.3 14 ng/L 42 ng/L beta-Endosulfan 96 33213-65-9 608.3 4.0 ng/L 12 ng/L Endosulfan Sulfate 97 1031-07-8 608.3 66 ng/L 198 ng/L Endrin 98 72-20-8 608.3 6.0 ng/L 18 ng/L Page 43 of 44 Permit No. ST 6127 PRIORITY POLLUTANTS PP # CAS Number (if available) Recommended Analytical Protocol Detection (DL)1 µg/L unless specified Quantitation Level (QL) 2 µg/L unless specified PESTICIDES/PCBs Endrin Aldehyde 99 7421-93-4 608.3 23 ng/L 70 ng/L Heptachlor 100 76-44-8 608.3 3.0 ng/L 9.0 ng/L Heptachlor Epoxide 101 1024-57-3 608.3 83 ng/L 249 ng/L PCB-1242 9 106 53469-21-9 608.3 0.065 0.195 PCB-1254 107 11097-69-1 608.3 0.065 0.195 PCB-1221 108 11104-28-2 608.3 0.065 0.195 PCB-1232 109 11141-16-5 608.3 0.065 0.195 PCB-1248 110 12672-29-6 608.3 0.065 0.195 PCB-1260 111 11096-82-5 608.3 0.065 0.195 PCB-1016 9 112 12674-11-2 608.3 0.065 0.195 Toxaphene 113 8001-35-2 608.3 240 ng/L 720 ng/L 1. Detection level (DL) or detection limit means the minimum concentration of an analyte (substance) that can be measured and reported with a 99 percent confidence that the analyte concentration is greater than zero as determined by the procedure given in 40 CFR part 136, Appen dix B. 2. Quantitation Level (QL) also known as Minimum Level of Quantitation (ML) – The lowest level at which the entire analytical system must give a recognizable signal and acceptable calibration point for the analyte. It is equivalent to the concentration of the lowest calibration standard, assuming that the lab has used all method-specified sample weights, volumes, and cleanup procedures. The QL is calculated by multiplying the MDL by 3.18 and rounding the result to the number nearest to (1, 2, or 5) x 10n, where n is an integer. (64 FR 30417). Page 44 of 44 Permit No. ST 6127 ALSO GIVEN AS: The smallest detectable concentration of analyte greater than the Detection Limit (DL) where the accuracy (precision & bias) achieves the objectives of the intended purpose. (Report of the Federal Advisory Committee on Detection and Quantitation Approaches and Uses in Clean Water Act Programs Submitted to the US Environmental Protection Agency December 2007). 3. Soluble Biochemical Oxygen Demand method note: First, filter the sample through a Millipore Nylon filter (or equivalent) - pore size of 0.45- 0.50 um (prep all filters by filtering 250 ml of laboratory grade deionized water through the filter and discard). Then, analyze sample as per method 5210-B. 4. NWTPH Dx - Northwest Total Petroleum Hydrocarbons Diesel Extended Range – see https://fortress.wa.gov/ecy/publications/documents/97602.pdf 5. NWTPH Gx - Northwest Total Petroleum Hydrocarbons Gasoline Extended Range – see https://fortress.wa.gov/ecy/publications/documents/97602.pdf 6. 1, 3-dichloroproylene (mixed isomers) You may report this parameter as two separate parameters: cis-1, 3-dichlorpropropene (10061-01-5) and trans-1, 3-dichloropropene (10061-02-6). 7. Total Benzofluoranthenes - Because Benzo(b)fluoranthene, Benzo(j)fluoranthene and Benzo(k)fluoranthene co-elute you may report these three isomers as total benzofluoranthenes. 8. Chlordane – You may report alpha-chlordane (5103-71-9) and gamma-chlordane (5103-74-2) in place of chlordane (57-74-9). If you report alpha and gamma-chlordane, the DL/PQLs that apply are 14/42 ng/L. 9. PCB 1016 & PCB 1242 – You may report these two PCB compounds as one parameter called PCB 1016/1242. 5/15/19 ADDENDUM TO THE FACT SHEET FOR CITY OF PORT TOWNSEND COMPOST FACILITY STATE WASTE DISCHARGE PERMIT ST0006127 1. GENERAL INFORMATION Facility: City of Port Townsend Compost Facility 603 County Landfill Road Port Townsend, WA 98368 2. APPLICATION AND COMPLIANCE REVIEW The city of Port Townsend submitted an application to the Department of Ecology (Ecology) on November 6, 2017, for permit reissuance, and Ecology accepted it on December 7, 2017. Ecology reviewed inspections and assessed compliance of the facility’s discharge with the terms and conditions in the previous permit. Ecology has sufficiently reviewed the application, discharge monitoring reports, and other facility information in enough detail to ensure that:  The city of Port Townsend Compost Facility has complied with all of the terms, conditions, requirements and schedules of compliance of the expired permit.  Ecology has up-to date information on the city of Port Townsend Compost Facility’s waste treatment practices; and the nature, content, volume, and frequency of its discharge.  The discharge meets applicable effluent standards and limits, ground water quality standards, and other legally applicable requirements (see more information in Section 4). Since the issuance of the current permit, Ecology has not received any additional information, which indicates that environmental impacts from the discharge warrant a complete renewal of the permit. Therefore, Ecology chose to reauthorize this permit. 3. PERMIT REAUTHORIZATION When Ecology reauthorizes a discharge permit it essentially re issues the permit with the existing limits, terms and conditions. Alternatively, when Ecology renews a permit it re-evaluates the impact of the discharge on the ground water, which may lead to changes in the limits, terms and conditions of the permit. The permit reauthorization process, along with the renewal of high priority permits, allows Ecology to reissue permits in a timely manner and minimize the number of active permits that have passed their expiration dates. Ecology assesses each permit that is expiring and due for reissuance and compares it with other permits due for reissuance when it plans its workload for the upcoming year. This fact sheet addendum accompanies the permit, which Ecology proposes to reauthorize for the discharge of wastewater to groundwater. The previous fact sheet explains the basis for the discharge limits and conditions of the reauthorized permit and remains as part of the administrative record. FACT SHEET ADDENDUM FOR CITY OF PORT TOWNSEND BIOSOLIDS COMPOST FACILITY STATE WASTE DISCHARGE PERMIT ST 6127 5/15/19 Page 2 4. PERMIT LIMITS AND CONDITIONS The reauthorized permit is virtually identical to the previous permit issued on June 10, 2013, with a few exceptions identified below. Ecology removed the completed report requirements that do not require additional or continued assessment. The proposed reauthorized permit includes:  The discharge limits and conditions in effect at the time of expiration of the previous permit.  Changes to the submittal dates for reports from those in the previous permit.  Adjusted dates for the other necessary compliance and submittal requirements carried over from the past permit.  Appendix A, which identifies the required test methods, detection levels and quantita tion levels for the monitoring required in the proposed permit. 5. PUBLIC PROCESS Ecology public notices the availability of the draft reauthorized permit at least 30 days before it reissues the permit. Ecology invites you to review and comment on its decision to reauthorize the permit (see Appendix A-Public Involvement Information for more detail on the Public Notice procedures). After the public comment period has closed, Ecology will prepare a Response to Comments document and attach it to this fact sheet addendum. Ecology will respond to each comment and describe the resultant changes to the permit in this document. Ecology sends a copy of the Response to Comments to all parties that submitted comments. 6. PERMIT APPEAL PROCESS Appendix B describes the permit appeal process. 7. RECOMMENDATION FOR PERMIT ISSUANCE Ecology proposes to reissue this permit for five years. FACT SHEET ADDENDUM FOR CITY OF PORT TOWNSEND BIOSOLIDS COMPOST FACILITY STATE WASTE DISCHARGE PERMIT ST 6127 5/15/19 Page 3 APPENDIX A--PUBLIC INVOLVEMENT INFORMATION Ecology proposes to reissue a permit to the city of Port Townsend Compost Facility. The permit includes wastewater discharge limits and other conditions. This fact sheet describes the facility and Ecology’s reasons for requiring permit conditions. Ecology will place a Public Notice of Draft on April 10, 2019 in Port Townsend Leader to inform the public and to invite comment on the proposed draft state waste discharge permit and fact sheet. The notice: • Tells where copies of the draft permit and fact sheet are available for public evaluation (a local public library, the closest regional or field office, posted on our website). • Offers to provide the documents in an alternate format to accommodate special needs. • Asks people to tell us how well the proposed permit would protect the receiving water. • Invites people to suggest fairer conditions, limits, and requirements for the permit. • Invites comments on Ecology’s determination of compliance with antidegradation rules. • Urges people to submit their comments, in writing, before the end of the comment period. • Tells how to request a public hearing about the proposed State Waste Discharge permit. • Explains the next step(s) in the permitting process. Ecology has published a document entitled Frequently Asked Questions about Effective Public Commenting, which is available on our website. You may obtain further information from Ecology by telephone, 360-407-6278, or by writing to the address listed below. Water Quality Permit Coordinator Department of Ecology Southwest Regional Office PO Box 47775 Olympia, WA 98504-7775 The primary authors of the permit and fact sheet addendum are Carey Cholski and Dave Dougherty. FACT SHEET ADDENDUM FOR CITY OF PORT TOWNSEND BIOSOLIDS COMPOST FACILITY STATE WASTE DISCHARGE PERMIT ST 6127 5/15/19 Page 4 APPENDIX B --YOUR RIGHT TO APPEAL You have a right to appeal this permit to the Pollution Control Hearing Board (PCHB) within 30 days of the date of receipt of the final permit. The appeal process is governed by chapter 43.21B RCW and chapter 371-08 WAC. “Date of receipt” is defined in RCW 43.21B.001(2) (see glossary). To appeal you must do the following within 30 days of the date of receipt of this permit:  File your appeal and a copy of this permit with the PCHB (see addresses below). Filing means actual receipt by the PCHB during regular business hours.  Serve a copy of your appeal and this permit on Ecology in paper form - by mail or in person. (See addresses below.) E-mail is not accepted. You must also comply with other applicable requirements in chapter 43.21B RCW and chapter 371-08 WAC. ADDRESS AND LOCATION INFORMATION Street Addresses Mailing Addresses Department of Ecology Attn: Appeals Processing Desk 300 Desmond Drive Southeast Lacey, WA 98503 Department of Ecology Attn: Appeals Processing Desk PO Box 47608 Olympia, WA 98504-7608 Pollution Control Hearings Board 1111 Israel Road Southwest, Suite 301 Tumwater, WA 98501 Pollution Control Hearings Board PO Box 40903 Olympia, WA 98504-0903 FACT SHEET ADDENDUM FOR CITY OF PORT TOWNSEND BIOSOLIDS COMPOST FACILITY STATE WASTE DISCHARGE PERMIT ST 6127 5/15/19 Page 5 APPENDIX C – RESPONSE TO COMMENTS No comments were received. THIS PAGE INTENTIONALLY LEFT BLANK Appendix F SEPA Checklist/DNS and SERP/Affirmed Determination To be Provided Later 1 SEPA DETERMINATION OF NONSIGNIFICANCE _________________________________________________________________ Proposal: City of Port Townsend 2024 General Sewer Plan (GSP) Update - The City of Port Townsend is proposing a 2024 General Sewer Plan update. Updates to the City of Port Townsend’s General Sewer Plan (GSP) will help identify and schedule sewer system improvements that are correcting deficiencies and ensure a safe and reliable sewer system for current and future customers. This GSP has been prepared in accordance with Washington Administrative Code (WAC) 173-240-050. File References: LUP 24-045 Location/Legal Description: Proposed code amendments will apply city-wide. Proponent: City of Port Townsend Public Works Department 250 Madison Street Suite 2R Port Townsend, WA 98368 Lead Agency: City of Port Townsend, Planning & Community Development Department (PCD) Determination of Nonsignificance: The City of Port Townsend, as SEPA lead agency for this project, has determined that the proposal will not have a probable significant adverse impact on the environment and issued a Determination of Nonsignificance under the State Environmental Policy Act Rules (WAC 197-11-340). This determination was made after a review of a completed environmental checklist and other information on file with the City of Port Townsend which can be obtained from the address shown below. SEPA Public Comment/Appeal Period: Written comments/appeals concerning the environmental analysis and SEPA determination must be submitted to the Development Services Department no later than 4:00 p.m., October 23, 2023. This comment period will be the only time to comment on the environmental impacts of the proposed project. Any appeal of a Threshold SEPA determination for Type V applications is heard by the City Council. Please address SEPA comments/appeals to the staff contact listed below. Staff Contact: Jenny Murphy, Associate Planner Email: jmurphy@cityofpt.us. Address: City Hall, Suite 3 250 Madison Street Port Townsend, WA 98368 Signature: ___________________________ Date: October 8, 2024 Emma Bolin, AICP Director of Planning & Community Development 2 TO: All Permit and Review Authorities ENVIRONMENTAL RECORD The environmental review consisted of analysis based on the following documents included in the environmental record. DOCUMENTS/REFERENCES: Exhibit A: Environmental Checklist Exhibit B: Draft 2024 General Sewer Plan Exhibit C: Notice of Determination of Non-Significance (October 8, 2024) Unless otherwise noted, the above information is available for review at the Planning and Community Development Department, City Hall, 250 Madison Street, Suite 3, between the hours of 9 am to 1 pm Monday through Thursday. I. PROPOSAL DESCRIPTION The Environmental Checklist adequately describes the proposal. In short, the primary purpose of the plan is to help identify and schedule sewer system improvements that are correcting deficiencies and ensure a safe and reliable sewer system for current and future customers. II. PERMITS/APPROVALS REQUIRED PRIOR TO CONSTRUCTION The 2024 General Sewer Plan is a non-project action requiring City Council approval. Subsequent project actions (e.g. construction/repair projects) implementing the plan may be subject to further project-level SEPA review unless they are found to be categorically exempt under Chapter 197-11-800 WAC. Project actions may also require: 1) Review under the City’s Critical Areas Ordinance 2) For improvements within Shorelines jurisdiction, review under the City’s Shoreline Master Program 3) A construction permit from the Department of Ecology 4) Compliance with the City’s Engineering Design Standards 5) Compliance with the City’s adopted stormwater management standards 6) Compliance with the City’s adopted building codes. III. PUBLIC COMMENT The SEPA Comment period ends on October 23, 2024 (Ex. C). IV. RESPONSIBLE OFFICIAL’S AMENDMENTS TO CHECKLIST ITEMS The following discussion is intended to address potential environmental impacts not addressed by the environmental checklist (Exhibit A). 3 The checklist covers the potential significant environmental impacts resulting from adoption of the 2024 General Sewer Plan. Future SEPA reviews may be required for project actions undertaken to implement the adopted Plan (i.e., construction of capital facilities). V. ANALYSIS AND THRESHOLD DETERMINATION The Environmental Checklist (Ex. A) adequately addresses the environmental impacts of the proposed Plan. The General Sewer Plan is one tool to help implement the land use element of the comprehensive plan. Subsequent project actions (e.g. construction/repair projects) may require further project-level under SEPA, Critical Areas (PTMC 19.05), or Shorelines Master Program. No probable significant adverse impact on the environment have been identified from the proposed 2024 General Sewer Plan, therefore issuance of a Determination of Non-significance is warranted. SEPA INFORMATION A. Background: 1. Name of proposal, if apPlicable: City of Port Townsend 2024 General Sewer Plan 2. Name of proponent: City of Port Townsend Name of Contact person: Sfeve King, Public Works Director 3. Address and phone number of proponent and contact person: 250 Madison Street Port Townsend, WA 98368 Email Address: skinq@citvofqt.us 4. Date checklist prePared: 8/30/24 5. Agency requesting checklist: City of Port Townsend Sevver Utility 6. proposed timing or schedule (including phasing, if applicable): pubticnorice-Sffiff,$ 2024. Provides an_opportunity tg-c,omlp,en! on.rtlg-pending , . threshotddete-rmination. - .$tt{jcqnrntpfi}i lht'OtSNil\ \S$iq (\D+Fi'ffii(U"}r0ft r* ns\sr$ *! r c aKF thr., i5 tY " p$ ir 5*vrrt \' r'\ r\ Notwn r( v$r $rr pubtic hearing with the City Councl-$S/-Lfl- , 2024. The hearing would be held atthe Port Townsend City Hall during the regular busrness meeting' Adoption of Plan *ryanW, 2024. Majority of future construction of projects-Fall 2024-2044. Construction proiects will pe"rtoli project specific EnvironmeitatReview. This SEPA determination is a non-proiect action. Z. Do you have any plans for future additions, expansion, or further activity related to or connected with this proposal? lf yes, explain. Ihis is a non-project action SEPA; however, future site-specifrc proiects a.re reasonably likely. Excepiwhere exemptfrom SEPA, future prolects would go through proiect action SEPA analyses and would comply with the Port Townsend Municipal Code (PTMC) and SEPA Environmental Checklist -- Page 5 of 24 permitting requirements. Refer to the Department of Ecology approved General Sewer Plan. Generat Sewer Ptan I Cit:t of Port Townsend Washinston (cityofpt.us) The Port Townsend Comprehensive Plan is amended annually, orless frequently, unless approved by the Ptanning and Community Development Director, in compliance with the Grovvth Management Act. The General Sewer Plan is anticipated to be adopted into the Comprehensive Plan by reference as a functional plan of the City- 8. List any environmental information you know about that has been prepared, or will be prepared, directly related to this proposal. The General Sewer Plan was prepared for public health and sanitation which by nature includes environmental protection. The plan also is prepared to facilitate compliance with the City's NPDES discharge permitassoclafed with upgrades fo the Wastewater Treatment Ptant. Additionally, the plan address upgrades needed to the City's Compost Facitityforwith compliance of the Sfafe Waste Discharge Permit. Finally,the General Sewei Ptan facilitates connection to the public sewerage sysfem as opposed to on-site dlsposa/s as required for urban levels of density and seruice. 9. Do you know whether applications are pending for governmentalapprovals of other proposals directly affecting the property covered by your proposal? lf yes, explain. The City Council has given preliminary approval of the plan. The Department of Ecology has given approval of the ptan. The last step for final approval is SEPA review. 10. List any government approvals or permits that will be needed for your proposal, if known. N/A 11. Give brief, complete description of your proposal, including the proposed uses and the size of the project and site. There are severalquestions later in this checklist that ask you to describe certain aspects of your proposal. You do not need to repeat those answers on this page. a. Brief Description: The City proposes to update its General Sewer Plan pursuantto the Revised Code of Washington (RCW) Chapter 90.48.110 and Washington Administrative Code (WAC) Section 173-240-050. The Ptan is the centerpiece of operating and expanding a sewersystem and articulates a series of goals, objectives, policies, actions, and standards that are intended to guide day-to-day operations and decisions by elected officials and City government staff. While the Ptanis deslgne d to provide a vision for the sewer sysfem in support of planned grovvth, it must also be responsive to changes due to variations in growth patterns and inanging regulations. The City must periodically review and, if needed, revise its Plan to ensure that it complies with the GMA, and associated regulations. SEPA Environmental Checklist -- Page 6 of 24 Future projects guided by this non-project Plan amendment are reasonably likely to occur as outlined in the Capital lmprovement Schedule. The City would utitize the provisions of Chapter 197-11-060 WAC that provide for Phased Review of SEPA-this provides for a broad environmental review and the Plan amendment and project-specific environmental review as development proposals are submifted. Project actions would comply with the Port Townsend Municipal Code and permitting requirements along with State and Federal regulations . b. Have any known wetlands or their buffers been identified on the property? trNo lyes Yes, the City's sewercollections system exists within some designated wetlands. Additionalty, tne WastewaterTreatment Plan is within a shoreline boundary. Any project impacting wetlands would require environmental review and associated wetland mitigation. This non-project action does not go into detailed analysis. c. Are there any steep slopes (greater than 15%) on the propefi? tr No lyes lf yes, attach geotechnical report. Yes, the City's sewer collections system exists within some steep slopes. Any project impacting sieep slopeswould require environmental review and associated geotechnical evaluations. 12. Location of the proposal. Give sufficient information for a person to understand the precise location of your proposed project, including a street address, if any, and section, townshipn and range, if known. lf a proposalwould occur over a range of area, provide the range or boundaries of the site(s)' Provide a legal description, site plan, vicinity ffioP, and topographic map, if reasonably available. While you should submit any plans required by the agency, you are not required to dupliiate maps or detailed plans submifted with any permit applications related to this checklist. Citywide. Atl of the projects guided by this non^project action would be within the Port Townsend City Limits, exceptthe Compost Facility and a lift station which are located near the edge of the City. Property Legal Description: Assessor's Tax #: N/A SEPA Environmental Checklist -- Page 7 of 24 Please print in in area designated k or type each answer. Please do not write in "Evaluation." EVALUATION FOR AGENCY USE ONLY 1 B. ENVIRONMENTAL ELEMENT S EARTH a. General description of the site (mark one): r Flat r Rolling r Hilly r Steep slopes E Mountainous tr Other b. What is the steepest slope on the site (approximate percent of the slope)? Not applicable for this non-proiect action' c. What general types of soils are found on the site (for example, clay, sand, gravel, peat, muck)? lf you know the classification of agricultural soils, specify them and note any agricultural land of long-term commercial significance and whether the proposal results in removing any of these soils. Not applicable forthis non-proiect action. Port Townsend is primarily GtacialTill. The SCS Soi/s suruey shows variability in soi/s throughout the City. d. Are there surface indications or a history of unstable soils in the immediate vicinity? lf so, describe. Not applicable forthis non-proiect action' The City's critical area maps provide indications of where unstable soi/s exsf. Each projectwithin fhese areas will address mitigafion measures following the City's critical area codes' e. Describe the purpose, type, total area, and approximate quantities of any filling, excavation, and grading proposed. lndicate sou rce of fill. Not applicable forthis non-proiect action. Earthwork requirements are unknown at this time. Each future projectwould be evaluated at the time of proiect development' 'f . Could erosion occur as a result of clearing, construction, or use? lf so, generally describe. Not applicable forthis non-proiect action. SEPA Environmental Checklist -- Page 8 of 24 Please print in ink or type each answer.Please do not write in area designated "Evaluation." EVALUATION FOR AGENCY USE ONLY Future guide d pro|ecfs requiring clearing or construction shall b e conditioned bv City an d Sfafe erogon an d sedim ent control permits Erosion during use /s unlikely because sorT infiltration rates are high and ground proponents. surfaces sh all be stabilized and m aintain ed by g. About what percent of the site would be covered with impervious surfaces after project construction (for example, asphalt or buildings)? Not applicable forthis non-proiect action. Areas of new imperuious sudaces would be evaluated at the time of futu re p roj e ct d evel op m e nt. h. Proposed measures to reduce or control erosion, or other impacts to the earth, if anY: Not applicable forthis non-proiect action. Each future project with potentialto cause soil erosion or impact earth would be evaluated duing permitting, and erosion and sediment control measures applied as appropiate to comply with City and Sfafe stormwater construction standards and regulations 2. AIR a. What types of emissions to the air would result from the proposal during construction, operation, and maintenance when the project is completed? lf any, generally describe and give approximate quantities if known. Not applicable for this non-proiect action. Future project construction, operation, or maintenance may generate emissions from construction equipment or cause fugitive dust. However, these would be managed within applicable City and sfafe airquatity regulations. The city has )RCA permitsforthe Wastewater Treatment Plant and Compost Facility. b. Are there any off-site sources of emissions orodorthat may affect your proposal? lf so, generally describe. Not applicable for this non-proiect action. No off-site sources of emissions or odorthat may affect future projects are known. c. Proposed measures to reduce or control emissions or other impacts to air, if any: SEPA Environmental Checklist -- Page 9 of 24 Please print in ink or type each answer. Please do not area designated "Evaluation." write in EVALUATION FOR AGENCY USE ONLY Not applicable forthis non-proiect action. Project permits would be conditioned with air quality measures if required to meet City or Sfafe air quality standards. The wastewater treatment ptant has a functioning odor control system. The compost facility incorporates a biofilter into the composting process to control odors. 3. WATER a. Surface Water: 1) ls there any surface water body on or in the immediate vicinity of the site (including year-round or seasonal streams, salt waters, lakes, ponds, and wetlands)? lf yes, describe the type and provide names. lf appropriate, state what stream or river it flows into: Not applicable forthis non-proiect action' Surface waters potentiat impacted in the future include the Strait of Jaun De Fuca, Port Townsend Bay, Chinese Garden Lagoon, Kah Tai Lagoon. The Wastewater Treatment Plant has a discharge permitfor treated wastewater at North Beach into the Strait of Juan De Fuca. 2) Will the project requ ire any work over, in, or adjacent to (within 200 feet) the described waters? lf yes, describe the work and attach the available Plans. Not applicable forthis non-proiect action. Future wastewater treatment plant proiects will involved work within 200 feet of chinese Garden Lagoon. other proiects including the outfall replacement, lift station upgrades, and collections improvements are anticipated. Proiects will be required to obtain Shoreline Substantial Development Permit as applicable' 3) Estimate the amountof fill and dredge materialthatwould be piaced in or removed from the su rface water or wetlands and indicate the area of the site that would be affected. ldentify the source of the fill material. Not applicable for this non-proiect action. Projects are not anticiPated. 4) Will the proposal require surface waterwithdrawals or diversions? Give general description, purpose and approximate quantities, if known. SEPA Environmental Checklist -- Page 10 ot 24 Please print in ink or tY area designated "Evalu pe each answer. Please do not write in ation." EVALUATION FOR AGENCY USE ONLY Not applicable forthis non-proiect action. No surface withdraws are anticipated 5) Does the proposal lie within a 100-yearflood plain? lf so, note the location on the site Plan Not applicable for this non-proiect action. Similarto shorelines, proiects are anticipated within the flood plain. Those projects witl be required to comply with the City's Flood Devel opm e nt Pe rm it requi re m ents. 6) Does the proposal involve any discharges of waste materials to surface waters? lf so, describe the type of waste and anticipated volu me of discharge. Not applicable forthis non-proiect action. Discharges to surface waters ls addressed through the City's NPDES permits regutated by the Department of Ecology. b. Ground Water: 1 ) Will ground water be withdrawn from a well for drinking water or other puiposes? lf so, give a general description of the well, proposed uses and approximate quantities withdrawn from the well' Wili water be discharged to ground water? Give a general description, purpose, and approximate quantities, if known. N/4. 2) Describe waste material that would be discharged into the giound from septic tanks or other sources, if any (for example: iomestic sewage; industrial, containing the following chemicals .. agricultural; etc.). Describe the general size of the system, the number of such systems, the number of houses to be served (if applicable), or the number of animals or humans the system(s) are expected to serve: Not applicable forthis non-proiect action. The City's compostfacility has a Sfafe Waste Discharge Permitfor infittration of treated water to groundwater. c. Water runoff (including stormwater): 1) Describe the source of runoff (including storm water)and method of collection and disposal, if any (include quantities, if known). where will this waterflow? will this waterflow into other waters? lf so. describe SEPA Environmental Checklist -- Page 11 of 24 Please print in ink or type each answer' Please area designated "Evaluation." do not write in EVALUATION FOR AGENCY USE ONLY Not applicable forthis non-proiect action' some projects may reduce the amount of stormwater going to the wastewa{er treatment plant through combined sysfem separation' 2) Could waste materials enter ground or surface waters? lf so, generally describe. Not applicable for this non-proiect action. The City requires compliance with the Western Washington stormwater Manualfor apptying besf management practices to address wasfes or pollutants removal in construction stormwater. 3) Does the proposal alter or othenruise affect drainage patterns in the vicinity of the site? lf so, describe. Not applicable forthis non-proiect action. Proposed drainage alterations woutd be evaluated atthe time of project development. 4) Proposed measures to reduce or control surface, ground, and runoff water, and drainage pattern impacts, if any. Not applicable forthis non-proiect action. Stormwater analysis would occur at the time of proiect development and prescribe management measures to comply with the City's stormwater management regulations and Critical Areas ordinance. 4. PLANTS a. Check the types of vegetation found on the site: Deciduous tree: n Alder ! Maple n Aspen n other: Evergreen tree: ! rir ! cedar n Pine n other: n Shrubs n Grass n Pasture tr Crop or Grain n Orchards, vineyards or other permanent crops Wet Soil Plants: n cat-tait n Buttercup n Bulrush n stunt< Cabbage n other: SEPA Environmental Checklist -- Page 12 of 24 Please print in ink or type each answer. Please area designated "Evaluation." do not write in EVALUATION FOR AGENCY USE ONLY Water ants:fl water Lily ! Eelgrass n nllittoll n other: n OtherVpes of vegetation: Not applicable forthis non-proiect action c. What kind and amount of vegetation would be removed or altered? Not applicable forthis non-proiect action. Future projects would manage vegetation as appropiate Projects would be evaluated atthe time of development- d. List threatened or endangered species known to be on or near the site. Not applicable forthis non-proiect action. tmpacts fo ESA tisted specles would be addressed at the time of p roj e ct e nvi ro n m e ntal revi ew. e. Proposed landscaping, use of native plants, or other measures to preserve or enhance vegetation on the site, if any: Not applicable forthis non-proiect action. f. List atl noxious weeds and invasive species known to be on or near the site: Not applicable forthis non-proiect action' 5. ANIMALS a. Check any birds and animals that have been observed on or near the site or are known to be on or near the site: Birds: ! Hawk fl Heron tr Eagle nSongbirds E Other: Mammals: nDeer nBear netr nBeaver nother: Fish: nBass Isalmon nTrout nHerring Esrretttisn nother: b. List any threatened or endangered species known to be on or near the site. Not applicable for this non-proiect action SEPA Environmental Checklist -- Page 13 of 24 Please print in ink or type each answer.Please do not write in area desig nated "Evaluation." EVALUATION FOR AGENCY USE ONLY c.ls the site part of a migration route?lf so, explain Not applicable forthis non-proiect action. The affected geographic area ties within a migratory bird corridor' d. Proposed measures to preserve or enhance wildlife, if any: Not applicable forthis non-proiect action' e. site. List any invasive animal species known to be on or near the Not applicable for this non-proiect action 6. ENERGY AND NATURAL RESOURCES a. What kinds of energy (electric, natural gas, oil, wood stove, solar) will be used to meet the completed project's energy needs? Describe whether it would be used for heating, manufacturing, etc. Not applicable for this non'proiect action. Projects requiring energy would likely continue to use electricity. b. would your project affect the potential use of solar energy by adjacent properties? lf so, generally describe. Not applicable forthis non-proiect action. Future projects are unlikely to affect solar energy use on adiacent properties. c. what kinds of energy conservation features are included in the plans of this proposal? List other proposed measures to reduce or control energy imPacts, if anY: Not applicable forthis non-proiect action' Energy conseruation measures are not known at this time. Proiects would be evaluated at the time of development. 7. ENVIRONMENTALHEALTH a. Are there any environmental health hazards, including re hemical fire and or SEPA Environmental Checklist -- Page 14 of 24 Please print in ink or type each answer' Please do not w area designated "Evaluation." rite in EVALUATION FOR AGENCY USE ONLY hazardous waste that could occur as a resu It of this proposal? lf so, describe. Not applicable for this non-proiect action. A spittresponse procedure is in ptace for sewer overflows resulting from clogged collection system piping. 1) Describe any known or possible contamination at the site from present or past uses. Not applicable forthis non-proiect action' None known. 2) Describe existing hazardous chemicals/conditions that might aifect project development and design. This includes underground hazardous liquid and gas transmission pipelines located within the project area and in the vicinitY. Not applicable forthis non-proiect action' Projects in the vicinity of identified hazardous chemicals will be evaluated at the time of proiect review. 3) Describe special emergency services that might be required. Not applicable forthis non'proiect action. 4) Proposed measures to reduce or control environmental health hazards, if any: Not applicable forthis non-proiect action. A primary purpose of the Generalsewer Plan is to control envi ronm ental health hazards. b. NolsE 1) What types of noise exist in the area which may affect your project (for example: traffic, equ ipment, operation, other)? Not applicable forthis non-proiect action' The Wastewater sysfem operation includes normal noise such as machinery. Atl operational noise complies with the city noise ordinance. SEPA Environmental Checklist -- Page 15 of 24 Please print in ink or type each answer. Please do not write in area designated "Evaluation." EVALUATION FOR AGENCY USE ONLY created by or ong-term basis (for example: traffic, construction, operation, other)? lndicate what hours noise would come from the site. Not applicable forthis non-proiect action. No anticipated noise increase is anticipated. Construction proiects will follow the City's noise ordinance. 3) Proposed measures to reduce or control noise impacts, if any: Not applicable forthis non-proiect action. Construction noise is regulated by the PTMC. Noise controls are not known at this time. Proiects would be evaluated at the time of development. 8. LAND AND SHORELINE USE a. What is the current use of the site and adjacent properties? Will the proposal affect current land uses on nearby or adjacent properties? lf so, describe. Not applicable for this non-proiect action. Various land uses are supported by the City sewer system and adjacentto sewer facilities. lmpacts on adioining property will be evaluated at the time of proiect proposal. b. Has the project site been used as working farmlands or working forest lands? lf so, describe. How much agriculture or forest land of long-term commercial significance will be converted to other uses as a result of the proposal, if any? lf resource land has not been designated, how many acres of farmland or forest land tax status will be converted to non-farm or non-forest use? Not applicable for this non-proiect action. The affected geographic area is notfarmland or forest since the sewer sysfem se,ves the City limits or a local area of more intense rural development as defined by the Growth Management Act' 1) Will the proposal affect or be affected by surrounding working farm or forest land normal business operationS, Such as oversized equipment access, the application of pesticides, tilling, and harvesting? lf so, describe. Not applicable forthis non-proiect action. 2) Whattypes and levels of noise would be associated with the project on a shortterm or a I SEPA Environmental Checklist -- Page 16 of 24 Please print in ink or type each answer.Please do not write in area designated "Evaluation." EVALUATION FOR AGENCY USE ONLY The proposal ls not expected to affect or be farm or forest operations. c. Describe any structures on the site' Not applicable for this non-proiect action. affected by su rroundi ng d. Will any structures be demolished? lf so, what? Not applicable forthis non-proiect action. Some projects at the Wastewater Treatment Plant and Compost anticipated demotition of existing structures. Proiects would be evaluated at the time of development. e. What is the current zoning classification of the site? Not applicable forthis non-proiect action. t. What is the current comprehensive plan designation of the site? Not applicable for this non'proiect action. g. lf applicable, what is the current Shoreline Master Program designation of the site? Not applicable forthis non-proiect action. Shoreline designations vary depending on location throughout the City. h. Has any part of the site been classified as an "critical area" by the city or the county? lf so, specify. Not applicable forthis non'proiect action. Criticat area impacts witt be evaluated atthe time of proiect review' i. Approximately how many people would reside orwork in the completed project? Not applicable for this non-proiect action. j. Approximately how many people would the completed project displace? SEPA Environmental Checklist -- Page 17 of 24 Please print in ink or type each answer.Please do not write in area designated "Evaluation." EVALUATION FOR AGENCY USE ONLY Not applicable forthis non-proiect action. No people would be displaced by future proiects' k. Proposed measures to avoid or reduce displacement impacts, if any: Not applicable forthis non-proiect action. 10. AESTHETICS a. What is the tallest height of any proposed structure(s), not including antennas;what is the principal exterior building material(s) proposed? Not applicable for this non'proiect action. Future structure heights and materials would be evaluated atthe time of proiect develoPment. b. What views in the immediate vicinity would be altered or obstructed? Not applicable forthis non-proiect action Project effects on views would be evaluated at the time of development. c. Proposed measures to reduce or control aesthetic impacts, if any: Not applicable forthis non-proiect action. City code requires aesthetic mitigation measures for above ground facilities. 11. LIGHT AND GLARE a. What type of light or glare would the proposal produce? What time of the day would it mainly occur? Not applicable forthis non-proiect action' b. Could light or glare from the finished project be a safety hazard or interfere with views? Not applicable forthis non-proiect action. SEPA Environmental Checklist -- Page 18 ot 24 Please print in ink or type each answer. Please area designated "Evaluation." do not write in EVALUATION FOR AGENCY USE ONLY c.What existing off-site sources of light or glare may a ffect your proposal? Not applicable forthis non-proiect action d. Proposed measures to reduce or control light and glare impacts, if any: Not appticabte forthis non-proiect action. The PTMC (Chapter 17.44.180 PTMC) requires all exterior lighting to be designed t9 reduce gtare impacfs fo adiacent properties and public rights-of-way and to reduce nighftime "light pollution." Proiect lighting would be evaluated at the time of development. 12. RECREATION a. what designated and informal recreational opportunities are in the immediate vicinity? Not applicable forthis non-proiect action. Numerous parks, trails, and water related recreation occur in and around Port Townsend. Proiect impacts would be evaluated atthe time of project review. b. would the proposed project displace any existing recreational uses? lf so, describe. Not applicable forthis non-proiect action. Future projects are notexpected fo displace existing recreational uses. Land uses are not expected to change. Proiects would be evaluated at the time of development. c. Proposed measures to reduce or control impacts on recreation, including recreational opportunities to be provided by the project or applicant, if anY: Not applicable forthis non-proiect action. Measures to reduce or control impacts on recreation, if needed, woutd be evaluated atthe time of proiect development. 13. HISTORICAL AND CULTURAL PRESERVATION a. Are there any buildings, structures, or sites located on or near the site that are over 45 years old listed in or eligible for listing in national, state, or local preseruation registers located on or near the site? lf so. specificallv descri ha SEPA Environmental Checklist -- Page 19 o'f 24 Please print in ink or type each answer. Please do not write in area desig nated "Evaluation." EVALUATION FOR AGENCY USE ONLY Not applicable forthis non-proiect action. Eligible historic properties are not known to exist associated with projects in the plan. This would be verified at the time of proiect development. b. Are there any landmarks, features, or other evidence of Indian or historic use or occupation? This may include human burials or old cemeteries. Are there any material evidence, artifacts, or areas of cultural importance on or near the site? Please list any professional studies conducted atthe site to identify such resources. Not applicable for this non-proiect action. Cultural resource evaluation will be performed at the time of future project review. c. Describe the methods used to assess the potential impacts to cultural and historic resources on or near the project site. Examples include consultation with tribes and the department of archeology and historic preservation, archeological surueys, historic maps, GIS data, etc. Not applicable for this non-proiect action. The City would ensure that cultural and historic resources investigations, and consultation with Tribes and the Sfafe Department of Archaeology and Historic Preseruation, would be performed as required by City, Sfafe, and Federal culturalresources regulations at the time of proiect development. d. Proposed measures to avoid, minimize, or compensate for loss, changes to, and disturbance to resources. Please include plans forthe above and any permits that may be required. Not applicable forthis non-prolect action. lmpacts to cultural and historic resources are not expected but future projects would be evaluated for their need for mitigation measures at the time of development. 14, TRANSPORTATION a. ldentify public streets and highways serving the site, and describe proposed access to the existing street system' Show on site plans, if any. Not applicable for this non-proiect action. SEPA Environmental Checklist -- Page 20 of 24 Please print in ink or type each answer' Please do not w area desig nated o'Evaluation." rite in EVALUATION FOR AGENCY USE ONLY tmpacts fo sfreefs are anticipated for collection sysfem proiects. Mitigation measures will be developed as part of future proiect review. b. ls the site or affected geographic area currently served by public transit? lf so, generally describe. lf not, what is the approximate distance to the nearest transit stop? Not applicable forthis non-proiect action. The affected geographic area is seryed by Jefferson Transit' Coordination with Jefferson Transit for impacts is paft of proiect developm ent and review. c. How many additional parking spaces would the completed project or non-project proposal have? How many spaces would the prolect or proposal eliminate? Not applicable forthis non-proiect action. No impactto parking is anticipafed associated with future proiects except for temporary construction impacfs fo be evaluated atthe time of project development and review. d. Willthe proposal require any new or improvements to existing roads, streets, pedestrian, bicycle or state transportation facilities, not including driveways? lf so, generally describe (indicate whether public or private). Not applicable forthis non-proiect action. Some collection sysfem projects involve trail corridors. Evaluation of impacts will be done atthe time of future proiect review- e. Will the project or proposal use (or occur in the immediate vicinity of) water, rail, or air transportation? lf so, generally describe. Not applicable for this non-proiect action f. How many vehicular trips per day would be generated by the completed pro.lect or proposal? lf known, indicate when peak . volumes would occur and what percentage of the volume would be trucks (such as commercial and non-passengervehicles). What data ortransportation models were used to make these estimates? Not applicable for this non-proiect action. SEPA Environmental Checklist -- Page 21 oI 24 Please print in ink or tYPe eac area designated "Evaluation." h answer. Please do not write in EVALUATION FOR AGENCY USE ONLY be affected by the n roads or streets in the area? lf so, generally describe. Not applicable for this non-proiect action h. Proposed measures to reduce or control transportation impacts, if any: Not applicable forthis non-proiect action. 15. PUBLIC SERVICES a. Would the project result in an increased need for public services (for example:fire protection, police protection, public transit, health care, schools, other)? lf so, generally describe. Not applicable forthis non-proiect action. b. Proposed measures to reduce or control direct impacts on public services, if any: Not applicable forthis non'proiect action 16. UTILITIES a. checkwhich utilities are currently available atthe affected geographic ateal I Electricity n Natural Gas I Wate, I R"frse Service I relephone n SepticSystem I sanitarySewer I other:fdssmm b. Describe the utilities that are proposed for the project, the utility providing the service, and the general construction activities on the site or in the immediate vicinity that might be needed' Not applicable for this non-proiect action. C. SIGNATURE The above answers are true and complete to the best of my knowledge. lunderstand the lead agency is relying on this information to make its decision. g. Will the proposal interfere with, affect or movement of agricultural and forest products o SEPA Environmental Checklist -- Page 22 of 24 X G.Signature Find hel about who sho uld sisnl8 The above answers are true and complete to the best of my knowledge. I understand that the lead agency is relying on them to make its decision. Type name of signee: Steve King position and agency lorganization: Public Works Director, City of Port Townsend Date submitted: August 30,2024 D.Supplemental sheet for nonproject actions Find helo for the nonnroiect actions worksheet19 Do not use this section for project actions' Because these questions are very general, it may be helpfulto read them in conjunction with the list of the elements of the environment. When answering these questions, be aware of the extent the proposal, or the types of activities likely to result from the proposal, would affect the item at a greater intensity or at a faster rate than if the proposalwere not implemented. Respond briefly and in generalterms. 1. How would the proposal be likely to increase discharge to water; emissions to air; production, storage, or release of toxic or hazardous substances; or production of noise? The Sewer Plan Update is a long-range plan that would not result directly in the implementation of specific projects. Therefore, the Sewer Plan Update itself would be unlikely to increase emissions to air, long-term discharges to water, production, storage, or release of toxic or hazardous substances, or production of noise. The Plan Update's recommendations represent commitments and refinements to existing policies, programs, and projects that have goals to decrease waste disposed r8 https://ecology.wa.gov/Regulations-Permits/SEPA/Environmental-review/SEPA-guidance/SEPA-checklist- guidance/SEPA-Checklist- Section-C- Signature ie https;//ecology.wa.gov/regulations-permits/sepa/environmental-review/sepa-guidance/sepa-checklist- guidance/sepa-checklist- section-d-non-proj ect-actions SEPA Environmental checklist September 2023 Page 13 (wAc t97-tL-96O1 (increase waste prevention, recycling, and composting) and reduce environmental impacts caused by solid waste management activities. o Proposed measures to avoid or reduce such increases are: plan adoption and approval would not result in increased discharges to water; emissions to air; production, storage, or release of toxic or hazardous substances; or production of noise. Therefore, no measures to avoid or reduce such increases are proposed. Actions contemplated in the Plan Update would be designed, implemented, constructed, operated, and maintained to avoid and minimize such increases and to meet applicable local, state, and federal regulatory and permit requirements. Specific measures for doing so would be identified during the design, environmental review, and permitting of individual projects, as applicable. 2. How would the proposal be likely to affect plants, animals, fish, or marine life? Plan adoption and approval would be unlikely to adversely affect plants, animals, or fish, includingthreatened and endangered species. Most of the Plan's recommendations represent commitments and refinements to existing policies, programs, and projects that have goals to decrease waste disposed (increase waste prevention, recycling, and composting) and reduce environmental impacts caused by solid waste management activities. o proposed measures to protect or conserve plants, animals, fish, or marine life are: Long-term adverse impacts on plants, animals, fish, and marine life are not expected under the Plan Update. Actions contemplated in the Plan Update would be designed, implemented, constructed, operated and maintained to avoid and minimize adverse impacts on plants, animals, fish and marine life and to meet applicable local, state, and federal regulatory and permit requirements. Specific measures for doing so would be identified during the design, environmental review, and permitting of individual projects, as applicable. 3. How would the proposal be likely to deplete energy or natural resources? plan adoption and approval would be unlikely to directly deplete energy or natural resources. The Sewer Plan Update itself would not require any additional long-term energy sources. Most of the Plan Update's recommendations represent commitments and refinements to existing policies, programs, and projects that have goals to decrease waste disposed (increase waste prevention, recycling, and composting) and reduce environmental impacts caused by solid waste management activities. o Proposed measures to protect or conserve enerty and natural resources are: The Sewer Plan Update is not expected to cause long-term, adverse impacts on energy and natural resources. Actions contemplated in the Plan Update would be designed, implemented, constructed, operated and maintained to protect or conserve energy and natural resources and to meet applicable local, state, and federal regulatory and permit SEPA Environmental checklist (wAc 197-17-9601 September 2023 Page 14 requirements. Specific measures for doing so would be identified during the design, environmental review, and permitting of individual projects, as applicable 4. How would the proposal be likely to use or affect environmentally sensitive areas or areas designated (or eligible or under studyl for governmental protection, such as parks, wilderness, wild and scenic rivers, threatened or endangered species habitat, historic or cultural sites, wetlands, floodplains, or prime farmlands? plan adoption and approval is not expected to adversely impact environmentally sensitive areas or areas designated for government protection or threatened or endangered species habitat, historic or cultural sites, wetlands or floodplains. Most of the Plan Update's recommendations represent commitments and refinements to existing policies, programs, and projects that have goals to decrease waste disposed (increase waste prevention, recycling, and composting) and reduce environmental impacts caused by solid waste ma nagement activities. o proposed measures to protect such resources or to avoid or reduce impacts are: The Sewer Plan Update is not expected to result in adverse, long-term impacts on environmentally sensitive areas or areas designated for government protection, threatened or endangered species habitat, historic or cultural sites, wetlands or floodplains. Actions contemplated in the Plan Update would be designed, implemented, constructed, operated and maintained to avoid and minimize adverse impacts on environmentally sensitive areas, areas designated for government protection, and threatened or endangered species habitat, historic and cultural sites, wetlands, floodplains and prime farmland. Specific measures for doing so would be identified duringthe design, environmental review, and permitting of individual projects, as aPPlicable. 5. How would the proposal be likely to affect land and shoreline use, including whether it would allow or encourage land or shoreline uses incompatible with existing plans? The Sewer Plan Update is a non-project plan of future actions that would not directly affect land and shoreline use in the planning area. Plan adoption and approval would not change land and shoreline uses or designations. Most of the Plan Update's recommendations represent commitments and refinements to existing policies, programs, and projects that have goals to decrease waste disposed (increase waste prevention, recycling, and composting) and reduce environmental impacts caused by solid waste management activities. The Sewer Plan Update is consistent with requirements of the Growth Management Act and local and regional land use plans. Any City of Port Townsend actions themselves would not encourage land or shoreline uses that are incompatible with existing plans. Future land and shoreline uses would be determined by local land use plans, zoning codes, and development regulations. SEPA Environmental checklist (wAc 197-tL-96O1 September 2023 Page 15 o proposed measures to avoid or reduce shoreline and land use impacts are: The Sewer Plan Update is not expected to result in direct or indirect adverse impacts on shoreline and land uses. Actions contemplated in the Plan Update would be designed, implemented, constructed, operated and maintained to avoid and minimize adverse impacts on shoreline and land use. Specific measures for doing so would be identified during the design, environmental review, and permitting of individual projects, as applicable' 6. How would the proposal be likely to increase demands on transportation or public services and utilities? plan adoption and approval would be unlikely to directly increase demand on transportation, public services, or utilities. Most of the Plan Update's recommendations represent commitments and refinements to existing policies, programs, and projects that have goals to decrease waste disposed (increase waste prevention, recycling, and composting) and reduce environmental impacts caused by solid waste management activities. The Plan Update's programs and projects would address present and future needs for solid waste management, which would benefit utilities. o Proposed measures to reduce or respond to such demand(s) are: The Sewer Plan Update is not expected to result in long-term, adverse impacts on transportation, public services, and utilities. Actions contemplated in the Plan Update would be designed, implemented, constructed, operated and maintained to avoid and minimize adverse imPacts on 7. ldentify, if possible, whether the proposal may conflict with local, state, or federal laws or requirements for the protection of the environment. The Sewer Plan Update would be consistent with, and support, all local, state, and federal laws or requirements for the protection of the environment. ln implementing the Sewer plan Update, the City of Port Townsend would comply with all applicable local, state, and federal laws and regulations. SEPA Environmental checklist (wAc L97-LL-960) September 2023 Page 16 THIS PAGE INTENTIONALLY LEFT BLANK Appendix G City Wastewater Engineering Standards THIS PAGE INTENTIONALLY LEFT BLANK CITY OF PORT TOWNSEND DEPARTMENT OF PUBLIC WORKS ENGINEERING DESIGN STANDARDS MANUAL April 1997 Robert L. Wheeler, P. E., Director of Public Works David L. Peterson, P.E., City Engineer Colette Kostelec, P.E. Development Review Engineer WASTEWATER City of Port Townsend 3-1 April 1997 Engineering Design Standards Chapter 3 WASTEWATER 1. General Requirements a. Wastewater systems refer to the facilities that transport, treat, and discharge water-carried waste materials from domestic, commercial, and industrial sources. This chapter of the Standards addresses service connections to the existing mains as well as extensions, repairs, lift stations, and other system improvements. b. Any extension, replacement, or other improvement of the Port Townsend Wastewater System must be approved by the Department of Public Works and all extensions must conform to the current standards of the City of Port Townsend and to Department of Ecology regulations. The material contained in these Standards shall be used in conjunction with the Washington State Department of Ecology regulations to develop all plans and specification for construction of wastewater facilities. Where there are conflicts or differences between these standards, DOH regulations and city ordinances, the DOH regulations shall apply followed in order of precedence by city ordinances and these Standards. c. City sewer service shall not be extended outside the city limits. d. In designing and planning for any development, it is the developer’s responsibility to see that adequate wastewater systems are provided. The developer must show, in the proposed plans, how the development will be served by sewers and whether the existing system can adequately handle the flows and loads. Improvements necessary to assure that the existing system will not be adversely impacted are the responsibility of the developer. A detailed analysis of the system may be required to evaluate the capacity of the existing hydraulic system to handle the new loads. e. Anyone that wishes to extend or connect to the city’s wastewater system should contact the Department of Public Works for preliminary information and discussion of the extension proposed. The design of wastewater system improvements is the responsibility of the Developer proposing the construction and upgrading of the public wastewater system. f. Prior to acceptance by the city and the discharge of any wastewater, all improvements must be completed and approved, as-builts submitted, all rights-of- way or easements filed, and all applicable fees as set forth in Chapter 3.36 PTMC must be paid. g. Issuance of building permits for new construction of single family residences within new subdivisions shall not occur until final Public Works approval of all improvements is given unless otherwise allowed through an approved improvement methods report and/or construction bond. For commercial projects, building permits may be issued upon completion and approval by the Public Works Director of a Wastewater Discharge Plan (including pretreatment when necessary). Certificates of occupancy will not be granted until final Public Works approval and acceptance of all wastewater system improvements is given. h. All requests for inspections and for witnessing tests shall be scheduled with the WASTEWATER City of Port Townsend 3-2 April 1997 Engineering Design Standards Public Works Department 24 hours in advance. Failure to give adequate advance notice may result in delays to the contractor for required inspections. i. Warranty: The developer shall warranty sewer mains and other wastewater system improvements for one year after installation, approval and acceptance by the City and shall be responsible for one year for any unanticipated settling of excavations or repairs to restored street surfaces. All necessary repairs shall be performed immediately or the city shall perform the repairs at the developer’s expense. j. Traffic Control: For work in opened streets and rights-of-way, the contractor shall follow procedures described in Chapter 1 of these standards. k. Approval for Construction Outside of Business Hours: Any work performed in any street right of way at any time other than Monday through Friday 7 am to 6 pm must have the approval of the Public Works Department. l. Noncompliance Penalty: Utility development permits may be revoked from any contractor not complying with these specifications. m. Survey: See Chapter 1 of these standards. n. Standard Details: All construction shall comply with city Standard Details. 2. Design Standards a. The design, construction, and maintenance and operation of wastewater systems shall be in compliance with the city engineering design standards, the sewer code, the wastewater system master plan, the requirements of Jefferson County Environmental Health Department, Washington State Departments of Health and Ecology, any applicable federal regulations, and the WSDOT/APWA Standard Specifications. b. The layout and sizing of extensions shall provide for the future continuation of the existing system as determined by the Director. All sewers shall be designed as a gravity sewer whenever physically and/or economically feasible or as outlined in the Wastewater System Master Plan. c. The following GENERAL CONDITIONS shall apply to all work on the wastewater system, and, together with those in Chapter 1, Section 2a, shall be included on any plans dealing with the wastewater system construction: i. All work and materials shall conform to the City of Port Townsend Standards and WSDOT/APWA Standard Specifications. ii. The city shall be given 72 hours notice prior to scheduling a diversion of flows in the wastewater system. iii. During the construction of mains and services, the contractor shall cap, plug, or secure the ends of such lines whenever the project is shut down at the end of the day so that contaminates will not enter the lines. iv. All lines shall be tested in conformance with the standard specifications. Prior to final acceptance of all installations, the city reserves the right to conduct an inspection of all main lines by the use of television equipment. v. The city construction inspector shall be notified a minimum of 24 hours in advance of the time that a service connection to an existing main is WASTEWATER City of Port Townsend 3-3 April 1997 Engineering Design Standards needed so that city inspection may be scheduled for the work. The inspector shall be present at the time of the tap. vi. Prior to backfilling, all sewer lines and appurtenances shall be inspected and approved by the city’s inspector. Approval shall not relieve the contractor for correction of any deficiencies and/or failure as determined by subsequent testing and inspections. It shall be the contractor’s responsibility to notify the city for the required inspections. vii. Approximate locations of existing utilities have been obtained from available records and are shown for convenience. The contractor shall be responsible for verification of locations and to avoid damage to any additional utilities not shown. If conflicts with existing utilities arise during construction, the contractor shall notify the public works inspector and any changes required shall be approved by the Public Works Director prior to commencement of related construction on the project. viii. All sewer main extensions within the public right-of-way or in easements must be staked by survey for line and grade prior to starting construction. 3. Sewer Service Connections a. All new developments within the city limits are required to connect to the city’s sewer system with the following exception: i. New single-family residential development occurring on parcels equal to or greater than one acre in size: a) which is more than 500 feet from the nearest city sewer main, and b) which is not subject to review and threshold determination under the State Environmental Policy Act Implementing Ordinance, Chapter 19.04 PTMC, or c) which is not subject to the permit requirements of the Environmentally Sensitive Areas Ordinance, Chapter 19.05 PTMC. b. Managed individual or group on-site septic systems are allowed for new development which meets the requirements of subsection a.i, provided the following conditions are met: i. The soil conditions and parcel size will support the use of an on-site septic system until connection to the city’s sewer system; ii. The system is designed to be efficiently converted to the city’s sewer system; iii. The developer enters into a no protest agreement with the City (i.e., requiring connection to the city’s sewer system within two year(s) of when a sewer main is within 260 feet of the property line, and/or participation in a Local Improvement District (“LID”) which may include installation of sewer mains, interceptors, pump stations and/or Latecomer Agreement paybacks), filed on record title, as a condition of any building or development permit; and iv. The septic system is approved by the Jefferson County Environmental Health Department. c. Existing parcels containing an on-site septic system are required to connect to the WASTEWATER City of Port Townsend 3-4 April 1997 Engineering Design Standards city’s sewer system by July 2002. d. After July 2002, any parcel containing an on-site septic system will be required to connect to the city’s sewer system unless the nearest sewer main is greater than 260 feet (i.e., one city block measured along public rights-of-way) from the nearest portion of the subject parcel (in which case connection is required within two years of when the sewer is within 260 feet). e. Notwithstanding subsections, c and d above, if an on-site septic system fails connection is required unless the nearest portion of the subject parcel is greater than 500 feet from the nearest sewer main, in which case the septic system may be repaired to serve the subject property. 4. Sewer Main Extensions and other System Improvements a. When Required. A main extension, main replacement, pump station, maintenance hole, force main or other system improvement may be required for any of the following reasons to mitigate the direct impacts of the proposed development: i. Whenever a customer requests service and the premises to be served does not abut a sewer main; ii. Whenever the existing sewer main(s) is not adequate to provide the necessary service; iii. Whenever the development cannot be served by a gravity system; iv. Where other components of the sewer system are inadequate to handle the increased wastewater discharges; v. Whenever necessary to handle wastewater from the development; or vi. Whenever necessary to protect public health and safety. b. Right-of-way acquisition. When sufficient right-of-way does not exist, the customer shall provide sufficient right-of-way or utility easements where necessary to serve the needs of the development and for the maintenance and orderly growth of the system. . 5. Procedural Requirements a. Public Works Technical Conference. Anyone wishing to connect to or extend the city’s water system is encouraged to request a meeting with Public Works staff to obtain preliminary information of the location of existing facilities and to review water system extension requirements. A technical conference will generally be required for anyone proposing a main extension. b. Application for sewer service. Any person seeking to connect to the City’s water system shall submit an application to the Public Works Department on forms provided by the city. i. Information required for the sewer service application shall include: (1) The name of the owner or agent and his or her mailing address, the street address or name of the premises to be served, and the legal description of the premises to be served. (2) An estimate of wastewater volumes for all subdivisions, multi- family, mixed use, commercial and manufacturing proposals. WASTEWATER City of Port Townsend 3-5 April 1997 Engineering Design Standards (3) A site plan and details showing the proposed location for the service connection. (4) Upon request by the director, a hydraulic analysis and assessment of the ability of the collection system and treatment facilities to handle the wastewater discharges and proposed mitigations if required. (5) Proposed pretreatment facilities and best management practices for commercial and manufacturing facilities. (6) Any other information deemed reasonably necessary by the director to review the application for compliance with Title 13 PTMC and these Standards or required by other provisions of the City’s code, Department of Health requirements, SEPA, permit conditions, or city ordinance. (7) The design drawings and specifications for the water system improvements required under “item d” below. ii. Complete Application Required. The city will not process any application unless and until the information required by this section is substantially complete. The public works director may reject an application as incomplete within a reasonable time of review, in which case the director shall return it to the applicant with an indication of the additional information needed to make the application complete. c. Utility Development Permit. A Utility Development Permit is required for any sewer main extension, replacement, and other system improvements: i. The Utility Development Permit shall contain all design drawings and information necessary for the Public Works Department to determine compliance with these Standards and the applicable codes and standards incorporated by reference into these Standards. ii. When the City receives the application, the application will first be checked for completeness. Once it is determined to be complete the City will begin its review of the application. iii. Utility Development Permits are reviewed and approved by the Public Works Department. Construction shall not commence until the permit is approved by the Director. d. Construction Drawings and Engineered Plans. All applicants for sewer system connections and improvements shall furnish drawings and specifications necessary to describe and illustrate the proposed sewer system improvements. If base maps prepared by a licensed land surveyor are available, the design and construction plans shall be submitted on such maps. If base maps are unavailable, the public works director may require a survey to avoid conflicts with existing facilities, to determine elevations and contours, and to determine the limits of the right-of-way. i. All plans for sewer main extensions and other sewer system improvements shall be prepared, signed and stamped by a civil engineer licensed in the State of Washington. WASTEWATER City of Port Townsend 3-6 April 1997 Engineering Design Standards ii. For main extensions and replacements of 260 feet (one city block) or less in Tier 1 which do not require plans under another authority of the PTMC, the developer has the option of the city performing the engineering for the fee identified in Chapter 3.36 PTMC. Alternatively, the developer may pay for his or her own engineering with the full cost to be borne by the developer. iii. All design and construction plans and specifications shall be prepared in accordance with current DOT/APWA standard specifications and the city’s engineering design standards. If discrepancies exist in the standards and specifications, the city engineering design standards shall take precedence. iv. The requirement for engineered plans may be waived in certain instances as defined by the PTMC and approved by the City Engineer for minor improvements to the sewer system that can be adequately inspected and certified by the City Engineer and that will still assure the long-term integrity of the system. As-builts must still be submitted. v. All plans must be reviewed and approved by the Director prior to proceeding with construction. vi. Plans should be prepared on plan/profile type sheets and show both plan and profile views. Other utilities are to be shown in profile view and in plan view. vii. Plans shall include specific city standards for such items as maintenance holes, drop connections, side sewers, etc. viii. Plans shall show invert elevations of the main at the outlet and all inlets of each maintenance hole, slope of the main, and surface elevations of the maintenance hole lid. In the profile view, the finish ground elevation over the pipe shall be shown as well as crossings of other existing or proposed utilities. Stationing of side sewers from the downhill maintenance hole is required. Drawings shall show mainline connection depth and distance from nearest maintenance hole, the street that mainline connection is made in and the nearest cross street shall be identified. Drawings will show and label all connections and pipe diameters. ix. In all cases where a line is to be placed in an easement, the easement is to be shown with measurement information to accurately lay it out prior to constructing the pipe line. e. Inspection: All sewer system installations shall be inspected and approved by the City. It is the responsibility of the developer or contractor to notify the city 24 hours in advance of necessary inspections at the proper point in construction. All excavations must be left open until inspection is complete. f. Approval, Acceptance, Conveyance and As-Builts: Certificates of occupancy will not be granted until final Public Works approval and acceptance of all improvements is given easements filed, all applicable fees paid and as-built drawings are received. WASTEWATER City of Port Townsend 3-7 April 1997 Engineering Design Standards 6. Gravity Sewer Mains a. Size i. Sewer mains shall be sized for the ultimate development of the tributary area. ii. New gravity systems shall be designed on the basis of an average daily per capita flow of not less than 100 gallons per capita per day. The table “Design Basis for Sewage Works” from the DOE Manual is assumed to cover normal infiltration, but additional allowances shall be made where conditions dictate. Generally, laterals and submain sewers should be designed to carry, when running full, not less than 400 gallons daily per capita contributions of sewage. When deviations from these per capita rates are used, a description of the procedure used shall be submitted to the City Engineer for review and approval. Nothing shall preclude the city from requiring the installation of larger mains if the city determines that a larger size is needed to meet requirements for future service. The developer may be eligible for a Utility Latecomer Agreement. iii. The minimum pipe size for sanitary sewer mains shall be 8 inches in diameter, except that a 6-inch sewer may be approved in limited instances where the sewer has no potential to be extended to serve future customers. iv. The minimum size service connection lateral in the street right-of-way shall be 6 inches and the minimum size for a service lateral on private property shall be 4 inches in accordance with the Standard Details. The depth at the property line shall be 5 feet, except as approved by the City Engineer. Sewer connections to the main shall be made with a wye connection. All new main connections to existing mains shall require the installation of a new maintenance hole if not made at an existing maintenance hole. v. All nonferrous pipe shall be installed with metal wire and tracer tape as shown on the Standard Details and described in Chapter 1. vi. Gravity sewer mains shall typically have a depth of 5 feet. Actual depth will be determined by the slope, flow, velocity, and elevation of the existing system as proposed by the applicant and approved by the City. b. Slope i. All sewers shall be designed and constructed to give mean velocities, when flowing full, of not less than 2.0 feet per second, based on Mannings’ formula using an “n” value of 0.013. The following are minimum slopes which should be provided; however slopes greater than these are desirable. (1) 8-inch Mains: 0.40 feet per 100 feet. (2) 10-inch Mains: 0.28 feet per 100 feet. (3) 12-inch Mains: 0.22 feet per 100 feet. (4) 15-inch mains: 0.15 feet per 100 feet. (5) 18-inch mains: 0.12 feet per 100 feet. (6) 21-inch mains: 0.10 feet per 100 feet. WASTEWATER City of Port Townsend 3-8 April 1997 Engineering Design Standards (7) 24-inch mains: 0.08 feet per 100 feet. (8) 30-inch mains: 0.06 feet per 100 feet. (9) 36-inch mains: 0.05 feet per 100 feet. ii. Under special conditions, slopes slightly less than those required for the 2.0 feet per second velocity requirement may be permitted by the City Engineer upon request by the applicant with engineering documentation. iii. Sewers shall be laid with a uniform slope between maintenance holes. iv. Sewers with slopes greater than 6.0 percent slope, or where groundwater may travel as a conduit, may require check dams. Such dams shall be noted on the drawings. v. Sewer mains on slopes of 20% or greater shall be securely anchored per WSDOT/APWA standards. c. Materials: Materials for sanitary sewer pipe shall meet the requirements of the following: i. Sanitary Sewer Pipe - Preferred: (1) PVC Ringtight ASTM D3034, SDR 35 or ASTM F789 with joints and gaskets conforming to ASTM D3212 and ASTM F477. (2) Ductile Iron Pipe shall conform to ANSI A 21.51 or AWWA C151 and shall be cement mortar lined with push-on joint or mechanical joint. The ductile iron pipe shall be Class 52, unless otherwise approved. ii. Sanitary Sewer Pipe - For repair only: (1) Concrete Sewer Pipe shall meet the requirements of ASTM C14 Class 3, unless otherwise approved. (2) Reinforced Concrete Sewer Pipe shall conform to ASTM Designation C76 and shall be of the class specified on the plans. iii. Pipe Zone Material - see drawings d. Connections to Existing System i. All new sewer connections to the existing system shall be physically plugged until all tests have been completed and the city approves the removal of the plug. ii. Connection of the new sewer mains to existing maintenance holes shall be core drilled for connection by the contractor. The base shall be rechanneled so as to provide smooth transitions into existing flows. iii. Connection of a new sewer onto an existing sewer main where a maintenance hole is not available shall be accomplished by pouring a concrete base and setting maintenance hole sections around the existing pipe. For extending onto the end of a pipe, a precast base may be used. iv. Straight grades between the invert out of the new maintenance hole and the invert out of the existing maintenance are preferred over drops. v. An outside drop connection shall be constructed per the Drawings for a sewer entering a maintenance hole whenever the elevation of the entering sewer is 24 inches or more above the maintenance hole invert. Where the difference is less than 24 inches a fillet shall be poured below the entering WASTEWATER City of Port Townsend 3-9 April 1997 Engineering Design Standards pipe to prevent solids deposition. vi. Connections when a building sewer is the same size as the existing sewer main shall be accomplished by installation of a new maintenance hole, unless otherwise approved in writing by the City. e. Taps: Taps shall be a gasketed saddle wye or wye with a couplet. Taps shall not protrude into the existing sewer main. All taps shall be by the contractor. The contractor shall notify the city inspector at least 24 hours prior to the tap. All tap installation shall be witnessed by the city inspector. f. Location: Parallel water and sewer lines shall be laid at least 10 feet apart horizontally. If this is impractical, the water line shall be at least three (3) feet above the top of the sewer line. Wherever it is necessary for sewer and water lines to cross each other, the crossings shall be made at an angle of approximately 90 degrees, and the sewer shall be located three or more feet below the water line if possible. See Chapter 2 “Water and Sewer Main Separation” for additional requirements. g. Installation i. General (1) Installation of gravity mains shall be per WSDOT/APWA Standard Specifications Section 7-17 and 7-08.3. (2) For typical trench details see Standard Details. (3) Excavations shall be kept free of water. (4) Safety is the responsibility of the contractor. Contractor(s) must conform to WISHA standards when working in excavations. (5) All crossings and patches of city streets will be made to City standards and the contractor will be held responsible for the integrity of the patch for one full year. (6) All new sewer services will be equipped with backflow preventer(s) when required by the City because of the floor elevation of the house relative to the sewer, or due to sewer main surcharging. ii. Pipe Bedding and Pipe Zone (1) The pipe bed shall be prepared per WSDOT/APWA 7-08.3(1)C. (2) Pipe bedding and pipe zone material shall be per the WSDOT/APWA Standard Specifications Section 9-03.9(3). (3) Bedding and pipe zones shall be as shown on the Standard Drawings. (4) Bedding and pipe zone material shall be placed in more than one lift. The first lift, to provide at least 4 inches thickness under the pipe, shall be placed before the pipe is installed and shall be spread and compacted so that the pipe is uniformly supported. Subsequent lifts of not more than 6 inches thickness shall be installed to the crown of the pipe A further 12 inch lift of moderately compacted material shall be placed over the crown of the pipe prior to the start of backfilling the trench. WASTEWATER City of Port Townsend 3-10 April 1997 Engineering Design Standards (5) Compact all pipe zone and bedding material to 95% density as determined by ASTM D698. iii. Backfill (1) Backfill material shall be per WSDOT/APWA 7-08(3) and as shown on the standard Drawings (2) Backfill shall be compacted to 95% density under roadways and traveled ways. Controlled density backfill may be proposed as an alternate for road cuts. Compaction to 90% may be allowed where no roadways, driveways or vehicular travel will occur. (3) Backfill to the elevation necessary to apply required surface treatment iv. Surface Treatment (1) Repair surface to original condition, including all driveways, culverts, curbs, gutters, sidewalks or other facilities damaged by the construction (2) Street repair shall be per Chapter 6. (3) Any drainage ditches damaged or disturbed during construction shall be pulled, dug, or otherwise repaired to restore storm drainage flow. (4) Any disturbed vegetation shall be restored. h. Laying the Sewer Pipe i. Per WSDOT/APWA 7-083(2). ii. All sewer main installations shall have line and grade stakes or hubs set prior to construction. iii. The contractor may use any method such as “swede line and batter board” and “laser beam” etc., which would allow him to accurately transfer the control points provided by the surveyor in laying the pipe to the designated alignment and grade. iv. When using the “swede line and batter board” method, the contractor shall transfer line and grade into the ditch where they shall be carried by means of a taut grade line supported on firmly set batter boards at intervals of not more than 30 feet. Not less than three batter boards shall be in use at one location. Grades shall be constantly checked and in event the batter boards do not line up, the work shall be immediately stopped and the cause remedied before proceeding with the work. v. When using a “laser beam” to set pipe alignment and grade, the contractor shall constantly check the position of laser beam from surface hubs provided by the surveyor to ensure the laser beam is still on alignment and grade. In the event the laser beam is found out of position, the contractor shall stop work and make necessary corrections to the laser beam equipment and pipe installed. i. Inspections i. Pipe and connections shall remain exposed until inspected by the City. ii. The contractor or his/her representative will be on-site at the time of the WASTEWATER City of Port Townsend 3-11 April 1997 Engineering Design Standards inspection. j. Plugs and Connections i. All fittings shall be capped or plugged with a plug of an approved material gasketed with the same gasket material as the pipe unit; or shall be fitted with an approved mechanical stopper; or shall have an integrally cast knock-out plug. The plug shall be able to withstand all test pressures without leaking, and when later removed, shall permit continuation of piping with jointing similar to joints in the installed line. k. Jointing i. Where it is necessary to break out or connect to an existing sewer during construction, only new pipe having the same inside diameter will be used in reconnecting the sewer. Where joints must be made between pipes with a mismatched wall thickness, the contractor shall use flexible gasketed coupling adaptor to make a watertight joint. Couplings shall be those manufactured by “Romac,” “Smith Blair,” or approved equal for reinforced pipes and “Fernco” or approved equal for non-reinforced pipes. l. Cleaning and Testing i. All sanitary sewer pipe installations shall be cleaned and tested in accordance with WSDOT/APWA Standard Specifications Section 7- 17.3(2). A copy of this testing procedure is included at the end of this Section. Sewers and appurtenances shall be cleaned and tested after backfilling by either the exfiltration or low pressure air method at the option of the contractor, except where the groundwater table is such that the Public Works Director may require the infiltration test. 7. Alignment Tolerance a. The maximum deviation from established line and grade shall not be greater than 1/32 inch per inch of pipe diameter and not to exceed 1/2 inch per pipe length. b. No adverse grade in any pipe length will be permitted. c. The difference in deviation from established line and grade between two successive joints shall not exceed 1/3 of the amounts specified above. 8. Maintenance holes Maintenance holes shall be installed in accordance with these Standards, the Standard Details and WSDOT/APWA Standard Specifications Section 7-05. Where conflicts occur, these Standards shall have precedence over WSDOT/APWA Standard Specifications Section 7-05. a. Materials: i. Precast maintenance holes shall meet the requirements of ASTM C478 with either a precast base or a cast-in-place base made from 3,000 psi minimum structural concrete. Maintenance holes shall be as shown on the Standard Details and WSDOT drawing B-23a. Any deviations from the Standard Details will be subject to review of a shop drawing submitted by the contractor and approved by the Public Works Director. WASTEWATER City of Port Townsend 3-12 April 1997 Engineering Design Standards ii. The minimum diameter of maintenance holes shall be 48 inches; larger diameters are preferable for large diameter sewers. iii. Joints between maintenance hole elements shall be rubber gasketed conforming to ASTM C443. iv. All pre-cast concrete shall be Class 4000. Maintenance hole channels shall be Class 3000 concrete. Concrete blocks or concrete (masonry) rings may be used for adjustment of the casting to final street grade. v. Standard precast cones shall provide eccentric reduction from 48 inches to 24 inches with height of not less than 18 inches and 54 to 24 inches with height of not less than 24 inches. The eccentric cone shall be offset so as not to be located in the tire track or a traveled lane and shall be in line with the steps. vi. Maintenance hole frames and covers shall be cast iron conforming to the requirements of ASTM A536, Grade 80-55-06, Olympic foundry Type MH 30D/T, or approved equal. The minimum clear opening in the frame shall be 24 inches. Grade rings and covers shall be machine-finished or ground-on seating surfaces so as to assure non-rocking fit in any position. The public works director may require that maintenance holes located in areas subject to inflow shall be equipped with a PRECO sewer guard watertight insert, or approved equal. All casting shall be coated with bituminous coating prior to delivery to the job site. vii. Safety steps shall be fabricated of polypropylene conforming to ASTM D- 4101, injection molded around a 1/2 inch ASTM A-615 grade steel bar with anti-slip tread. Steps shall project uniformly from the inside of the wall. Steps shall be installed per WSDOT/APWA Standard Plan B-24a. b. Spacing and location: i. Maintenance holes shall be provided at a maximum spacing of 300 feet. Intervals at distances greater than 300 feet require the approval of the Public Works Director. ii. Maintenance holes shall be provided at intersections, and at all changes in direction, grade or pipe size. iii. All maintenance holes are to be accessible to maintenance vehicles. iv. Maintenance holes are not allowed in a fill section unless base is on a cut section. v. A maintenance hole is required at the ends of all sewer mains, unless approved by the City. c. Construction Requirements: i. Bedding: Unless otherwise directed by the Public Works Director, maintenance holes shall be constructed with pre-cast base sections or cast- in-place to grade upon a 6 inch minimum depth of Crushed Surfacing Base Course meeting the requirements of WSDOT/APWA Standard Specifications Section 9.03.9(3). [verify ref.] The Crushed Surfacing Base Course shall be compacted to 95% maximum density. ii. Joints: Shop drawings of the joint design shall be submitted to the Public WASTEWATER City of Port Townsend 3-13 April 1997 Engineering Design Standards Works Director for approval, prior to manufacture. Completed joints shall show no visible leakage and shall conform to the dimensional requirements of ASTM 478. Joints shall be grouted from the inside. iii. Lift holes: Shall be grouted from the outside and the inside of the maintenance hole. iv. Maintenance hole channels: All maintenance holes shall be channeled unless otherwise approved in writing by the Public Works Director. Maintenance hole channels shall be made to conform accurately to the sewer grade and shall be brought together smoothly with well rounded junctions. Channel sides shall be carried up vertically to the crown elevation of the various pipes, and the concrete shelf between channels shall be smoothly finished and warped evenly with slope to drain. v. Maintenance hole pipe connections: (1) All pipes except PVC pipe entering or leaving the maintenance hole shall be provided with flexible joints within 1/2 of a pipe diameter or 12 inches, whichever is greater, from the outside face of the maintenance hole structure and shall be placed on firmly compacted bedding, particularly within the area of the maintenance hole excavation which normally is deeper than that of the sewer trench. Special care shall be taken to see that the openings through which pipes enter the maintenance hole are completely and firmly rammed full of non-shrink grout to ensure water tightness. (2) PVC pipe connected to maintenance holes shall be provided with a maintenance hole adaptor complete with gasket and approved by the Public Works Director. No pipe joint in PVC shall be placed within 10 feet of the outside face of the maintenance hole. vi. Connections to existing maintenance holes: (1) The contractor shall verify invert elevations prior to construction. The crown elevation of laterals shall be the same as the crown elevation of the incoming pipe unless specified. The existing base shall be reshaped to provide a channel equivalent to that specified for a new maintenance hole. (2) The maintenance hole shall be kept in operation at all times and the necessary precautions shall be taken to prevent debris or other material from entering the sewer, including a tight pipeline bypass through the exiting channel if required. (3) The contractor shall core drill, line drill or wall saw an opening to match the size of pipe to be inserted. Where line drilling is the method used, the drilled holes must be interconnected. Line drilling shall be accomplished by the use of a small core drill or a rotary hammer. Jackhammer shall not be used. All openings must provide a minimum of 1 inch and a maximum of 2 inches clearance around the circumference of the pipe. Upstream pipes, except PVC pipe, penetrating the walls of maintenance holes shall WASTEWATER City of Port Townsend 3-14 April 1997 Engineering Design Standards be placed with the bell facing out such that the bell is placed snug against the outside wall of the structure as the angle of penetration allows. Pipe, except PVC pipe, leaving or entering maintenance holes shall be provided with a flexible joint within 1/2 of a pipe diameter, or 12 inches, whichever is greater. After pipes have been placed to their final position, they shall be grouted tight with non-shrink grout in a workmanlike manner. PVC pipe connecting to existing maintenance hole shall be installed using gasketed inserts as approved by the Director. (4) The contractor shall comply with all safety requirements for confined space entry. 9. Service Connection, Side Sewer, Building Sewer A service connection for sewer (including the side sewer and building sewer) refers to the extension from the building plumbing at a point two feet from the outside of the outside of the outer foundation wall of the structure to the public sewer main. The service connection within the public right-of-way is considered the side sewer; the building sewer connects from the building to the side sewer. a. General i. Prior to construction a side sewer permit must be obtained from the City. During the permit process the City may request additional information about the type and amount of flows anticipated to the sewer system. ii. Drawings for side sewers shall be required on forms provided by the city during the permit process. Information to be supplied is specified on the form. If the service connection does not involve extension of a main, design of the side sewer by a licensed engineer is not required. iii. A separate and independent side sewer shall be constructed for every premises, except where multiple connections are approved by the Public Works Director. iv. All side sewer service connections shall gravity flow into the City’s wastewater system unless otherwise approved. v. The construction of sewer service connections and side sewers shall conform to the latest edition of the Uniform Plumbing Code, WSDOT/APWA 7-18, and to the other Sections of these Standards. Where inconsistencies exist, these Standards for side sewers shall apply alike to all side sewers on public rights-of-way and private property. vi. Maintenance of the sewer service connection is the sole responsibility of the owner of the premises served. vii. Side sewer locations shown on the drawings shall be subject to relocation in the field after construction starts. viii. If a side sewer is to serve two houses a six-inch clean out extending to within 12 inches of the ground surface will be required at the wye where the upper-grade connections are made. ix. Side sewers are not permitted to cross a public right-of-way or run parallel WASTEWATER City of Port Townsend 3-15 April 1997 Engineering Design Standards to the right-of-way centerline. All lots must front on a public sanitary system in order to be served. x. If a building sewer is to serve more than one property, by joint agreement of the owners, an approved document insuring that all properties involved shall have perpetual use of the side sewer, and having provisions for maintenance and for access for repair purposes, shall be signed by the recorded owner. This document shall be notarized and recorded with the county auditor and shall be referred to as an “easement.” b. Size i. The minimum size for side sewers in the public right-of-way is 6-inches in diameter. ii. The minimum size for a single family residential building sewer shall be 4-inch diameter. iii. The minimum size of a dual residential, commercial/industrial and multi- family building sewer is 6-inches in diameter. A larger size may be required as determined by projected wastewater flows from the service. c. Slope i. The minimum slope on side sewers and building sewers shall be 2 percent. d. Installation i. Installation of service lines shall be the same as Water Main - Installation above. ii. No side sewer connection shall be made to the public sewer until that section of sewer main has been approved by the city for side sewer connections. iii. Connections to mainline will be sanitary tee or wye; 45 and 22 degree wyes may also be used depending on the situation. Connection to mainline will be either saddled, strapped and gasketed or installed with rubber repair coupler with stainless bands. Cutting in a ringtight sanitary tee or wye is also an option. No glue joints are allowed. No 90 degree bends are allowed. All right angle bends will be made with a combination of two 45 degree bends. iv. In the event that there is no suitable tee or stub out, a tap to the main may be made by a licensed contractor, under the direct supervision of the Public Works Director. The tap shall be made with the approved rubber joint saddles on all types of sewer main. Grouting in a tee or wye is not permitted. Great care shall be taken in cutting a neat hole into the sewer main, and in the event of breakage of the sewer main, the broken section shall be removed and replaced at no cost to the city. [Alternate to iii] v. The contractor shall prevent entrance of all foreign material into the pipe. vi. The type of joint to be used for connecting the side sewer pipe to the tee or stub out shall be that for which the wye was designed. Rubber or plastic joint adapters shall be used as required to connect pipes and wyes of different materials or joint designs. Selected bedding material shall be hand-tamped in a moist condition under and around the wye and WASTEWATER City of Port Townsend 3-16 April 1997 Engineering Design Standards connection to the wye made so as to prevent any pressure on the wye. Care shall be taken to prevent the dislodging of this hand-tamped material during the balance of the backfill and water settling operation. vii. A cleanout shall be provided within three (3) feet of the building or structure served. The cleanout shall be a wye from the service line with a branch installed upward. The wye connection shall be of the same size as the service run. A vertical riser shall be installed in the wye. This riser shall be brought to within 12 inches of the finish grade and capped with an approved cast iron plug or plastic plug with metal for detection. The plug shall be machined to fit the standard joint of the pipe being used, with the standard gasket. viii. The connection to the building sewer shall be suitable rubber gasket sleeve or adapter. Grout joints will not be allowed. In exceptional cases, the Public Works Director may allow a connection using a hot pour jointing material JC 60 or approved equal. ix. Where any property served by a side sewer carries industrial waste, the owner or occupant shall install a control maintenance hole in the side sewer to facilitate observation, sampling and measurement of the wastes when the same may be required by the Public Works Director. Such maintenance hole shall be accessibly and safely located and shall require plans approved prior to installation by the Public Works Director, and shall be maintained and installed by the owner or occupant at his/her sole expense. e. Excavation, Bedding, Backfill and Compaction: i. Follow procedures for sewer mains ii. It shall be the responsibility of the licensed contractor to cut the road surface, dig a trench, lay the pipe, make the connection to the sewer or wye and backfill the trench within the limits of any public thoroughfare or right-of-way. iii. The contractor shall restore all roadways, drainage features, culverts, and all other disturbed features to their original condition or as shown on the drawings. iv. The contractor shall prevent any damage to the sewer main, tee or stub out, and shall so conduct his/her trenching operations as to prevent the possibility of damage occurring. Undercutting of sewer main and wye is prohibited. v. The bottom of the trench must be smooth and free of large rocks which may injure the side sewer pipe. Where unsuitable bedding is found, as determined by the Public Works Director, the contractor shall over- excavate and prepare a bedding. vi. Minimum cover for side sewers shall be five feet in the right-of-way unless otherwise approved. f. Special discharge situations: i. In any case where the house or building drain is too low to permit gravity WASTEWATER City of Port Townsend 3-17 April 1997 Engineering Design Standards flow to the public sewer, the same may be lifted by an individually-owned pumping facility that discharges to the side sewer or the sanitary sewer. ii. A backwater valve may be prescribed by the Public Works Director where elevations of the sewer require it. (1) The effective operation of any backwater valve shall be the responsibility of the owner of the side sewer. g. Pipe Materials: the following pipe may be used between the sewer main and the property line and shall be used between the property line and the building drain: i. Preferred: PVC ii. Other: Cast Iron, Concrete Pipe iii. The concrete pipe shall be rubber gasket pipe using "Tylox," "Flex-Tite," "Press Seal" or other approved units. The cast iron pipe shall have mechanical joints or "o" ring rubber gasket joints Tylon or equal. h. Testing: i. All side sewers shall be tested before backfill but after piping is suitably anchored. Side sewers that are reconstructed or repaired to a length of 10 feet or more shall be tested for water tightness. Testing of newly reconstructed sections of side sewers consisting of a single length of pipe will not be required. Testing shall be performed in the presence of the City Inspector in accordance with WSDOT Standard Specifications. A copy of this testing procedure is included at the end of this Section. ii. When a new side sewer is installed, the entire length of new pipe shall be tested. In cases where a new tap is made on the main, the first joint of pipe off the main shall be installed with a test tee, so that an inflatable rubber ball can be inserted for sealing off the side sewer installation for testing. In cases where the side sewer stub is existing to the property line, the test ball may be inserted through the clean-out wye to test the new portion of the side sewer installation. 10. Grease Traps Grease traps shall be required for all restaurants and other food processing facilities. Grease traps shall be cleaned at least once per year. All maintenance and cleaning costs are the responsibility of the property owner/operator. 11. Pump Stations Any pump station which is intended to be conveyed to the City for operation and maintenance shall meet the following requirements. a. Pump Station (General): Pump stations must be designed and installed to take into account pressure and hydraulics of distribution system, safety and aesthetics. b. Noise Control: The following shall be provided for noise abatement and control: i. All pump stations will be provided with adequate noise control to meet state noise guidelines. ii. Pumps shall be housed in a concrete or equivalent structure with sound attenuation provided. WASTEWATER City of Port Townsend 3-18 April 1997 Engineering Design Standards iii. Pump stations shall be located away from residences where feasible. c. Plans: The plans for lift stations shall include the following: i. An overall site drawing of the lift station showing the location of all components including elevations; ii. Service size, voltage and enclosure type and location in relation to the pump station; iii. A list of specific materials used including quantity description and manufacturer names; iv. A schematic and line diagram of the service and motor control center and lift station; v. All applicable telemetry installation with schematics; d. Operations and Maintenance Manual: Three sets of the Operation and Maintenance manual from the lift station manufacturer shall be supplied. e. Design Report: A design report shall be submitted with each lift station demonstrating its conformance with the standards and shall address the following items: i. Pump Data: size and type, horsepower, pump curves, head capacity, velocity ii. Motor: size and type, cycle length, type of motor iii. Controls: type iv. Telemetry: alarm system compatible with City system v. Housing: size and type, ventilation, humidity control, interior lighting, access vi. Well sizing: type, storage capacity vii. Maintenance: warranty, tools and equipment required viii. Electrical Service: size and type, source ix. Corrosion Protection: type of materials, coatings, linings, maintenance x. Site Layout: location of lift station on property xi. Testing: operational, pressure xii. Piping and Valves: size and type f. Pumps are to be engineered and manufactured under a written Quality Assurance program. The Quality Assurance program is to be in effect for at least five (5) years, to include a written record of periodic internal and external audits to confirm compliance with UL Quality Assurance specifications. g. Lift stations must be either a wet well/dry well type or submersible type. h. Location: i. Lift station structures and electrical and mechanical equipment shall be protected from the 100 year flood. ii. Lift stations shall be readily accessible by maintenance vehicles during all weather conditions. The facility should be located off the traffic way of streets and alleys. i. Emergency Power: i. Lift stations must be provided with an emergency power source or auxiliary pumping equipment to ensure continuous operability unless WASTEWATER City of Port Townsend 3-19 April 1997 Engineering Design Standards experience has shown the frequency and duration of outage to be low and the lift station and/or sewers provide storage sufficient for expected interruptions in power service. ii. Provision of an emergency power supply may be accomplished by connection of the station to at least two independent public utility sources, or by provision of portable or in-place internal combustion engine equipment that will generate electrical or mechanical energy, or by the provision of portable pumping equipment. iii. Emergency power shall be provided that, alone or combined with storage, will prevent overflows from occurring during any power outage that is equal to the maximum outage in the immediate area during the last 10 years. If available data are less than 10 years, an evaluation of a similar area served by the power utility for 10 years would be appropriate. iv. In-Place Equipment: Where in-place internal combustion equipment is utilized, the following will apply: (1) The unit shall be bolted in place. Facilities shall be provided for unit removal for purposes of major repair or routine maintenance. (2) Provision shall be made for automatic and manual startup and cut- in. (3) Unit size shall be adequate to provide power for lighting and ventilating systems and such further systems that affect capability and safety as well as the pumps. (4) The unit internal combustion engine should be located above grade, with suitable and adequate ventilation of exhaust gases. (5) If diesel fuel is used there shall be a containment area for 125% of the diesel fuel tank capacity. v. Portable Equipment: Where portable equipment is utilized, the following apply: (1) Pumping units shall have the capability to operate between the wet well and the discharge side of the station and the station shall be provided with permanent fixtures that will facilitate rapid and easy connection of lines. (2) Electrical energy generating units should be protected against burnout when normal utility services are restored, and should have sufficient capacity to provide power for lighting and ventilating systems and any other station systems affecting capability and safety, in addition to the pumping units. vi. Storage: Where storage is provided in lieu of an emergency power supply, wet well and tributary main capacity above the high-level alarm should be sufficient to hold the peak flow expected during the maximum power outage duration during the last 10 years. j. Telemetry: WASTEWATER City of Port Townsend 3-20 April 1997 Engineering Design Standards A telemetry system shall be installed at the lift station which shall be connected to and compatible with the existing city alarm system for transferring alarm conditions from the lift station to the central alarm monitor. k. Automated Controls: A comprehensive automation system for the lift station shall be supplied. The equipment provided shall be a completely integrated control system consisting of the required power equipment (motor starters, circuit breakers, etc.), automation and monitoring equipment in a factory wired and tested assembly. The submersible level transducer and solid-state controller shall be standard catalogued products of the system supplier to assure one source responsibility, proper system interconnections and reliable, long term operation. The city will accept a Bulletin A1000/D152/F100 Control system as manufactured by Consolidated Electric Company, or equal. Float switches shall not be used. l. Pump Features: i. The following Submersible pumps are acceptable: Flight, Gorman-Rupp, Fairbanks & Morse, or equal. ii. Heavy duty, nonclog submersible capable of passing a minimum of 3" spheres. iii. Oil-filled, double mechanical shaft seals. iv. Integral over temperature and moisture protection. v. Rail mounted; stainless steel Schedule 40 pipe. vi. Pump Sizing: Minimum two pumps. Sized to handle peak flow with one pump out of service. vii. Pump Accessories: All accessories shall be constructed of Type 304 stainless steel. viii. Pump safety chain: Able to lift pumps from wet well. Three-eight inch (3/8”) diameter 18” stainless steel chain, then stainless steel cable to top of rail. Safety chain clip; eye bolt for safety chain (304 SST) ix. Intermediate guide bar bracket: Provide if guide bar exceeds 20’ in length x. Lifting lugs: Provide if equipment exceeds 70 lbs. xi. Anchor bolts: 316 stainless steel, at least 1” diameter xii. Pump Installation: Pumps shall be automatically connected to the discharge connection elbow when lowered into place. xiii. Spare Parts / Special Tools: Supply the following: 1 set special tools, 1 set upper and lower seal assembly per pump, 1 wear ring per pump, 1 complete O-ring set per pump, 1 set upper and lower bearings, 1 mechanical set seals. xiv. Pump Painting (1) Preparation: Abrasive Blast or centrifugal wheel blast (SP 5) (2) Paint Material: Polyamide, anti-corrosive, epoxy primer. (3) Min. Coats, cover: 1 coat, 2.5 MDFT m. Instrumentation and Control: Provide heavy-duty waterproof control and power WASTEWATER City of Port Townsend 3-21 April 1997 Engineering Design Standards cable, motor temperature sensors for thermal overload detection. Stainless steel control panels required. n. Special Construction: Equipment suitable for Class I, Division I, Group C and D hazardous location. 12. Individual Sewage Disposal Systems The type, capacities, location and layout of a private sewage system shall comply with all Department of Public Health of the State of Washington, or other state regulatory agency, and to the regulations of the city. No septic tank or cesspool shall be permitted to discharge to any public sewer or natural outlet or to the ground surface. The owner shall operate and maintain the private sewage disposal facilities in a sanitary manner at all times at no expense to the city. All private septic tanks shall be thoroughly pumped a minimum of one time during any three-year period. WASTEWATER City of Port Townsend 3-22 April 1997 Engineering Design Standards CHAPTER 3 - APPENDIX Exhibit # Standard Detail # Title 1 SS- 1A Single Sewer Service 2 SS - 1B Dual Sewer Service 3 SS - 1C Deep Trench Service Connection 4 SS - 2A Trench Section Trenching Pavement Restoration 5 SS - 2B Pipe Bedding 6 SS - 3 Standard Maintenance Hole/New Maintenance Hole on Existing Sewer 7 SS - 4 Sewer Cleanout Detail 8 SS - 5 24" Maintenance Hole Frame and Lid 9 SS - 6 Drop Connection for Sanitary Sewer 10 SS - 7 Pavement and Installation Underground Maintenance Hole 11 SS - 8 Typical Sewer Connection to Existing Sewer Mains 12 SS - 9 Pipe Anchor Detail For Slopes Greater Than 20% 13 SS - 10 Check Valve Assembly for Joint Use Side Sewer 14 SS - 11 Polypropylene Ladder and Maintenance Step 15 Cleaning and Testing (3 Pages) Appendix H 2016 to 2021 WWTF Influent Flow and Loading Summaries THIS PAGE INTENTIONALLY LEFT BLANK Month 2016 2017 2018 2019 2020 2021 2022 Average Month 2016 2017 2018 2019 2020 2021 2022 January 1.02 0.82 0.98 0.82 0.88 1.00 0.99 0.93 January 1.35 1.15 1.29 1.02 0.97 2.18 1.56 February 1.01 0.87 1.16 0.87 1.15 1.02 0.76 0.98 February 1.78 1.01 1.82 1.08 2.37 1.55 0.91 March 1.07 0.92 0.89 0.76 0.80 0.81 0.78 0.86 March 1.99 1.15 1.08 0.86 0.95 0.95 0.87 April 0.78 0.84 1.00 0.79 0.70 0.76 0.79 0.81 April 1.22 0.98 1.59 0.94 0.91 1.00 1.10 May 0.72 0.82 0.79 0.75 0.74 0.76 0.78 0.77 May 0.81 1.01 0.88 0.93 0.83 0.85 0.93 June 0.76 0.80 0.79 0.76 0.78 0.77 0.86 0.79 June 1.10 0.89 0.95 0.84 1.10 0.89 1.68 July 0.76 0.84 0.81 0.77 0.74 0.79 0.77 0.78 July 0.82 0.92 0.88 0.84 0.83 0.94 0.88 August 0.75 0.81 0.83 0.78 0.75 0.78 0.77 0.78 August 0.84 0.88 1.05 0.88 0.83 0.86 0.85 September 0.74 0.78 0.79 0.80 0.74 0.76 0.73 0.76 September 0.82 0.88 0.90 0.96 0.84 0.96 0.81 October 0.92 0.79 0.78 0.76 0.74 0.78 0.73 0.79 October 1.13 1.03 0.98 1.12 0.86 1.09 0.99 November 0.92 0.89 0.80 0.75 0.78 0.90 0.77 0.83 November 1.46 1.35 1.01 0.93 1.14 1.25 0.98 December 0.79 0.86 0.84 0.82 0.84 0.95 0.83 0.85 December 1.07 1.39 1.06 1.07 1.83 1.25 1.26 Annual Avg.0.85 0.84 0.87 0.78 0.80 0.84 0.80 Max. Day 1.99 1.39 1.82 1.12 2.37 2.18 1.68 Max. Month 1.07 0.92 1.16 0.87 1.15 1.02 0.99 Max. 30-day 1.19 0.93 1.16 0.87 1.15 1.05 1.00 Max. 7-day 1.50 1.03 1.39 1.00 1.75 1.30 1.33 Flow Annual Average, Maximum Month, and Maximum Week Maximum Day 10/6/20239:19 AM \\corp.rh2.com\projects\Project\Data\TWNSD\21-0226\20 Analyses\Flow and Load\TWSND_DMR_Data_Summary.xlsx Month 2016 2017 2018 2019 2020 2021 2022 Average Month 2016 2017 2018 2019 2020 2021 2022 January 243 325 289 359 336 246 238 291 January 262 350 334 398 366 330 286 February 259 300 214 351 275 259 313 281 February 335 326 258 390 312 277 324 March 273 284 324 421 338 366 352 337 March 312 324 352 476 366 438 402 April 367 310 303 390 346 346 329 341 April 424 341 341 430 355 360 392 May 383 335 350 432 348 358 331 362 May 432 383 410 562 360 376 396 June 379 356 399 420 325 367 317 366 June 410 404 422 442 354 406 370 July 374 364 434 422 345 384 380 386 July 392 380 523 440 372 400 398 August 382 332 412 403 374 393 333 375 August 424 356 448 426 387 414 358 September 405 359 454 404 367 377 377 392 September 471 368 486 424 388 400 398 October 294 361 420 437 328 346 374 365 October 324 388 497 473 361 369 393 November 298 290 392 392 344 280 329 332 November 367 347 438 416 456 350 382 December 325 324 354 371 305 268 315 323 December 340 419 376 396 366 288 364 Annual Avg.332 329 363 400 336 334 333 Max. Day 471 419 523 562 456 438 402 Max. Month 405 364 454 437 374 393 380 BOD5 (mg/L) Annual Average, Maximum Month, and Maximum Week Maximum Day 10/6/20239:19 AM \\corp.rh2.com\projects\Project\Data\TWNSD\21-0226\20 Analyses\Flow and Load\TWSND_DMR_Data_Summary.xlsx Month 2016 2017 2018 2019 2020 2021 2022 Average Month 2016 2017 2018 2019 2020 2021 2022 January 2,124 2,225 2,327 2,468 2,422 1,955 1,869 2,198 January 2,253 2,526 2,436 3,100 2,440 2,118 2,177 February 2,062 2,196 2,021 2,603 2,353 2,274 1,961 2,210 February 2,128 2,508 2,451 3,058 2,415 2,422 2,139 March 2,210 2,158 2,340 2,700 2,203 2,377 2,369 2,337 March 2,466 2,276 2,568 3,138 2,242 2,811 2,724 April 2,384 2,119 2,302 2,524 1,954 2,099 2,259 2,234 April 2,926 2,373 2,510 2,763 2,035 2,188 2,650 May 2,189 2,339 2,369 2,628 2,178 2,182 2,103 2,284 May 2,462 2,622 2,717 3,602 2,240 2,460 2,442 June 2,296 2,303 2,517 2,635 1,978 2,270 2,230 2,318 June 2,436 2,515 2,616 2,778 2,099 2,504 2,464 July 2,368 2,538 2,968 2,718 2,048 2,442 2,474 2,508 July 2,686 2,688 3,531 2,808 2,220 2,505 2,763 August 2,370 2,251 2,807 2,557 2,243 2,500 2,034 2,395 August 2,694 2,605 2,942 2,640 2,358 2,733 2,129 September 2,442 2,364 2,949 2,630 2,146 2,360 2,312 2,458 September 3,026 2,496 3,270 2,958 2,307 2,841 2,524 October 2,107 2,382 2,585 2,628 1,940 2,100 2,164 2,272 October 2,270 3,063 3,094 2,809 2,094 2,294 2,397 November 2,224 2,170 2,464 2,531 2,287 2,057 2,117 2,264 November 2,381 2,347 2,676 2,680 3,117 2,337 2,259 December 2,117 2,405 2,411 2,503 2,066 1,959 2,128 2,227 December 2,328 2,577 2,638 2,805 2,373 1,990 2,460 Annual Avg.2,242 2,289 2,509 2,591 2,147 2,221 2,167 Max. Day 3,026 3,063 3,531 3,602 3,117 2,841 2,763 Max. Month 2,442 2,538 2,968 2,718 2,422 2,500 2,474 Max. 30-day 2,540 2,538 2,994 2,879 2,426 2,534 2,510 Max. 7-day 3,026 3,063 3,531 3,602 3,117 2,841 2,763 MW/AA 1.35 1.34 1.41 1.39 1.45 1.28 1.27 Annual Average, Maximum Month, and Maximum Week Maximum Day BOD5 (ppd) 10/6/20239:19 AM \\corp.rh2.com\projects\Project\Data\TWNSD\21-0226\20 Analyses\Flow and Load\TWSND_DMR_Data_Summary.xlsx Month 2016 2017 2018 2019 2020 2021 2022 Average Month 2016 2017 2018 2019 2020 2021 2022 January 248 312 303 343 305 252 261 289 January 274 344 343 360 322 310 324 February 268 294 205 314 310 240 351 283 February 350 308 274 348 368 267 374 March 269 285 328 408 359 327 347 332 March 291 313 362 466 386 358 380 April 361 326 326 376 348 341 370 350 April 375 370 376 430 374 354 473 May 376 334 393 392 369 354 365 369 May 404 356 433 418 390 367 385 June 370 356 396 391 337 343 340 362 June 378 384 428 398 360 354 402 July 388 367 405 417 359 350 381 381 July 404 399 456 451 383 362 426 August 376 343 393 398 386 390 366 379 August 411 352 412 412 414 416 404 September 384 357 431 397 378 352 369 381 September 398 376 472 433 398 376 398 October 299 359 390 391 317 325 376 351 October 314 432 410 428 343 346 426 November 307 282 379 348 318 287 331 321 November 387 342 404 359 349 308 394 December 325 327 352 342 298 288 339 325 December 350 489 376 355 342 313 356 Annual Avg.331 329 359 376 341 322 350 Max. Day 411 489 472 466 414 416 473 Max. Month 388 367 431 417 386 390 381 Annual Average, Maximum Month, and Maximum Week Maximum Day TSS (mg/L) 10/6/20239:19 AM \\corp.rh2.com\projects\Project\Data\TWNSD\21-0226\20 Analyses\Flow and Load\TWSND_DMR_Data_Summary.xlsx Month 2016 2017 2018 2019 2020 2021 2022 Average Month 2016 2017 2018 2019 2020 2021 2022 January 2,166 2,137 2,440 2,345 2,198 2,026 2,042 2,193 January 2,370 2,483 2,668 2,744 2,272 2,060 2,181 February 2,138 2,149 1,970 2,333 2,725 2,095 2,192 2,229 February 2,205 2,354 2,415 2,777 3,734 2,194 2,264 March 2,191 2,173 2,370 2,616 2,354 2,125 2,334 2,309 March 2,337 2,418 2,643 3,072 2,551 2,297 2,480 April 2,341 2,231 2,474 2,439 1,966 2,073 2,540 2,295 April 2,588 2,575 2,767 2,763 2,031 2,272 3,197 May 2,151 2,341 2,651 2,373 2,311 2,160 2,326 2,330 May 2,417 2,561 2,869 2,679 2,639 2,329 2,474 June 2,244 2,306 2,503 2,448 2,056 2,119 2,392 2,295 June 2,316 2,426 2,618 2,473 2,112 2,228 2,677 July 2,458 2,564 2,768 2,686 2,125 2,231 2,482 2,473 July 2,768 2,837 3,079 2,857 2,220 2,483 2,958 August 2,339 2,321 2,684 2,530 2,313 2,481 2,236 2,415 August 2,547 2,554 2,745 2,761 2,474 2,746 2,458 September 2,304 2,352 2,799 2,591 2,209 2,190 2,260 2,386 September 2,506 2,410 3,074 3,050 2,282 2,308 2,377 October 2,145 2,385 2,406 2,351 1,876 1,971 2,169 2,186 October 2,329 3,410 2,540 2,525 1,995 2,014 2,414 November 2,285 2,122 2,382 2,250 2,116 2,116 2,130 2,200 November 2,451 2,390 2,647 2,313 2,385 2,376 2,492 December 2,121 2,412 2,396 2,297 2,032 2,107 2,414 2,254 December 2,284 3,007 2,566 2,538 2,089 2,226 3,743 Annual Avg.2,240 2,291 2,493 2,437 2,188 2,146 2,290 Max. Day 2,768 3,410 3,079 3,072 3,734 2,746 3,743 Max. Month 2,458 2,564 2,799 2,686 2,725 2,481 2,540 Max. 30-day 2,476 2,595 2,892 2,712 2,753 2,497 2,675 Max. 7-day 2,768 3,410 3,079 3,072 3,734 2,746 3,743 MW/AA 1.24 1.49 1.24 1.26 1.71 1.28 1.63 Annual Average, Maximum Month, and Maximum Week Maximum Day TSS (ppd) 10/6/20239:19 AM \\corp.rh2.com\projects\Project\Data\TWNSD\21-0226\20 Analyses\Flow and Load\TWSND_DMR_Data_Summary.xlsx THIS PAGE INTENTIONALLY LEFT BLANK Appendix I Hydraulic Model Data THIS PAGE INTENTIONALLY LEFT BLANK City of Port Townsend Sewer Model - Manhole Data LABEL DIA ELEV_GND ELEV_RIM ELEV_INV EX AAF + Mill (GPM)NOTES 1 48 60.24 60.24 50.02 0.07 6' SOUTH CL SAPPHIRE AND CL MAGNOLIA 2 48 55.59 55.59 43.41 #N/A 3 48 55.98 55.98 40.51 #N/A 4 48 86.38 86.38 79.38 0.07 24' WEST OF CL DISCOVERY RD AND 50' SOUTH OF 29TH ST 6 48 37.38 37.38 0 #N/A 9 48 14 14 0 #N/A 28 54 25.09 25.09 17.31 #N/A 29 54 24.86 24.86 17.57 4.62 30 54 30.85 30.85 17.72 #N/A 31 54 26.51 26.51 18.01 #N/A 51 48 26 26 0 #N/A 52 48 28.97 28.97 0 #N/A 53 48 27.34 27.34 0 #N/A 63 48 18.7 18.7 15.52 #N/A was 11.7, updated to 15.52 per tyler. ground updated due to IE update. 64 48 26 26 16.22 0.05 ground updated due to IE update. Per Tyler, IE = 16.22'. 65 96 27.87 27.87 17.1 #N/A Was 13.14, tyler says the invert is > 17. ground updated due to IE update. IE udpated per record drawings and slope from next downstream MH. 66 48 24.51 24.51 17 #N/A was 14.2, updated to 17 per tyler. ground updated due to IE update. 67 48 24.57 24.57 16.7 #N/A ground updated due to IE update. Per Tyler, IE = 16.7'. 68 48 23.48 23.48 16.7 #N/A ground updated due to IE update. Per Tyler, IE = 16.7'. 69 48 22 22 16.38 0.31 ground updated due to IE update. Per Tyler, IE = 16.38'. 78 48 246.12 246.12 239.39 0.19 15' SOUTH OF INTERSECTION 14TH AND LOGAN 79 48 250.79 250.79 245.17 0.25 INTERSECTION OF MCPHERSON AND 14TH 88 48 230.07 230.07 218.26 #N/A @ INTERSECTION OF ROSECRANS AND 9TH ST 94 48 216.25 216.25 203.24 0.03 8' WEST OF LOGAN AND 17.5' SOUTH OF SOUTH FOGLINE SIMS WAY 96 48 216.75 216.75 203.5 #N/A 2' NORTH OF NORTH FOGLINE SIMS WAY @ INTERSECTION OF LOGAN ST 99 48 207.23 207.23 200.73 #N/A 3' SOUTH OF SOUTH FOGLINE OF SIMS WAY @ INTERSECTION OF ROSECRANS ST 100 48 224.47 224.47 213.24 0.04 NORTH 45' INTERSECTION OF PARKSIDE AND MEMORY LANE 101 48 227.14 227.14 214.9 0.28 INTERSECTION PARKSIDE AND SUNRISE 102 48 222.04 222.04 210.86 0.31 SOUTH 180' OF INTERSECTION PARKSIDE AND MEMORY LANE 103 48 203.59 203.59 198.69 #N/A 2' SOUTH OF SOUTH FOGLINE OF SIMS WAY @ INTERSECTION OF MCCLELLAN 104 48 216.06 216.06 204.73 0.03 270' WEST OF INTERSECTION PARKSIDE AND HANCOCK 112 48 208.01 208.01 197.86 0.36 INTERSECTION HANCOCK AND PARKSIDE 114 48 203.42 203.42 194.7 #N/A 30' NORTH OF INTERSECTION OF SIMS AND HANCOCK 115 48 202.39 202.39 193.94 0.02 2' SOUTH OF SOUTH FOGLINE OF SIMS WAY AND 20' EAST OF INTERSECTION OF HANCOCK 120 48 23.3 23.3 13.71 #N/A 122 48 188.47 188.47 177.84 0.34 INTERSECTION SHERMAN AND 3RD 123 48 199.25 199.25 190.85 1.78 2.5' NORTH OF SOUTH FOGLINE SIMS WAY AND 12.5' EAST OF INTERSECTION OF SHERMAN 124 48 199.47 199.47 191.96 1.16 35' NORTH OF INTERSECTION OF SIMS AND SHERMAN 127 48 187.05 187.05 176.8 0.09 INTERSECTION OF 3RD ST AND HENDRICKS 128 48 195.77 195.77 188.87 #N/A 13.5' NORTH OF NORTH FOGLINE SIMS WAY AND 8' EAST OF INTERSECTION OF HENDRICKS 134 48 188.13 188.13 167.93 0.77 INTERSECTION OF GRANT AND 3RD ST 135 48 188.93 188.93 181.83 1.51 14' NORTH OF NORTH FOGLINE OF SIMS WAY AND INTERSECTION OF GRANT 140 48 174.97 174.97 161.24 0.46 INTERSECTION OF 3RD ST AND SHERIDAN 142 48 173.77 173.77 167.92 #N/A 6' NORTH FOGLINE OF SIMS WAY AND 1.5' EAST OF INTERSECTION OF SHERIDAN ST 146 48 160.11 160.11 148.88 0.13 35' WEST OF INTERSECTION OF 3RD ST AND CLEVELAND 147 48 159.67 159.67 148.49 0.25 NORTH OF INTERSECTION OF 3RD ST AND CLEVELAND 150 48 159.24 159.24 153.74 #N/A 18' NORTH OF NORTH FOGLINE OF SIMS WAY AND 9' WEST OF INTERSECTION OF CLEVELAND 152 48 150.48 150.48 145.37 0.08 21' NORTH OF NORTH E-BT OF SIMS AVE AND 250' EAST OF CLEVELAND 155 48 138.66 138.66 130.39 #N/A 156 48 132.67 132.67 124.8 0.14 157 48 133.81 133.81 123.66 0.24 158 48 124.96 124.96 118.13 0.28 159 48 124.84 124.84 117.39 0.11 INTERSECTION OF GISE ANS SIMS WAY 160 48 127.41 127.41 116 0.41 INTERSECTION OF 6TH AND GISE 161 48 116.53 116.53 109.03 0.36 @ PC OF CURVE FOR INTERSECTION OF 7TH AND HOLCOMB 162 48 110.96 110.96 107.29 0.87 15' EAST OF INTERSECTION OF 8TH AND HOLCOMB 163 48 229.7 229.7 221.8 0.26 164 48 232.76 232.76 223.38 0.15 100' NORTH OF INTERSECTION OF SIMS AND MCPHERSON 165 48 231.07 231.07 222.71 #N/A 12' NORTH OF SIMS WAY AND 18' EAST OF MCPHERSON INTERSECTION 170 48 226.79 226.79 213.9 #N/A 171 48 227.61 227.61 212.59 0.18 15' WEST OF THOMAS AND 12' SOUTH OF SOUTH FOGLINE ON SIMS WAY 172 48 230.44 230.44 217.91 #N/A INTERSECTION THOMAS ST AND SIMS WAY 173 48 237.31 237.31 229.4 0.18 INTERSECTION MCPHERSON AND 6TH 174 48 244.98 244.98 238.7 #N/A INTERSECTION OF 9TH AND MCPHERSON 175 48 238.96 238.96 232.45 0.26 INTERSECTION OF THOMAS AND 9TH ST 176 48 230.28 230.28 219.28 0.37 INTERSECTION OF LOGAN AND 9TH 177 48 230.21 230.21 217.98 #N/A INTERSECTION OF 9TH ST AND PARKSIDE 180 48 223.45 223.45 215.1 0.21 181 48 218.18 218.18 207.93 0.14 10' NORTH OF CL 10TH ST AND 3' WEST OF CL HENDRICKS 182 48 216.06 216.06 209.5 0.10 Oct 2023 1 of 4 City of Port Townsend Sewer Model - Manhole Data 183 48 211.64 211.64 202.43 0.39 9' NORTH OF CL OF 10TH ST 185 48 206.2 206.2 197.59 #N/A 9' NORTH OF CL OF 10TH ST AND WEST 6' OF CL OF GRANT 186 48 199.2 199.2 193 1.65 11' NORTH OF CL 10TH AND 140' WEST OF CL OF SHERIDAN 187 48 192.89 192.89 186.1 0.62 13' NORTH OF CL OF 10TH AND 35' EAST OF CL OF SHERIDAN 190 48 179.18 179.18 171.7 0.42 3' SOUTH OF CL OF 10TH ST AND 20' EAST OF CL OF CLEVELAND 191 48 162.28 162.28 155.6 0.23 6.5' SOUTH OF CL 10TH ST AND 1' EAST CL GRAVEL DRIVE/WILSON ST 192 48 138.31 138.31 131.43 0.25 4' SOUTH OF CL 10TH ST AND 12' EAST OF CL OF ? 193 48 113.85 113.85 104.52 0.46 14' EAST OF INTERSECTION OF 10TH AND HOLCOMB 204 48 238.4 238.4 231.18 0.14 207 48 240.89 240.89 235.69 0.19 INTERSECTION OF PARK AVE AND 6TH ST 208 48 239.5 239.5 235.01 0.22 100' EAST OF INTERSECTION OF PARK AVE AND 6TH 210 48 236.87 236.87 232.83 0.12 ENTRANCE TO STORAGE UNITS 211 48 238.62 238.62 233.2 #N/A 150' EAST OF INTERSECTION OF 6TH AND PARK 213 48 240.91 240.91 236.33 0.05 135' EAST OF INTERSECTION OF HOWARD AND 6TH AVE 215 48 247.32 247.32 240.77 #N/A 300' WEST OF INTERSECTION MCPHERSON AND 9TH 221 48 50.61 50.61 39.44 #N/A 222 48 49.67 49.67 42.22 #N/A 223 48 51.1 51.1 45.97 #N/A 225 48 37.65 37.65 33.61 #N/A 226 48 36.18 36.18 32.76 0.11 227 48 37.74 37.74 21.99 #N/A 231 48 44.57 44.57 38.29 #N/A 246 48 30.73 30.73 22.6 0.16 248 48 34.9 34.9 24.9 0.21 15' EAST OF KUHN ST AND 6' NORTH OF CL OF 19TH 252 48 25.7 25.7 19.72 0.11 253 48 25.31 25.31 18.56 1.31 254 48 24.78 24.78 19.21 #N/A 257 48 34.96 34.96 30.09 #N/A 262 48 28.33 28.33 23.71 0.44 271 48 33.18 33.18 0 0.04 273 48 32.62 32.62 0 0.19 274 48 32.9 32.9 0 0.28 275 48 31.97 31.97 0 #N/A 318 48 22.89 22.89 13.94 1.31 335 48 63.59 63.59 55.74 #N/A CL CAINES 336 48 66.86 66.86 55 #N/A INTERSECTION SAPPHIRE AND CAINES 339 48 70.39 70.39 54.34 #N/A 8' SOUTH CL SAPPHIRE GRAVEL AND 35' WEST CL WILLAMETTE 343 48 64.54 64.54 53.24 0.39 6' SOUTH CL SAPPHIRE AND 6' WEST CL BELL ST 347 48 63.13 63.13 56.18 #N/A 354 48 56.43 56.43 46.76 0.15 6' SOUTH OF CL SAPPHIRE AND 12' EAST CL MASON 355 48 24.64 24.64 18.7 0.08 356 48 36.81 36.81 31.83 #N/A CL 49TH 357 48 37.53 37.53 32.63 0.20 22' SW CL COOK 358 48 38.76 38.76 33.4 #N/A 362 48 37.46 37.46 20.86 #N/A 363 48 35.2 35.2 21.95 #N/A 365 48 56.71 56.71 45.5 0.60 5' WEST OF CL HAINES AND NORTH 32' FROM CL DISCOVERY 366 48 51.71 51.71 44.37 #N/A 367 48 54.17 54.17 44.95 #N/A 368 48 53.58 53.58 41.3 #N/A 372 48 13.75 13.75 -0.06 #N/A 383 48 18 18 0 0.92 418 48 213.37 213.37 206.25 0.10 INTERSECTION SHERMAN AND 16TH 426 48 187 187 178.41 0.07 INTERSECTION OF HENDRICKS AND 16TH 436 48 167.34 167.34 159.78 0.04 INTERSECTION 16TH AND GRANT 447 48 153.14 153.14 144.4 #N/A INTERSECTION SHERIDAN AND 16TH 454 48 143.31 143.31 135.91 0.26 INTERSECTION CLEVELAND AND 16TH 463 48 131.08 131.08 120.87 0.27 471 48 109.46 109.46 105.31 0.30 478 48 96.6 96.6 90.95 0.09 150' SOUTH OF INTERSECTION OF HOLCOMB AND 17TH ST 479 48 97.43 97.43 90.04 0.10 20' EAST OF INTERSECTION OF 17TH AND HOLCOMB ST 481 48 93.43 93.43 89.04 0.31 70' EAST OF INTERSECTION OF 17TH AND HOLCOMB 483 48 92.94 92.94 87.05 0.13 50' WEST OF INTERSECTION OF JACKMAN AND 18TH ST 487 48 93.2 93.2 84.9 0.38 30' EAST OF INTERSECTION OF 19TH AND JACKMAN 493 48 65.6 65.6 58.21 0.83 150' WEST OF INTERSECTION OF 19TH ST AND LANDES 522 48 28.84 28.84 23.41 0.19 525 48 33.89 33.89 23.48 0.17 12' SOUTH OF CL UMATILLA @ INTERSECTION OF MCNEILL ST 529 48 33.62 33.62 22.09 0.29 15' WEST OF CL SAN JUAN @ NEW CURB AND CL ALBANY STREET 531 48 24.85 24.85 20.6 #N/A CL ALBANY AND 320' EAST OF CL SAN JUAN 541 48 41.96 41.96 36.6 1.14 561 48 43.1 43.1 39.6 #N/A 648 48 17.69 17.69 0 0.03 667 48 15.14 15.14 0 #N/A 687 48 26.86 26.86 14.79 #N/A was 11.24, updated to 14.79 per tyler Oct 2023 2 of 4 City of Port Townsend Sewer Model - Manhole Data 688 48 27.7 27.7 0 #N/A 746 48 26.19 26.19 14.45 #N/A was 10.99, updated to 14.45 per tyler 764 48 11.55 11.55 0 0.07 765 48 246 246 235.35 0.76 768 48 239.05 239.05 234 0.36 INTERSECTION HANCOCK AND 14TH ST 769 48 229.5 229.5 223.73 0.31 INTERSECTION OF SHERMAN AND 14TH 777 48 105.49 105.49 99.22 #N/A 25' EAST OF INTERSECTION OF 14TH AND HOLCOMB 781 48 10.23 10.23 0 0.59 782 48 16.76 16.76 11.76 #N/A Assumed invert based on depth 783 48 14 14 -0.67 #N/A 784 48 14 14 0 #N/A 786 48 14.98 14.98 1.72 #N/A 787 48 18 18 0 2.74 790 48 240.24 240.24 235.75 0.26 INTERSECTION MCCLELLAN AND 14TH 792 48 12.97 12.97 0 #N/A 793 48 14 14 0 #N/A 810 48 110.49 110.49 101.88 0.39 12.5' EAST OF INTERSECTION OF HOLCOMB AND 12TH ST 821 48 235.42 235.42 225.36 1.28 100' NORTH OF INTERSECTION OF LOGAN AND 10TH ST 830 48 13.62 13.62 0 1.64 831 48 12 12 0 #N/A 833 48 249.85 249.85 245.19 #N/A 130' WEST OF INTERSECTION OF CLIFF ST AND 10TH 834 48 249.13 249.13 244.54 #N/A 20' WEST OF INTERSECTION CLIFF AND 10TH 836 48 239.97 239.97 231.3 2.05 INTERSECTION 12TH AND LOGAN 843 48 10.42 10.42 0.72 0.76 849 48 30 30 22.79 #N/A 851 48 29.93 29.93 25.18 0.00 6' WEST OF MCNEILL (GRAVEL ROAD) AND 12' NORTH OF CL DISCOVERY ROAD 854 48 10 10 0 #N/A 901 48 32.73 32.73 24.5 0.32 120' NORTH OF CL 19TH ST 902 48 25.7 25.7 19.59 0.59 903 48 29.56 29.56 22.8 0.31 15' WEST OF CL SAN JUAN AVE AND 9' SOUTH OF CL UMATILLA 904 48 28.05 28.05 23.82 0.32 905 48 22.81 22.81 20.22 #N/A 906 48 24.19 24.19 20.32 0.21 907 48 22 22 0 0.67 908 48 17.64 17.64 9.54 0.19 909 48 16.69 16.69 10.51 0.49 910 48 17.96 17.96 10.89 #N/A 16' South of Center Line of 49th St. and 8' East of Center Line of Landes St. 911 48 20.5 20.5 11.92 #N/A 913 48 35.32 35.32 30.43 0.27 11' SOUTH CL 49TH ST @ SHERIDAN 919 48 15.09 15.09 9.29 #N/A ADJUSTED - invert was 9.29, updated because tyler said the slope is basically flat 920 48 27.82 27.82 0 #N/A 922 48 47.91 47.91 0 #N/A 923 48 54.06 54.06 0 #N/A 940 48 35.98 35.98 31.03 0.50 12' SOUTH OF 49TH ST AND 9' EAST OF CL GRANT (GRAVEL) 942 48 36.47 36.47 30.16 #N/A 18' SOUTH OF 49TH ST AND 150' EAST OF SHERIDAN 947 48 28.31 28.31 22.22 0.53 22' SOUTH CL 49TH ST @ WILSON ST 952 48 28.15 28.15 20.38 #N/A 18' SOUTH CL 49TH ST 958 48 23.33 23.33 15.03 #N/A 18' SOUTH CL 49TH ST AND 300' WEST OF JACKMAN 964 48 19.18 19.18 13.74 0.18 16' SOUTH CL 49TH AND 16' WEST CL JACKMAN 971 48 15.79 15.79 12.63 #N/A 16' SOUTH CL 49TH @ HILL ST 984 48 21.76 21.76 8.31 #N/A ADJUSTED - invert was 8.31, updated because tyler said the slope is basically flat 986 48 19.78 19.78 8.34 #N/A 987 48 19.33 18.69 5.97 #N/A 988 48 22.66 22.66 15.76 #N/A 989 48 19.27 18.33 6.99 0.10 995 48 28.05 28.05 0 0.11 997 48 29.26 29.26 0 0.19 998 48 31.93 31.93 0 0.44 999 48 32.05 32.05 19.6 0.15 1000 48 43.8 43.8 20.5 #N/A 1001 48 27.82 27.82 21.3 #N/A 1002 48 27.28 27.28 0 #N/A 1009 48 39.47 39.47 0 #N/A 1051 48 19.84 19.84 0 #N/A 1060 48 256.03 256.03 248.38 0.21 130' WEST OF INTERSECTION 10TH ST AND HOWARD 1061 48 251.56 251.56 245.38 0.18 INTERSECTION OF 14TH ST AND KATHERINE 1062 48 250.62 250.62 244.61 0.28 INTERSECTION OF MCPHERSON AND 14TH ST 1063 48 251.29 251.29 246.71 0.45 150' EAST OF INTERSECTION OF HOWARED AND 10TH 1064 48 249.54 249.54 243.64 #N/A 15' SOUTH OF INTERSECTION OF 14TH AND THOMAS ST 1068 48 24.5 24.5 14.95 #N/A was 11.49, updated to 14.95 per tyler 1069 48 24 24 15.16 #N/A was 11.7, updated to 15.16 per tyler 1070 48 18.7 18.7 15.65 #N/A was 11.75, updated to 15.65 per tyler. ground updated due to IE update. 1073 48 23.52 23.52 15.99 #N/A ground updated due to IE update. Per Tyler, IE = 15.99'. 1074 48 23.01 23.01 15.9 #N/A ground updated due to IE update. Per Tyler, IE = 15.9'. Oct 2023 3 of 4 City of Port Townsend Sewer Model - Manhole Data 1086 48 21.92 21.92 16.04 #N/A ground updated due to IE update. Per Tyler, IE = 16.04'. 1087 48 21.99 21.99 16.07 #N/A ground updated due to IE update. Per Tyler, IE = 16.07'. 1111 48 39.68 39.68 0 0.55 HENDRICKS AND 51ST STREET 1112 48 37.62 37.62 0 #N/A 49TH AND HENDRICKS STREET 1120 48 21.25 21.25 12.76 0.10 1121 48 21.8 21.8 12.47 #N/A 1135 48 25.25 25.25 6.12 0.12 1136 48 15.25 15.25 6.48 0.03 1137 48 12.2 12.2 6.74 0.12 1138 48 13 13 7 0.17 1139 48 20 20 8.22 #N/A 1140 48 25.3 25.3 9.28 #N/A 1141 48 22.6 22.6 10.23 #N/A 1142 48 21.45 21.45 10.62 #N/A 1143 48 19.4 19.4 11.26 #N/A 1215 48 241.13 241.13 237.3 #N/A 1266 48 248.49 248.49 240.91 #N/A 1267 48 250.25 250.25 242.47 #N/A 1268 48 249.22 249.22 243.32 #N/A 1283 48 258.58 258.58 253.1 #N/A 1285 48 16 16 0 #N/A 1286 48 33.51 33.51 26.17 0.36 1309 54 26.98 26.98 17.86 0.23 1319 48 155.4 155.4 144.76 0.05 1328 48 38.42 38.42 0 #N/A 1339 48 237.74 237.74 225.77 0.39 1348 48 273.86 273.86 263.2 #N/A 1349 48 264.68 264.68 260.5 #N/A 1350 48 264.9 264.9 260 #N/A 1351 48 263.84 263.84 259.6 #N/A 1352 48 266.2 266.2 256.2 #N/A 1353 48 290.66 290.66 282.5 100.00 100 gpm WTP load 1354 48 276.06 276.06 270.4 #N/A 1355 48 285.31 285.31 279.4 0.23 1356 48 269.27 269.27 262.1 #N/A 1357 48 263.82 263.82 258.8 #N/A 1358 48 266.67 266.67 257.4 #N/A 1359 48 265.83 265.83 256 #N/A 1360 48 264.09 264.09 255.1 #N/A 1361 48 262.59 262.59 254.2 #N/A 1362 48 261.03 261.03 250.5 #N/A 1363 48 261.68 261.68 249.9 #N/A 1375 48 252.14 252.14 242.1 2.13 MillLS Connection 1D > used Buildout Flows as pointload 1376 48 250.39 250.39 240.2 #N/A 1378 48 247.26 247.26 238.6 #N/A 1384 48 105.52 105.52 99.1 0.17 1385 48 37.76 37.76 0 #N/A 1395 48 13 13 4.64 2.04 1415 48 262.33 262.33 254.67 #N/A 1418 48 247.24 247.24 240.14 #N/A MH-7268 48 119.63 119.63 0 0.18 MH-7270 48 28.61 28.61 17.11 #N/A MH-7299 48 14 14 0 0.02 MH-7315 48 18.39 18.39 5.95 #N/A MH-7328 48 30 30 22.77 #N/A MH-7349 48 16.26 16.26 0 #N/A MH-7359 48 24.42 24.42 19.58 #N/A MH-7466 48 259.92 259.92 255.71 0.38 MillLS Connection 1A > used Buildout Flows as pointload MH-7469 48 21.57 21.57 0 1.29 MH-7472 48 30.49 30.49 22.7 #N/A MH-7570 48 35.14 35.14 0 #N/A MH-7784 48 38.38 38.38 0 #N/A MH-7825 48 28 28 26.15 0.20 MH-7869 48 29.8 29.8 22.88 #N/A MH-7870 48 13.2 13.2 0 #N/A #N/A means no allocation of flow at this MH Oct 2023 4 of 4 Port Townsend Sewer Model - Pipe Data LABEL DIAMETER LENGTH MATERIAL MANNING'S 'N' US MH LABEL US MH RIM US MH IE US MH DIAMETER US MH AAF (GPM)DS MH LABEL DS MH RIM DS IE DS MH DIAMETER DS MH AAF (GPM)PIPE SLOPE 7767 12 9.6 Concrete 0.013 777 105.49 99.22 48 #N/A 1384 105.52 99.1 48 0.1744 1.251 909 30 12 PVC 0.013 MH-7270 28.61 17.11 48 #N/A 65 27.87 17.1 96 #N/A 0.047 118 15 17.5 PVC 0.013 9 14 0.85 48 #N/A 783 14 0.82 48 #N/A 0.15 117 18 17.9 PVC 0.013 783 14 0.82 48 #N/A MH-7299 14 0.8 48 0.0201 0.112 2636 24 20.4 PVC 0.013 987 18.69 5.97 48 #N/A MH-7315 18.39 5.95 48 #N/A 0.08 6639 10 22.6 Vitrified Clay 0.013 6 37.38 3.68 48 #N/A 1328 38.42 3.62 48 #N/A 0.28 6526 18 22.8 Concrete 0.013 849 30 22.79 48 #N/A MH-7328 30 22.77 48 #N/A 0.088 4017 30 24.7 PVC 0.013 1087 21.99 16.07 48 #N/A 1086 21.92 16.04 48 #N/A 0.122 1157 8 27.1 Concrete 0.013 146 160.11 148.88 48 0.1316 147 159.67 148.49 48 0.2537 1.44 5452 10 29 Vitrified Clay 0.013 782 16.76 1.83 48 #N/A MH-7349 16.26 1.75 48 #N/A 0.28 3963 8 30.1 PVC 0.013 79 250.79 245.17 48 0.2547 1062 250.62 244.61 48 0.282 1.863 6536 18 33.8 PVC 0.013 252 25.7 19.72 48 0.1133 MH-7359 24.42 19.58 48 #N/A 0.414 915 30 35.1 PVC 0.013 67 24.57 17 48 #N/A 68 23.48 16.7 48 #N/A 0.854 7582 8 35.4 PVC 0.013 1354 276.06 270.4 48 #N/A 1348 273.86 263.2 48 #N/A 20.321 7593 8 38.1 PVC 0.013 1352 266.2 256.2 48 #N/A 1359 265.83 256 48 #N/A 0.524 3685 18 39.5 PVC 0.013 984 21.76 8.31 48 #N/A 986 19.78 8.34 48 #N/A -0.076 4018 30 44.2 PVC 0.013 1086 21.92 16.04 48 #N/A 1073 23.52 15.99 48 #N/A 0.113 2136 12 44.4 Concrete 0.013 479 97.43 90.04 48 0.0978 481 93.43 89.04 48 0.3113 2.252 3684 18 46.2 PVC 0.013 986 19.78 8.34 48 #N/A 987 18.69 5.97 48 #N/A 5.135 1129 8 46.2 Concrete 0.013 96 216.75 203.5 48 #N/A 94 216.25 203.24 48 0.0282 0.562 906 30 46.9 PVC 0.013 1070 18.7 15.65 48 #N/A 63 18.7 15.52 48 #N/A 0.277 213 12 49.7 PVC 0.013 356 36.81 31.83 48 #N/A 1112 37.62 31.62 48 #N/A 0.423 339 18 50 PVC 0.013 253 25.31 18.56 48 1.3148 31 26.51 18.01 54 #N/A 1.1 1150 30 58.1 PVC 0.013 318 22.89 13.94 48 1.3057 120 23.3 13.71 48 #N/A 0.396 5190 8 60 PVC 0.013 1266 248.49 240.91 48 #N/A 215 247.32 240.77 48 #N/A 0.233 341 30 61 PVC 0.013 31 26.51 18.01 54 #N/A 1309 26.98 17.86 54 0.2342 0.246 116 15 62.9 PVC 0.013 793 14 0.89 48 #N/A MH-7299 14 0.8 48 0.0201 0.15 6112 10 66.6 PVC 0.013 971 15.79 12.63 48 #N/A 1285 16 12.17 48 #N/A 0.69 8062 8 67.9 Asbestos Cement 0.013 781 10.23 2.48 48 0.594 843 10.42 2.21 48 0.7551 0.397 1125 8 71.2 Concrete 0.013 164 232.76 223.38 48 0.1502 165 231.07 222.71 48 #N/A 0.942 8058 8 73.3 PVC 0.013 1415 262.33 254.57 48 #N/A 1361 262.59 254.2 48 #N/A 0.498 6471 8 73 Concrete 0.013 1319 155.4 148.44 48 0.053 447 153.14 144.4 48 #N/A 5.538 4218 30 73.3 PVC 0.013 1135 25.25 6.12 48 0.1156 987 18.69 5.97 48 #N/A 0.205 335 30 74.4 PVC 0.013 29 24.86 17.57 54 4.6202 28 25.09 17.31 54 #N/A 0.35 3138 18 75.8 Concrete 0.013 MH-7359 24.42 19.58 48 #N/A 254 24.78 19.21 48 #N/A 0.488 6025 8 76.4 PVC 0.013 MH-7466 259.92 253.41 48 0.3796 1283 258.58 253.1 48 #N/A 0.4 7578 8 76.6 PVC 0.013 1349 264.68 260.5 48 #N/A 1350 264.9 260 48 #N/A 0.653 33 30 78.1 PVC 0.013 1073 23.52 15.99 48 #N/A 1074 23.01 15.9 48 #N/A 0.115 508 10 78.2 Vitrified Clay 0.013 MH-7469 21.57 2.05 48 1.2886 782 16.76 1.83 48 #N/A 0.28 6525 18 80 PVC 0.013 MH-7328 30 22.77 48 #N/A MH-7472 30.49 22.7 48 #N/A 0.087 8070 8 81.5 PVC 0.013 215 247.32 240.77 48 #N/A 1418 247.24 240.14 48 #N/A 0.773 918 30 84.4 PVC 0.013 65 27.87 17.1 96 #N/A 66 24.51 17 48 #N/A 0.12 3965 8 86.6 PVC 0.013 211 238.62 233.2 48 #N/A 210 236.87 232.83 48 0.1172 0.427 4229 12 87.9 PVC 0.013 988 22.66 15.76 48 #N/A 1141 22.6 10.23 48 #N/A 6.291 7845 8 89 Asbestos Cement 0.013 831 12 5 48 #N/A 1395 13 4.64 48 2.0437 0.4 2634 18 93.9 PVC 0.013 919 15.09 9.29 48 #N/A 984 21.76 8.31 48 #N/A 1.044 7579 8 95.4 PVC 0.013 1350 264.9 260 48 #N/A 1351 263.84 259.6 48 #N/A 0.419 1160 8 105.6 Concrete 0.013 157 133.81 123.66 48 0.2418 158 124.96 118.13 48 0.2792 5.237 3094 18 106.9 Concrete 0.013 MH-7472 30.49 22.7 48 #N/A 246 30.73 22.6 48 0.1611 0.094 3065 8 107.3 PVC 0.013 833 249.85 245.19 48 #N/A 834 249.13 244.54 48 #N/A 0.606 7591 8 107.4 PVC 0.013 1360 264.09 255.1 48 #N/A 1415 262.33 254.57 48 #N/A 0.498 Oct 2023 1 of 6 Port Townsend Sewer Model - Pipe Data 3928 30 107.9 PVC 0.013 1120 21.25 12.76 48 0.1004 1121 21.8 12.47 48 #N/A 0.269 2489 18 116.5 PVC 0.01 784 14 1.09 48 #N/A 793 14 0.89 48 #N/A 0.17 2479 30 116.7 PVC 0.013 1069 24 15.16 48 #N/A 1068 24.5 14.95 48 #N/A 0.18 2635 18 118.1 PVC 0.013 1051 19.84 8.54 48 #N/A 919 15.09 9.29 48 #N/A -0.635 441 8 119.5 Concrete 0.013 88 230.07 218.26 48 #N/A 177 230.21 217.98 48 #N/A 0.234 3657 12 119.5 Asbestos Cement 0.013 997 29.26 17.52 48 0.1868 995 28.05 16.65 48 0.1067 0.728 7770 10 131.5 Vitrified Clay 0.013 1385 37.76 3.22 48 #N/A MH-7570 35.14 2.85 48 #N/A 0.28 911 30 122.6 PVC 0.013 64 26 16.22 48 0.045 1087 21.99 16.07 48 #N/A 0.122 2480 30 122.9 PVC 0.013 1068 24.5 14.95 48 #N/A 687 26.86 14.79 48 #N/A 0.13 3896 10 127.1 PVC 0.013 347 63.13 56.18 48 #N/A 335 63.59 55.74 48 #N/A 0.346 3149 18 128.6 Concrete 0.013 363 35.2 21.95 48 #N/A 227 37.74 21.99 48 #N/A -0.031 3967 8 130.2 PVC 0.013 207 240.89 235.69 48 0.1894 208 239.5 235.01 48 0.2164 0.522 3968 8 131.8 PVC 0.013 213 240.91 236.33 48 0.0488 207 240.89 235.69 48 0.1894 0.486 3682 18 132.7 PVC 0.013 989 18.33 6.99 48 0.0978 987 18.69 5.97 48 #N/A 0.769 1258 8 133.4 Asbestos Cement 0.013 185 206.2 197.59 48 #N/A 186 199.2 193 48 1.646 3.44 1199 8 133.5 Asbestos Cement 0.013 183 211.64 202.43 48 0.3869 185 206.2 197.59 48 #N/A 3.624 2368 10 133.9 Asbestos Cement 0.013 903 29.56 22.8 48 0.3058 529 33.62 22.09 48 0.2887 0.53 3122 18 135.2 Concrete 0.013 904 28.05 23.82 48 0.3209 262 28.33 23.71 48 0.4371 0.081 912 30 136.3 Concrete 0.013 69 22 16.38 48 0.3063 64 26 16.22 48 0.045 0.117 1163 8 136.6 PVC 0.013 1339 237.74 227.86 48 0.3914 176 230.28 223.4 48 0.3748 3.264 6024 8 137.9 PVC 0.013 1283 258.58 253.1 48 #N/A 1060 256.03 248.38 48 0.2055 3.423 7121 8 140.6 PVC 0.013 175 238.96 232.45 48 0.2649 1339 237.74 227.86 48 0.3914 3.265 2057 10 141.8 Vitrified Clay 0.013 1328 38.42 3.62 48 #N/A 1385 37.76 3.22 48 #N/A 0.28 7589 8 146.3 PVC 0.013 1362 261.03 250.5 48 #N/A 1363 261.68 249.9 48 #N/A 0.41 1198 8 148.4 Asbestos Cement 0.013 181 218.18 207.93 48 0.1359 183 211.64 202.43 48 0.3869 3.705 509 12 148.6 Vitrified Clay 0.013 MH-7349 16.26 1.75 48 #N/A 792 12.97 1.42 48 #N/A 0.22 3551 10 149.5 Asbestos Cement 0.013 920 27.82 21.72 48 #N/A 1001 27.82 21.3 48 #N/A 0.281 4635 8 152 PVC 0.013 1215 241.13 237.3 48 #N/A 213 240.91 236.33 48 0.0488 0.638 3362 12 152.2 PVC 0.013 913 35.32 30.43 48 0.2715 942 36.47 30.16 48 #N/A 0.177 4225 30 152.7 PVC 0.013 1142 21.45 10.62 48 #N/A 1141 22.6 10.23 48 #N/A 0.255 7586 8 157.6 PVC 0.013 1351 263.84 259.6 48 #N/A 1357 263.82 258.8 48 #N/A 0.508 5192 8 159.2 PVC 0.013 1267 250.25 242.47 48 #N/A 1266 248.49 240.91 48 #N/A 0.98 3142 18 159.1 Concrete 0.013 906 24.19 20.32 48 0.2072 905 22.81 20.22 48 #N/A 0.063 3159 12 161.5 Asbestos Cement 0.013 225 37.65 33.31 48 #N/A 226 36.18 32.76 48 0.1088 0.34 917 30 164.1 PVC 0.013 66 24.51 17 48 #N/A 67 24.57 16.7 48 #N/A 0.183 7585 8 164.7 PVC 0.013 1348 273.86 263.2 48 #N/A 1356 269.27 262.1 48 #N/A 0.668 1180 8 164.8 Concrete 0.013 112 208.01 197.86 48 0.356 114 203.42 194.7 48 #N/A 1.917 1269 8 165.8 Concrete 0.013 186 199.2 193 48 1.646 187 192.89 186.1 48 0.6246 4.161 3121 18 165.9 Concrete 0.013 248 34.9 24.9 48 0.2077 901 32.73 24.5 48 0.3186 0.241 5191 8 166.6 PVC 0.013 1268 249.22 243.27 48 #N/A 1267 250.25 242.47 48 #N/A 0.48 6118 8 167.9 PVC 0.013 1286 33.51 26.17 48 0.3647 947 28.31 22.22 48 0.5337 2.352 1189 8 168.6 Concrete 0.013 155 138.66 130.39 48 #N/A 159 124.84 117.39 48 0.1104 7.712 3615 8 169.8 PVC 0.013 942 36.47 30.16 48 #N/A 1286 33.51 26.17 48 0.3647 2.349 1167 8 173 Concrete 0.013 101 227.14 214.9 48 0.277 100 224.47 213.24 48 0.0351 0.96 2135 12 174.8 Concrete 0.013 478 96.6 90.95 48 0.0862 479 97.43 90.04 48 0.0978 0.521 3611 12 175.4 PVC 0.013 357 37.53 32.63 48 0.2004 356 36.81 31.83 48 #N/A 0.456 3926 10 184 PVC 0.013 1285 16 12.17 48 #N/A 910 17.96 10.89 48 #N/A 0.696 3129 10 184 Concrete 0.013 541 41.96 20.24 48 1.1419 252 25.7 19.72 48 0.1133 0.283 3449 10 184.8 PVC 0.013 221 50.61 39.44 48 #N/A 231 44.57 38.29 48 #N/A 0.622 3051 8 185.5 Asbestos Cement 0.013 830 13.62 5.74 48 1.641 831 12 5 48 #N/A 0.4 1187 8 190.4 Concrete 0.013 150 159.24 153.74 48 #N/A 152 150.48 145.37 48 0.0849 4.397 1123 8 191.2 Concrete 0.013 170 226.79 213.9 48 #N/A 171 227.61 212.59 48 0.1836 0.685 7592 8 191.6 PVC 0.013 1359 265.83 256 48 #N/A 1360 264.09 255.1 48 #N/A 0.47 Oct 2023 2 of 6 Port Townsend Sewer Model - Pipe Data 2734 10 192 Concrete 0.013 274 32.9 23.79 48 0.2827 273 32.62 23.25 48 0.1944 0.281 1188 8 194.4 Concrete 0.013 152 150.48 145.37 48 0.0849 155 138.66 130.39 48 #N/A 7.704 3150 18 194.6 Concrete 0.013 262 28.33 23.71 48 0.4371 522 28.84 23.41 48 0.1943 0.154 3897 10 199.4 PVC 0.013 335 63.59 55.74 48 #N/A 336 66.86 55 48 #N/A 0.371 1165 8 199.8 Concrete 0.013 177 230.21 217.98 48 #N/A 101 227.14 214.9 48 0.277 1.542 7685 8 201.5 PVC 0.013 1375 252.14 242.1 48 2.13 1376 250.39 240.2 48 #N/A 0.943 4224 30 202.8 PVC 0.013 1141 22.6 10.23 48 #N/A 1140 25.3 9.28 48 #N/A 0.468 3982 30 204.1 PVC 0.013 1074 23.01 15.9 48 #N/A 1070 18.7 15.65 48 #N/A 0.123 3609 10 204.2 PVC 0.013 231 44.57 38.29 48 #N/A 358 38.76 33.4 48 #N/A 2.394 2090 8 204.7 Concrete 0.013 436 167.34 159.78 48 0.0419 1319 155.4 148.44 48 0.053 5.539 3665 12 209.5 Asbestos Cement 0.013 998 31.93 17.87 48 0.4392 997 29.26 17.52 48 0.1868 0.167 89 12 210.5 PVC 0.013 52 28.97 16.61 48 #N/A 53 27.34 16.15 48 #N/A 0.219 7583 8 211.4 PVC 0.013 1353 290.66 282.5 48 100 1355 285.31 279.4 48 0.2297 1.467 88 12 211.5 PVC 0.013 51 26 17.08 48 #N/A 52 28.97 16.61 48 #N/A 0.222 4155 30 212.4 PVC 0.013 1121 21.8 12.47 48 #N/A 911 20.5 11.92 48 #N/A 0.259 1607 10 216.6 Asbestos Cement 0.013 372 13.75 1.43 48 #N/A 783 14 0.82 48 #N/A 0.282 2367 10 217.3 Asbestos Cement 0.013 525 33.89 23.48 48 0.1718 903 29.56 22.8 48 0.3058 0.313 340 30 217.7 PVC 0.013 1309 26.98 17.86 54 0.2342 30 30.85 17.72 54 #N/A 0.064 7576 8 219.8 PVC 0.013 1355 285.31 279.4 48 0.2297 1354 276.06 270.4 48 #N/A 4.095 1311 8 220.5 PVC 0.013 1418 247.24 240.14 48 #N/A 174 244.98 238.7 48 #N/A 0.653 3446 10 220.9 PVC 0.013 368 53.58 41.3 48 #N/A 3 55.98 40.51 48 #N/A 0.358 7577 8 223.8 PVC 0.013 1356 269.27 262.1 48 #N/A 1349 264.68 260.5 48 #N/A 0.715 8099 8 224.8 Concrete 0.013 192 138.31 131.43 48 0.2483 193 113.85 104.52 48 0.4609 11.97 2050 8 226 Asbestos Cement 0.013 764 11.55 3.39 48 0.0705 781 10.23 2.48 48 0.594 0.403 3610 10 228.5 PVC 0.013 358 38.76 33.4 48 #N/A 357 37.53 32.63 48 0.2004 0.337 1168 8 229.8 Concrete 0.013 100 224.47 213.24 48 0.0351 102 222.04 210.86 48 0.3071 1.036 7588 8 234.7 PVC 0.013 1363 261.68 249.9 48 #N/A 1060 256.03 248.38 48 0.2055 0.648 3603 10 234.3 PVC 0.013 223 51.1 45.97 48 #N/A 367 54.17 44.95 48 #N/A 0.435 2083 8 237.1 PVC 0.013 418 213.37 206.25 48 0.1012 426 187 178.41 48 0.0675 11.74 3141 18 236.4 Concrete 0.013 905 22.81 20.22 48 #N/A 902 25.7 19.59 48 0.5856 0.266 3110 8 237.9 PVC 0.013 1062 250.62 244.61 48 0.282 1064 249.54 243.64 48 #N/A 0.408 3607 10 238.9 PVC 0.013 222 49.67 42.22 48 #N/A 368 53.58 41.3 48 #N/A 0.385 442 8 239.8 Concrete 0.013 176 230.28 219.28 48 0.3748 88 230.07 218.26 48 #N/A 0.425 4223 30 239.1 PVC 0.013 1140 25.3 9.28 48 #N/A 1139 20 8.22 48 #N/A 0.443 214 12 240 PVC 0.013 1112 37.62 31.62 48 #N/A 940 35.98 31.03 48 0.4981 0.246 7587 8 240.5 PVC 0.013 1358 266.67 257.4 48 #N/A 1352 266.2 256.2 48 #N/A 0.499 1264 8 241.7 Concrete 0.013 173 237.31 229.4 48 0.1767 164 232.76 223.38 48 0.1502 2.491 3931 18 244.2 Concrete 0.013 908 17.64 9.54 48 0.1868 1051 19.84 8.54 48 #N/A 0.409 1147 8 244.8 Concrete 0.013 122 188.47 177.84 48 0.3436 127 187.05 176.8 48 0.0934 0.425 3108 8 246.4 PVC 0.013 1061 251.56 245.38 48 0.1766 79 250.79 245.17 48 0.2547 0.085 2482 12 246.1 PVC 0.013 688 27.7 15.49 48 #N/A 1068 24.5 14.95 48 #N/A 0.219 1301 8 247.7 PVC 0.013 210 236.87 232.83 48 0.1172 204 238.4 231.18 48 0.1443 0.666 1151 8 248.7 Concrete 0.013 134 188.13 167.93 48 0.7727 140 174.97 161.24 48 0.4563 2.69 1186 8 249.4 Concrete 0.013 142 173.77 167.92 48 #N/A 150 159.24 153.74 48 #N/A 5.686 1154 8 249.9 Concrete 0.013 140 174.97 161.24 48 0.4563 146 160.11 148.88 48 0.1316 4.947 2099 10 250 Concrete 0.013 471 109.46 105.31 48 0.2964 478 96.6 90.95 48 0.0862 5.744 1134 8 250.4 Concrete 0.013 99 207.23 200.73 48 #N/A 103 203.59 198.69 48 #N/A 0.815 1196 8 251.7 Asbestos Cement 0.013 180 223.45 215.1 48 0.2106 182 216.06 209.5 48 0.0965 2.225 1121 8 251.9 Concrete 0.013 163 229.7 221.8 48 0.2598 170 226.79 213.9 48 #N/A 3.136 1126 8 254.3 Concrete 0.013 165 231.07 222.71 48 #N/A 172 230.44 217.91 48 #N/A 1.888 2481 30 253.9 PVC 0.013 687 26.86 14.79 48 #N/A 746 26.19 14.45 48 #N/A 0.134 1161 8 254.2 Concrete 0.013 158 124.96 118.13 48 0.2792 159 124.84 117.39 48 0.1104 0.291 3604 10 255.5 PVC 0.013 367 54.17 44.95 48 #N/A 366 51.71 44.37 48 #N/A 0.227 Oct 2023 3 of 6 Port Townsend Sewer Model - Pipe Data 4226 30 256.1 PVC 0.013 1143 19.4 11.26 48 #N/A 1142 21.45 10.62 48 #N/A 0.25 3549 10 256.9 Asbestos Cement 0.013 273 32.62 23.25 48 0.1944 271 33.18 22.53 48 0.0442 0.28 1203 8 258.3 Concrete 0.013 187 192.89 186.1 48 0.6246 190 179.18 171.7 48 0.4152 5.574 3555 10 241.7 Asbestos Cement 0.013 275 31.97 22.8 48 #N/A 1002 27.28 22.13 48 #N/A 0.277 1184 8 259.2 Concrete 0.013 135 188.93 181.83 48 1.5075 142 173.77 167.92 48 #N/A 5.367 512 8 259.4 PVC 0.013 790 240.24 235.75 48 0.2582 768 239.05 234 48 0.3612 0.675 1205 8 259.8 Concrete 0.013 190 179.18 171.7 48 0.4152 191 162.28 155.73 48 0.2297 6.147 1206 8 260.2 Concrete 0.013 191 162.28 155.6 48 0.2297 192 138.31 131.43 48 0.2483 9.289 2071 8 260.4 PVC 0.013 78 246.12 239.39 48 0.1911 765 246 235.35 48 0.7631 1.552 2073 8 260.8 PVC 0.013 765 246 235.35 48 0.7631 836 239.97 231.3 48 2.0492 1.553 1127 8 261.9 Concrete 0.013 172 230.44 217.91 48 #N/A 96 216.75 203.5 48 #N/A 5.503 3898 10 261.6 PVC 0.013 336 66.86 55 48 #N/A 339 70.39 54.34 48 #N/A 0.252 2097 8 262 Concrete 0.013 454 143.31 135.91 48 0.2638 463 131.08 120.87 48 0.2695 5.742 2731 10 257.3 Asbestos Cement 0.013 1009 39.47 23.53 48 #N/A 275 31.97 22.8 48 #N/A 0.284 916 30 262.5 Concrete 0.013 68 23.48 16.7 48 #N/A 69 22 16.38 48 0.3063 0.122 2729 10 263.7 Asbestos Cement 0.013 922 47.91 25.06 48 #N/A MH-7784 38.38 24.33 48 #N/A 0.277 3363 12 264 PVC 0.013 940 35.98 31.03 48 0.4981 913 35.32 30.43 48 0.2715 0.227 1159 8 265.8 Concrete 0.013 156 132.67 124.8 48 0.1433 157 133.81 123.66 48 0.2418 0.429 1260 8 265.7 Concrete 0.013 159 124.84 117.39 48 0.1104 160 127.41 116 48 0.4076 0.523 2085 8 266.8 PVC 0.013 426 187 178.41 48 0.0675 436 167.34 159.78 48 0.0419 6.983 3605 10 267.3 PVC 0.013 366 51.71 44.37 48 #N/A 2 55.59 43.41 48 #N/A 0.359 3113 8 268.6 PVC 0.013 1064 249.54 243.64 48 #N/A 78 246.12 239.39 48 0.1911 1.582 4221 30 268.5 PVC 0.013 1138 13 7 48 0.1655 1137 12.2 6.74 48 0.1195 0.097 7580 8 268.9 PVC 0.013 1357 263.82 258.8 48 #N/A 1358 266.67 257.4 48 #N/A 0.521 3133 10 269.7 Asbestos Cement 0.013 531 24.85 20.6 48 #N/A 1309 26.98 19.58 54 0.2342 0.378 3922 10 270.3 PVC 0.013 343 64.54 53.24 48 0.3914 1 60.24 50.02 48 0.0712 1.191 3667 12 270.3 Asbestos Cement 0.013 999 32.05 19.6 48 0.1488 355 24.64 18.7 48 0.0801 0.333 4219 30 269.8 PVC 0.013 1136 15.25 6.48 48 0.0282 1135 25.25 6.12 48 0.1156 0.133 4220 30 270 PVC 0.013 1137 12.2 6.74 48 0.1195 1136 15.25 6.48 48 0.0282 0.096 3535 8 270.9 PVC 0.013 947 28.31 22.22 48 0.5337 952 28.15 20.38 48 #N/A 0.679 2098 10 271 Concrete 0.013 463 131.08 120.87 48 0.2695 471 109.46 105.31 48 0.2964 5.741 1182 8 271.1 Concrete 0.013 124 199.47 191.96 48 1.1604 128 195.77 188.87 48 #N/A 1.14 3153 12 271.4 Asbestos Cement 0.013 854 10 2.81 48 #N/A 843 10.42 2.21 48 0.7551 0.221 1194 8 273 Concrete 0.013 160 127.41 116 48 0.4076 161 116.53 109.03 48 0.3566 2.553 3602 10 273.6 PVC 0.013 354 56.43 46.76 48 0.1512 223 51.1 45.97 48 #N/A 0.289 2081 8 275.3 PVC 0.013 768 239.05 234 48 0.3612 769 229.5 223.73 48 0.3101 3.731 1315 8 275.7 PVC 0.013 204 238.4 231.18 48 0.1443 173 237.31 229.4 48 0.1767 0.646 1118 8 275.9 Concrete 0.013 115 202.39 193.94 48 0.0198 123 199.25 190.85 48 1.7758 1.12 1130 8 276.3 Concrete 0.013 171 227.61 212.59 48 0.1836 94 216.25 203.24 48 0.0282 3.384 3601 10 276.1 PVC 0.013 1 60.24 50.02 48 0.0712 354 56.43 46.76 48 0.1512 1.181 4222 30 275.5 PVC 0.013 1139 20 8.22 48 #N/A 1138 13 7 48 0.1655 0.443 3925 18 275.5 Concrete 0.013 910 17.96 10.89 48 #N/A 909 16.69 10.51 48 0.4892 0.138 2091 8 276.7 Concrete 0.013 447 153.14 144.4 48 #N/A 454 143.31 135.91 48 0.2638 3.069 967 8 276.2 PVC 0.013 834 249.13 244.54 48 #N/A 1268 249.22 243.37 48 #N/A 0.424 1133 8 278.4 Concrete 0.013 94 216.25 203.24 48 0.0282 99 207.23 200.73 48 #N/A 0.902 2730 10 285.7 Asbestos Cement 0.013 MH-7784 38.38 24.33 48 #N/A 1009 39.47 23.53 48 #N/A 0.28 1170 8 279.2 Concrete 0.013 104 216.06 204.73 48 0.0263 112 208.01 197.86 48 0.356 2.46 2324 10 279.7 Asbestos Cement 0.013 365 56.71 45.5 48 0.6028 851 29.93 25.18 48 0 7.265 3556 10 295.7 Asbestos Cement 0.013 1002 27.28 22.13 48 #N/A 1001 27.82 21.3 48 #N/A 0.281 1608 10 279.9 Asbestos Cement 0.013 843 10.42 2.21 48 0.7551 372 13.75 1.43 48 #N/A 0.279 1183 8 281.1 Concrete 0.013 128 195.77 188.87 48 #N/A 135 188.93 181.83 48 1.5075 2.505 3064 8 281.6 PVC 0.013 1063 251.29 246.71 48 0.4506 833 249.85 245.19 48 #N/A 0.54 1323 8 282.7 PVC 0.013 1060 256.03 248.38 48 0.2055 1063 251.29 246.71 48 0.4506 0.591 Oct 2023 4 of 6 Port Townsend Sewer Model - Pipe Data 1197 8 282.8 Asbestos Cement 0.013 182 216.06 209.5 48 0.0965 181 218.18 207.93 48 0.1359 0.555 3627 8 283.6 PVC 0.013 964 19.18 13.74 48 0.1842 971 15.79 12.63 48 #N/A 0.391 336 30 283.7 PVC 0.013 30 30.85 17.72 54 #N/A 29 24.86 17.57 54 4.6202 0.053 1148 8 284.8 Concrete 0.013 127 187.05 176.8 48 0.0934 134 188.13 167.93 48 0.7727 3.115 4227 30 284.7 PVC 0.013 911 20.5 11.92 48 #N/A 1143 19.4 11.26 48 #N/A 0.232 1162 8 287.3 PVC 0.013 174 244.98 238.7 48 #N/A 175 238.96 232.45 48 0.2649 2.175 3970 18 287.9 Concrete 0.013 901 32.73 24.5 48 0.3186 904 28.05 23.82 48 0.3209 0.236 2137 12 290.6 Concrete 0.013 481 93.43 89.04 48 0.3113 483 92.94 87.05 48 0.1334 0.685 3550 10 290.2 Asbestos Cement 0.013 271 33.18 22.53 48 0.0442 920 27.82 21.72 48 #N/A 0.279 1181 8 291.4 Concrete 0.013 114 203.42 194.7 48 #N/A 124 199.47 191.96 48 1.1604 0.94 7683 8 291.9 PVC 0.013 1376 250.39 240.2 48 #N/A 1378 247.26 238.6 48 #N/A 0.548 2058 10 292 PVC 0.013 561 43.1 4.5 48 #N/A 6 37.38 3.68 48 #N/A 0.28 3908 10 293.7 PVC 0.013 339 70.39 54.34 48 #N/A 343 64.54 53.24 48 0.3914 0.375 3616 8 295.9 PVC 0.013 952 28.15 20.38 48 #N/A 958 23.33 15.03 48 #N/A 1.808 3537 12 296.3 CI 0.013 1000 43.8 20.5 48 #N/A 999 32.05 19.6 48 0.1488 0.304 2056 10 288.5 Vitrified Clay 0.013 MH-7570 35.14 2.85 48 #N/A MH-7469 21.57 2.05 48 1.2886 0.28 90 12 299.6 PVC 0.013 53 27.34 16.15 48 #N/A 688 27.7 15.49 48 #N/A 0.22 1135 8 300.3 Concrete 0.013 103 203.59 198.69 48 #N/A 115 202.39 193.94 48 0.0198 1.582 2138 12 301.1 Concrete 0.013 483 92.94 87.05 48 0.1334 487 93.2 84.9 48 0.3771 0.714 3668 12 303.2 CI 0.013 1001 27.82 21.3 48 #N/A 1000 43.8 20.5 48 #N/A 0.264 3618 8 304.5 PVC 0.013 958 23.33 15.03 48 #N/A 964 19.18 13.74 48 0.1842 0.424 3666 12 311.1 Asbestos Cement 0.013 355 24.64 18.7 48 0.0801 998 31.93 17.87 48 0.4392 0.267 3074 8 311.4 Asbestos Cement 0.013 1395 13 4.64 48 2.0437 764 11.55 3.39 48 0.0705 0.4 3140 18 315.1 Concrete 0.013 902 25.7 19.59 48 0.5856 252 25.7 19.72 48 0.1133 -0.041 1169 8 315.8 Concrete 0.013 102 222.04 210.86 48 0.3071 104 216.06 204.73 48 0.0263 1.941 3955 12 317.7 Concrete 0.013 161 116.53 109.03 48 0.3566 162 110.96 107.29 48 0.8699 0.548 3674 10 326 Asbestos Cement 0.013 923 54.06 25.98 48 #N/A 922 47.91 25.06 48 #N/A 0.282 3664 12 330.5 Asbestos Cement 0.013 995 28.05 16.65 48 0.1067 988 22.66 15.76 48 #N/A 0.269 3093 18 330.4 Concrete 0.013 246 30.73 22.6 48 0.1611 363 35.2 21.95 48 #N/A 0.197 2369 10 335.7 Asbestos Cement 0.013 529 33.62 22.09 48 0.2887 531 24.85 20.6 48 #N/A 0.444 7684 8 336.7 PVC 0.013 1378 247.26 238.6 48 #N/A 1215 241.13 237.3 48 #N/A 0.386 1907 10 340.2 Concrete 0.013 MH-7268 119.63 85.85 48 0.1764 487 93.2 84.9 48 0.3771 0.28 3966 8 342.9 PVC 0.013 208 239.5 235.01 48 0.2164 211 238.62 233.2 48 #N/A 0.528 7590 8 349.2 PVC 0.013 1361 262.59 254.2 48 #N/A 1362 261.03 250.5 48 #N/A 1.06 2323 10 350.1 Asbestos Cement 0.013 4 86.38 79.38 48 0.0683 365 56.71 45.5 48 0.6028 9.678 3156 12 350.5 Asbestos Cement 0.013 226 36.18 32.76 48 0.1088 257 34.96 30.09 48 #N/A 0.762 3091 10 394.6 Asbestos Cement 0.013 MH-7825 28 26.15 48 0.2015 849 30 22.79 48 #N/A 0.851 332 30 352.8 PVC 0.013 28 25.09 17.31 54 #N/A MH-7270 28.61 17.11 48 #N/A 0.058 2325 10 360.7 Asbestos Cement 0.013 851 29.93 25.18 48 0 525 33.89 23.48 48 0.1718 0.471 2178 14 364.3 Asbestos Cement 0.013 383 18 2.97 48 0.9161 787 18 2.35 48 2.7383 0.17 2054 14 366.5 Asbestos Cement 0.013 786 14.98 1.72 48 #N/A 784 14 1.09 48 #N/A 0.17 2177 14 367.3 Asbestos Cement 0.013 648 17.69 3.59 48 0.0302 383 18 2.97 48 0.9161 0.17 3608 10 368.7 PVC 0.013 3 55.98 40.51 48 #N/A 221 50.61 39.44 48 #N/A 0.29 2179 14 373.9 Asbestos Cement 0.013 787 18 2.35 48 2.7383 786 14.98 1.72 48 #N/A 0.17 2176 14 374.2 Asbestos Cement 0.013 667 15.14 4.23 48 #N/A 648 17.69 3.59 48 0.0302 0.17 2150 12 377.5 Concrete 0.013 487 93.2 84.9 48 0.3771 493 65.6 58.21 48 0.8315 7.07 1355 30 385.1 PVC 0.013 746 26.19 14.45 48 #N/A 318 22.89 13.94 48 1.3057 0.132 3606 10 390.5 PVC 0.013 2 55.59 43.41 48 #N/A 222 49.67 42.22 48 #N/A 0.305 3089 8 396.7 Concrete 0.013 836 239.97 231.3 48 2.0492 821 235.42 225.36 48 1.2792 1.497 1117 8 398.5 Concrete 0.013 147 159.67 148.49 48 0.2537 156 132.67 124.8 48 0.1433 5.945 962 8 397.7 Concrete 0.013 821 235.42 225.36 48 1.2792 176 230.28 219.28 48 0.3748 1.529 1146 8 408.3 Concrete 0.013 123 199.25 190.85 48 1.7758 122 188.47 177.84 48 0.3436 3.186 2478 30 409.5 PVC 0.013 63 18.7 15.52 48 #N/A 1069 24 15.16 48 #N/A 0.088 Oct 2023 5 of 6 Port Townsend Sewer Model - Pipe Data 4112 30 423 PVC 0.013 120 23.3 13.71 48 #N/A 1120 21.25 12.76 48 0.1004 0.225 3157 18 459.7 Concrete 0.013 227 37.74 21.99 48 #N/A 362 37.46 20.86 48 #N/A 0.246 3158 12 462.6 Asbestos Cement 0.013 257 34.96 30.09 48 #N/A MH-7825 28 26.15 48 0.2015 0.852 3927 18 466.1 Concrete 0.013 907 22 11.45 48 0.6722 910 17.96 10.89 48 #N/A 0.12 3137 18 467.9 Concrete 0.013 254 24.78 19.21 48 #N/A 253 25.31 18.56 48 1.3148 0.139 3120 12 471.7 Concrete 0.013 493 65.6 58.21 48 0.8315 248 34.9 24.9 48 0.2077 7.061 3143 18 483.2 Concrete 0.013 362 37.46 20.86 48 #N/A 906 24.19 20.32 48 0.2072 0.112 3932 18 489.8 Concrete 0.013 909 16.69 10.51 48 0.4892 908 17.64 9.54 48 0.1868 0.198 4147 12 500.6 PVC 0.013 1111 39.68 32.72 48 0.5515 1112 37.62 31.62 48 #N/A 0.22 1208 12 513.3 Concrete 0.013 162 110.96 107.29 48 0.8699 193 113.85 104.52 48 0.4609 0.54 966 12 530.6 Concrete 0.013 193 113.85 104.52 48 0.4609 810 110.49 101.88 48 0.3887 0.498 3075 12 532.7 Concrete 0.013 810 110.49 101.88 48 0.3887 777 105.49 99.22 48 #N/A 0.499 1528 8 542.4 PVC 0.013 769 229.5 223.73 48 0.3101 418 213.37 206.25 48 0.1012 3.223 1908 12 627 Concrete 0.013 1384 105.52 99.1 48 0.1744 478 96.6 91.31 48 0.0862 1.242 CO-20 15 20 0.013 MH-7299 14 0.8 48 0.0201 W-Gaines St #N/A 0.77 #N/A #N/A 0.15 CO-25 24 5.5 PVC 0.013 MH-7315 18.39 5.95 48 #N/A O-2 #N/A 5.95 #N/A #N/A 0.079 3092(1)18 341 Concrete 0.013 522 28.84 23.41 48 0.1943 MH-7869 29.8 22.88 48 #N/A 0.155 3092(2)18 59.1 Concrete 0.013 MH-7869 29.8 22.88 48 #N/A 849 30 22.79 48 #N/A 0.152 121(1)12 48.7 Vitrified Clay 0.013 792 12.97 1.42 48 #N/A MH-7870 13.2 1.31 48 #N/A 0.22 121(2)12 211.3 Vitrified Clay 0.013 MH-7870 13.2 1.31 48 #N/A 9 14 0.85 48 #N/A 0.22 Oct 2023 6 of 6 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 3541 MH-7233 0 977 35.66 4.2 Min. Slope 8 PVC 0.013 0.1212 0.001 6295 MH-7237 0 1301 160.15 5 Min. Slope 8 PVC 0.013 1.4375 0.005 6309 MH-7238 0 1304 227.84 5 Min. Slope 6 PVC 0.013 0.2798 0.002 7697 MH-7236 0 1139 8.22 5 Min. Slope 8 PVC 0.013 0.0901 0.001 6286 MH-7240 0 1296 0 4.7 0 8 PVC 0.013 3.1049 57.25 4349 MH-7241 0 1160 31.2 5.6 Min. Slope 8 PVC 0.013 0.5357 0.004 2661 MH-7242 0 709 238.29 6.1 Min. Slope 6 PVC 0.013 251.6143 1.597 3941 MH-7246 0 375 232.16 7 Min. Slope 8 PVC 0.013 0.5409 0.002 8050 1408 0.03 W-Point Hudson 0 7.5 0.402 8 PVC 0.013 3.3192 0.965 4601 1075 5.28 1203 5.08 7.9 2.529 10 PVC 0.013 176.018 11.255 6968 MH-7249 0 430 189.16 8 Min. Slope 6 PVC 0.013 3.3751 0.028 2744 MH-7251 0 1098 0 8.1 0 8 PVC 0.013 2.1781 40.16 5378 MH-7252 65.68 MH-7253 65.64 8.1 0.401 6 PVC 0.013 0.7696 0.483 2568 MH-7254 0 MH-7255 0 8.3 0 6 PVC 0.013 1.2123 48.14 7664 1371 0 MH-7251 0 8.4 0 8 PVC 0.013 1.802 33.225 4682 MH-7256 0 423 229.23 8.4 Min. Slope 8 PVC 0.013 4.5168 0.016 5243 MH-7257 7.41 1396 7.37 8.7 0.398 8 PVC 0.013 0.9333 0.273 4277 MH-7258 0 379 0 8.9 0 6 PVC 0.013 0.6741 26.768 7075 MH-7259 230.42 MH-7260 230.38 9 0.4 6 PVC 0.013 0.6466 0.406 5083 MH-7261 0 1256 63.14 9.2 Min. Slope 8 PVC 0.013 0.4597 0.003 5293 1276 106.39 576 106.35 9.4 0.401 6 Concrete 0.013 1.5549 0.975 7767 777 99.22 1384 99.1 9.6 1.251 12 Concrete 0.013 962.1563 53.805 5104 MH-7263 241.1 MH-7264 241.06 9.6 0.399 6 PVC 0.013 3.8832 2.441 5618 263 102.77 MH-7267 102.73 10.1 0.399 6 PVC 0.013 10.043 6.316 8090 1422 0 MH-7268 0 10.7 0 8 PVC 0.013 0.9404 17.34 914 532 0 68 0 11.5 0 6 PVC 0.013 1.0062 39.957 4437 125 0 W-Island Vista 0 10.7 0 8 0.013 15.4896 285.605 4074 MH-7269 57.58 1096 57.53 11.8 0.425 8 PVC 0.013 0.1608 0.045 6445 MH-7272 54.08 1188 31.43 12 188.75 10 Vitrified Clay 0.013 555.3964 4.111 909 MH-7270 17.11 65 17.1 12 0.047 30 PVC 0.013 3,711.37 93.091 7636 MH-7271 0 1367 49.42 12 Min. Slope 8 PVC 0.013 0.37 0.003 4020 386 0 395 0 12.4 0 8 PVC 0.013 0 0 4652 MH-7275 0 1216 118.6 12.9 Min. Slope 8 PVC 0.013 0.1608 0.001 108 MH-7276 91.59 8 91.54 13 0.384 6 PVC 0.013 0.6481 0.415 5627 MH-7277 95.28 MH-7278 95.28 13 0 6 PVC 0.013 3.6412 144.592 4395 MH-7279 0 1175 47.1 13.3 Min. Slope 8 PVC 0.013 0.639 0.006 2299 444 209.12 443 207.81 13.4 9.746 8 PVC 0.013 26.9661 1.593 6265 MH-7280 0 1291 0 13.6 0 8 PVC 0.013 0.4262 7.859 7637 MH-7284 0 1369 52.12 14 Min. Slope 8 PVC 0.013 0.6988 0.007 6780 MH-7281 90.28 MH-7282 90.23 14 0.4 6 PVC 0.013 0.4114 0.258 6655 1333 0 MH-7283 0 14 0 8 PVC 0.013 3.5705 65.834 7663 1370 0 1371 0 14.1 0 8 PVC 0.013 0.7522 13.869 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 1 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 4701 MH-7285 0 1222 245.52 14.7 Min. Slope 8 PVC 0.013 0 0 4822 1235 244.06 MH-7286 244 14.8 0.401 6 PVC 0.013 1.1853 0.743 4073 MH-7287 57.59 1096 57.53 14.8 0.4 8 PVC 0.013 0.945 0.276 5025 MH-7288 0 1252 0 15 0 8 PVC 0.013 0.6871 12.67 6544 MH-7289 0 624 0 15.2 0 6 Concrete 0.013 1.8935 75.191 8082 1490 0 1420 237.45 15.3 Min. Slope 6 PVC 0.013 0.3871 0.004 4330 MH-7290 0 1156 0 16 0 6 PVC 0.013 0.5706 22.66 7457 MH-7291 0 MH-7292 0 16 0 8 PVC 0.013 24.0223 442.936 5095 MH-7293 0 498 76.94 16.2 Min. Slope 6 Concrete 0.013 7.0501 0.129 3170 857 1.61 W-Monroe 1.56 16.6 0.28 10 0.013 903.5155 173.698 4658 MH-7294 0 1218 108.9 16.8 Min. Slope 8 PVC 0.013 0.8183 0.006 6256 MH-7295 75.67 892 62.27 17 78.826 10 Asbestos Cement 0.013 134.1305 1.536 8093 1424 115.86 579 107.1 17.1 51.303 8 PVC 0.013 0.8904 0.023 4427 MH-7296 185.94 636 185.87 17.2 0.4 6 PVC 0.013 5.079 3.191 5090 MH-7297 0 528 0 17.5 0 6 Asbestos Cement 0.013 25.0733 995.649 118 9 0.85 783 0.82 17.5 0.15 15 PVC 0.013 79.9401 7.127 4653 MH-7298 0 1216 118.6 17.6 Min. Slope 8 PVC 0.013 0.1608 0.001 117 783 0.82 MH-7299 0.8 17.9 0.112 18 PVC 0.013 301.7063 19.16 7339 MH-7300 145.64 MH-7301 134.11 18 64.056 6 PVC 0.013 2.0659 0.102 3961 MH-7302 0 178 227.58 18.1 Min. Slope 8 PVC 0.013 17.2806 0.09 6250 1148 0 538 0 18.3 0 8 PVC 0.013 2.7267 50.277 3171 869 1.68 857 1.61 18.6 0.4 10 0.013 82.165 13.208 6917 MH-7303 0 MH-7304 224.94 18.7 Min. Slope 6 PVC 0.013 0.3761 0.004 8030 1458 0 1214 62.82 19.2 Min. Slope 8 0.013 0.1472 0.001 1415 MH-7305 38.16 490 38.08 19 0.4 8 PVC 0.013 0.2786 0.081 4784 MH-7306 0 1232 230.47 19.9 Min. Slope 8 PVC 0.013 0.4566 0.002 6259 MH-7307 0 714 229.99 20 Min. Slope 8 PVC 0.013 0.3761 0.002 6656 MH-7308 0 1333 0 20 0 6 PVC 0.013 0.7496 29.767 6852 MH-7309 0 974 0 20 0 8 PVC 0.013 0.4896 9.027 7644 850 12.04 1070 15.65 20.1 Min. Slope 8 PVC 0.013 2.2476 0.098 8004 MH-7310 229.8 MH-7311 229.72 20.1 0.399 6 PVC 0.013 0.7975 0.501 2636 987 5.97 MH-7315 5.95 20.4 0.08 24 PVC 0.013 4,210.08 146.452 81 MH-7314 0 181 207.93 20.3 Min. Slope 6 PVC 0.013 0.5936 0.007 3949 MH-7316 0 509 33.34 20.8 Min. Slope 6 PVC 0.013 0.6472 0.02 6444 MH-7317 54.14 MH-7272 54.08 21 0.28 10 PVC 0.013 555.3534 106.731 4628 1211 200.67 W-Hamilton Heights 0 21 954.232 8 PVC 0.013 9.0703 0.054 7743 MH-7318 13.05 1382 12.97 21.1 0.399 6 Vitrified Clay 0.013 6.7865 4.264 3804 MH-7319 0 MH-7320 0 21.3 0 6 PVC 0.013 0.7248 28.782 7225 MH-7323 0 MH-7324 0 22 0 6 PVC 0.013 12.6842 503.684 3948 MH-7321 0 1050 60.71 22 Min. Slope 8 PVC 0.013 1.9742 0.022 4797 1233 165.9 MH-7322 0 22 754.961 8 PVC 0.013 2.5428 0.017 7195 MH-7325 0 38 0 22 0 8 PVC 0.013 0.1608 2.965 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 2 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 4793 MH-7326 0 457 0 22.2 0 6 PVC 0.013 0.2798 11.111 1175 MH-7327 0 118 216.24 22.7 Min. Slope 8 PVC 0.013 0.6199 0.004 6639 6 3.68 1328 3.62 22.6 0.28 10 Vitrified Clay 0.013 47.1055 9.06 6526 849 22.79 MH-7328 22.77 22.8 0.088 18 Concrete 0.013 1,232.07 88.32 6779 MH-7329 90.12 MH-7330 90.02 24 0.4 6 PVC 0.013 0.5576 0.35 2002 377 0 586 0 24.4 0 6 Concrete 0.013 30.4524 1,209.25 7192 41 0 MH-7331 0 24.6 0 8 PVC 0.013 2.8662 52.849 4085 MH-7332 0 708 0 24.6 0 6 PVC 0.013 0.1124 4.463 5290 MH-7333 2.89 887 2.79 24.7 0.401 6 PVC 0.013 3.6083 2.264 4393 MH-7334 0 1174 37.1 24.7 Min. Slope 8 PVC 0.013 0.1608 0.002 4017 1087 16.07 1086 16.04 24.7 0.122 30 PVC 0.013 3,786.81 59.009 2791 MH-7335 0 618 182.45 25 Min. Slope 8 PVC 0.013 1.2182 0.008 5611 MH-7336 38.69 MH-7337 38.59 25.5 0.4 6 PVC 0.013 8.6857 5.453 5080 1255 55.28 1164 0 25.5 216.568 8 PVC 0.013 2.2368 0.028 2811 726 210.79 725 210.4 25.6 1.523 8 PVC 0.013 5.9257 0.885 5430 1088 6.2 1279 6.1 25.8 0.401 8 PVC 0.013 15.2417 4.44 4164 1125 0 475 0 26 0 6 PVC 0.013 1.6153 64.144 1104 MH-7338 0 129 0 26.2 0 8 PVC 0.013 9.6233 177.44 3806 MH-7339 0 325 0 26.2 0 6 PVC 0.013 3.0393 120.69 4905 MH-7340 0 1243 245.5 26.5 Min. Slope 8 PVC 0.013 0 0 5432 MH-7341 13.16 MH-7318 13.05 26.8 0.4 6 PVC 0.013 6.7134 4.215 848 MH-7342 0 MH-7343 0 26.9 0 8 PVC 0.013 0.7036 12.973 4904 MH-7344 0 1241 244.91 26.9 Min. Slope 8 PVC 0.013 0 0 6778 MH-7282 90.23 MH-7329 90.12 27 0.4 6 Concrete 0.013 0.4845 0.304 3252 879 135.73 1197 63.45 292.7 24.692 8 Vitrified Clay 0.013 314.7145 11.678 SM 9 2335 630 142.13 631 129.09 27.3 47.673 8 PVC 0.013 8.7349 0.233 4348 MH-7346 0 1159 34.13 27.7 Min. Slope 8 PVC 0.013 1.0737 0.018 3798 MH-7320 0 326 0 27.7 0 8 PVC 0.013 0.8856 16.33 6428 1310 150.56 396 144.34 28.2 22.047 6 Vitrified Clay 0.013 10.58 0.895 3221 MH-7348 168.73 898 163.4 47.2 11.283 6 Vitrified Clay 0.013 34.2703 4.051 4697 MH-7347 0 1225 256 28.4 Min. Slope 8 PVC 0.013 0 0 2188 513 0 511 0 28.5 0 8 PVC 0.013 5.6505 104.187 7602 819 90.93 818 79.5 29 39.369 6 PVC 0.013 1.5204 0.096 5452 782 1.83 MH-7349 1.75 29 0.28 10 Vitrified Clay 0.013 72.9632 14.027 3954 MH-7350 0 724 218.49 29.5 Min. Slope 6 PVC 0.013 0.3761 0.005 3963 79 245.17 1062 244.61 30.1 1.863 8 PVC 0.013 8.8359 1.194 7224 MH-7324 0 544 0 30.1 0 6 Concrete 0.013 12.8314 509.529 2344 595 0 594 0 30.2 0 8 Concrete 0.013 9.3316 172.06 6440 1423 0 MH-7351 0 30.4 0 8 PVC 0.013 0.5574 10.278 3945 MH-7352 0 954 44.48 30.4 Min. Slope 8 PVC 0.013 0.1212 0.002 4346 MH-7353 0 1158 43.3 31 Min. Slope 8 PVC 0.013 0.1472 0.002 908 71 0 65 18.15 31.1 Min. Slope 8 PVC 0.013 19.0852 0.461 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 3 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 8029 MH-7354 56.81 1403 56.68 31.5 0.4 6 Vitrified Clay 0.013 27.8333 17.476 6317 1307 226.73 49 226.02 32.3 2.198 8 PVC 0.013 3.2428 0.403 7728 1380 153.85 MH-7355 119.88 32.7 104.037 6 Vitrified Clay 0.013 0.9184 0.036 3172 858 1.7 857 1.61 32.8 0.28 10 0.013 821.3076 157.881 6273 657 189.42 1293 187.63 33.1 5.41 8 PVC 0.013 3.3307 0.264 6652 MH-7356 86.62 MH-7357 86.49 33.1 0.399 6 Vitrified Clay 0.013 0.3088 0.194 3950 MH-7358 0 509 33.34 33.3 Min. Slope 4 PVC 0.013 1.9812 0.232 34 259 0 1073 0 33.5 0 8 PVC 0.013 14.6726 270.541 776 516 0 518 0 33.7 0 6 Asbestos Cement 0.013 21.0478 835.8 6536 252 19.72 MH-7359 19.58 33.8 0.414 18 PVC 0.013 1,363.87 44.943 3444 918 13.84 970 13.8 33.9 0.118 8 Asbestos Cement 0.013 33.9752 18.242 3785 MH-7360 64.36 MH-7361 64.23 34 0.4 6 PVC 0.013 5.5857 3.507 137 MH-7362 0 914 59.55 35 Min. Slope 6 PVC 0.013 1.1374 0.035 915 67 17 68 16.7 35.1 0.854 30 PVC 0.013 3,759.87 22.098 7582 1354 270.4 1348 263.2 35.4 20.321 8 PVC 0.013 102.7601 4.203 4323 1152 23.88 MH-7363 0 35.6 67.086 8 PVC 0.013 6.4376 0.145 140 MH-7365 0 10 0 36 0 8 PVC 0.013 1.075 19.822 3957 MH-7364 0 142 167.92 35.9 Min. Slope 8 PVC 0.013 0.3871 0.003 1695 MH-7366 0 610 0 36.8 0 6 PVC 0.013 0.9485 37.666 4623 MH-7367 0 1209 233 37 Min. Slope 8 PVC 0.013 0.7979 0.006 7691 1377 0 1215 237.3 37.1 Min. Slope 8 PVC 0.013 0.3871 0.003 38 530 0 848 0 37.1 0 8 PVC 0.013 5.2756 97.275 3811 MH-7368 0 324 0 37.5 0 8 PVC 0.013 5.2926 97.587 24 MH-7369 0 44 224.41 37.6 Min. Slope 8 PVC 0.013 0.3761 0.003 7821 1393 61.2 240 59.6 37.9 4.219 8 PVC 0.013 1.2864 0.115 7338 651 145.79 MH-7300 145.64 38 0.4 6 Vitrified Clay 0.013 2.0229 1.27 4737 1228 0 1200 42.99 38.1 Min. Slope 6 Concrete 0.013 14.0332 0.525 8048 1406 41.07 MH-7370 40.92 38.3 0.4 8 Vitrified Clay 0.013 0.1462 0.043 7593 1352 256.2 1359 256 38.1 0.524 8 PVC 0.013 105.7689 26.931 107 MH-7371 91.74 MH-7276 91.59 37.1 0.4 6 PVC 0.013 0.4873 0.306 7887 MH-7374 0 MH-7375 0 39 0 8 Ductile Iron 0.013 2.2912 42.246 4773 MH-7376 0 1231 228.5 39.4 Min. Slope 6 PVC 0.013 1.0769 0.018 3685 984 8.31 986 8.34 39.5 Min. Slope 18 PVC 0.013 130.8788 10.072 8078 1487 242.62 1417 242.34 39.8 0.704 8 0.013 0.3871 0.085 1993 MH-7377 0 598 0 39.8 0 6 Concrete 0.013 0.4715 18.721 4052 1091 74.56 MH-7378 48.91 39.9 64.249 8 PVC 0.013 6.1054 0.14 3080 MH-7379 0 809 0 40 0 8 PVC 0.013 1.8828 34.716 58 MH-7380 0 519 0 40 0 8 PVC 0.013 0.4461 8.225 813 249 0 250 24.49 40.4 Min. Slope 8 PVC 0.013 15.1443 0.358 4774 MH-7382 0 1231 228.5 40.5 Min. Slope 6 PVC 0.013 0.367 0.006 4098 411 68.14 MH-7383 68.3 40.7 Min. Slope 6 PVC 0.013 0.3995 0.251 7597 MH-7384 0 136 0 41.6 0 8 PVC 0.013 30.5571 563.427 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 4 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 4413 MH-7387 0 1173 35.4 42 Min. Slope 8 PVC 0.013 1.6552 0.033 4507 MH-7388 0 1187 29.54 42.1 Min. Slope 8 PVC 0.013 0.0901 0.002 3029 817 4.97 828 4.8 42.1 0.4 8 PVC 0.013 1.0948 0.319 1204 189 0 190 171.7 42.7 Min. Slope 8 PVC 0.013 32.0063 0.294 3996 867 5.72 1076 6.08 42.7 Min. Slope 8 Vitrified Clay 0.013 151.3932 30.603 6742 MH-7389 0 1315 0 43 0 8 Ductile Iron 0.013 1.399 25.795 7680 MH-7390 242.87 1373 242.7 43.1 0.4 8 PVC 0.013 0.3871 0.113 4276 MH-7391 6 862 5.83 43.2 0.4 6 0.013 0.8181 0.514 938 MH-7392 0 74 212.1 43.4 Min. Slope 8 PVC 0.013 0.3233 0.003 4809 MH-7393 0 MH-7394 0 43.6 0 8 PVC 0.013 0.6217 11.463 4345 MH-7395 0 1158 43.3 43.6 Min. Slope 8 PVC 0.013 0.1472 0.003 4282 1151 10.62 908 9.54 44.1 2.447 8 PVC 0.013 1.2182 0.144 4018 1086 16.04 1073 15.99 44.2 0.113 30 PVC 0.013 3,786.96 61.174 2136 479 90.04 481 89.04 44.4 2.252 12 Concrete 0.013 1,016.17 42.35 3953 MH-7396 0 409 221.44 44.6 Min. Slope 8 PVC 0.013 1.6927 0.014 7744 1382 12.97 MH-7570 12.79 44.7 0.4 6 PVC 0.013 6.8596 4.307 6281 1303 0 1294 0 45 0 4 0.013 0.3276 38.352 5100 583 87.42 MH-7397 15.18 45.4 159.225 6 Vitrified Clay 0.013 4.058 0.128 4130 24 0 1089 0 45.5 0 6 PVC 0.013 1.2641 50.195 627 MH-7400 0 975 0 46.3 0 6 Concrete 0.013 2.0714 82.255 3684 986 8.34 987 5.97 46.2 5.135 18 PVC 0.013 138.398 1.295 7617 MH-7398 0 MH-7399 0 46.2 0 6 PVC 0.013 1.9223 76.332 1161 158 118.13 159 117.39 254.2 0.291 18 PVC 0.013 538.4058 21.168 SM 1 5626 MH-7278 95.28 1189 95.28 46.7 0 6 Vitrified Clay 0.013 3.7143 147.495 5252 MH-7401 0 MH-7402 0 46.9 0 6 PVC 0.013 0.3761 14.935 4142 818 79.5 303 0 46.9 169.573 6 PVC 0.013 1.6105 0.049 906 1070 15.65 63 15.52 46.9 0.277 30 PVC 0.013 3,821.90 39.441 6285 1296 0 413 232.63 48.2 Min. Slope 8 PVC 0.013 3.481 0.029 2417 405 234.19 406 233.93 48.2 0.539 8 PVC 0.013 5.2275 1.313 3768 MH-7405 0 319 0 48.8 0 8 PVC 0.013 1.0801 19.916 6662 1335 68.14 MH-7404 78.46 48.8 Min. Slope 6 PVC 0.013 0.5281 0.046 213 356 31.83 1112 31.62 49.7 0.423 12 PVC 0.013 60.3195 5.803 5103 MH-7264 241.06 1237 240.86 49.8 0.4 6 Vitrified Clay 0.013 3.9262 2.465 339 253 18.56 31 18.01 50 1.1 18 PVC 0.013 1,369.32 27.7 3946 MH-7406 0 951 23.84 50 Min. Slope 8 PVC 0.013 0.1212 0.003 6436 1317 216.12 1320 215.13 50.4 1.966 6 Vitrified Clay 0.013 3.7005 1.048 4381 MH-7407 0 1171 0 51 0 8 PVC 0.013 0.3871 7.138 2291 535 0 534 0 51.3 0 8 PVC 0.013 19.7363 363.907 6304 1264 0 1149 0 51.6 0 6 Concrete 0.013 16.2115 643.753 3112 1071 0 841 0 51.7 0 8 PVC 0.013 2.4819 45.762 7258 MH-7408 86.23 MH-7409 86.02 51.7 0.4 6 Vitrified Clay 0.013 1.3051 0.819 7810 MH-7410 0 1387 0 52.6 0 8 PVC 0.013 0.6641 12.245 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 5 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 536 MH-7411 0 62 0 53 0 6 PVC 0.013 0.2579 10.24 1523 MH-7412 0 424 230.12 53.1 Min. Slope 6 PVC 0.013 0.4611 0.009 6434 1315 0 1314 207.55 53.3 Min. Slope 8 PVC 0.013 3.0596 0.029 4331 1222 245.52 1156 0 53.2 461.678 8 PVC 0.013 1.3156 0.011 5118 MH-7413 33.41 195 33.2 53.4 0.4 8 PVC 0.013 3.1794 0.927 3085 762 9.04 811 8.83 53.6 0.4 8 PVC 0.013 10.4682 3.052 752 MH-7414 0 592 0 53.9 0 8 PVC 0.013 1.2918 23.82 8073 1486 0 1418 240.14 54 Min. Slope 8 0.013 0.5311 0.005 6529 1323 0 1322 0 54.2 0 8 Concrete 0.013 24.1388 445.083 247 15 0 18 109.67 54.5 Min. Slope 8 PVC 0.013 2.3336 0.03 5465 682 97.34 MH-7415 86.06 55.1 20.487 8 Vitrified Clay 0.013 108.8388 4.434 7824 MH-7416 123.42 1391 123.2 55.4 0.4 6 PVC 0.013 0.1608 0.101 46 76 0 622 164.08 55.6 Min. Slope 8 PVC 0.013 1.3729 0.015 4364 1166 247.99 1165 247.75 56 0.428 8 PVC 0.013 1.955 0.551 2015 399 227.39 395 0 56.4 402.843 8 PVC 0.013 5.0064 0.046 4853 1239 118.24 MH-7348 117.92 79.3 0.4 6 Vitrified Clay 0.013 4.3895 2.756 4508 MH-7418 0 1187 29.54 57.1 Min. Slope 8 PVC 0.013 1.4259 0.037 249 MH-7419 0 14 0 57.9 0 6 PVC 0.013 1.7762 70.533 1784 MH-7420 0 723 216.42 58.2 Min. Slope 6 PVC 0.013 1.0283 0.021 1150 318 13.94 120 13.71 58.1 0.396 30 PVC 0.013 3,827.76 33.055 4178 1316 204.4 1130 204.6 58.2 Min. Slope 8 PVC 0.013 3.6192 1.138 1265 167 230.66 173 229.42 58.4 2.123 8 Concrete 0.013 6.551 0.829 3198 MH-7421 3.38 MH-7422 0 59 5.72 6 PVC 0.013 2.3682 0.393 4626 1212 204 1206 202.4 59.4 2.694 8 PVC 0.013 4.6262 0.52 7156 1340 0 188 0 59.8 0 8 PVC 0.013 30.6479 565.101 5190 1266 240.91 215 240.77 60 0.233 8 PVC 0.013 122.5948 46.81 4522 MH-7423 0 1190 25.25 60 Min. Slope 6 PVC 0.013 0.5695 0.035 3380 MH-7424 0 914 59.55 60.3 Min. Slope 8 PVC 0.013 1.5574 0.029 5377 640 65.92 MH-7252 65.68 60.4 0.4 6 Vitrified Clay 0.013 0.043 0.027 4006 1078 0 1077 0 60.3 0 8 PVC 0.013 12.1259 223.584 2322 508 0 4 79.38 60.3 Min. Slope 8 Asbestos Cement 0.013 14.642 0.235 6003 1145 0 MH-7425 0 60.7 0 6 PVC 0.013 1.114 44.235 3696 978 0 975 0 60.7 0 8 PVC 0.013 2.7878 51.402 341 31 18.01 1309 17.86 61 0.246 30 PVC 0.013 3,110.12 34.076 7598 650 65.03 1416 64.78 61.1 0.4 6 Vitrified Clay 0.013 3.3242 2.087 4149 MH-7429 0 1114 0 62 0 8 PVC 0.013 0.6254 11.531 6648 MH-7427 98.48 MH-7428 98.23 62 0.4 6 Ductile Iron 0.013 0.0731 0.046 1173 MH-7426 0 118 216.24 62 Min. Slope 8 PVC 0.013 8.883 0.088 254 MH-7431 0 232 168.8 62.3 Min. Slope 6 Concrete 0.013 1.8952 0.046 26 45 0 MH-7432 0 62.8 0 8 PVC 0.013 2.0245 37.33 116 793 0.89 MH-7299 0.8 62.9 0.15 15 PVC 0.013 889.3612 79.176 5464 MH-7415 86.06 MH-7433 85.8 63.5 0.4 8 PVC 0.013 111.4567 32.498 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 6 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 6418 MH-7434 0 489 116.09 64 Min. Slope 8 PVC 0.013 1.8891 0.026 7537 1342 0 1345 165.16 64.2 Min. Slope 8 PVC 0.013 0.6221 0.007 3929 MH-7435 0 1121 12.47 64.5 Min. Slope 8 PVC 0.013 25.8475 1.084 6315 1305 227.68 1306 227.09 64.7 0.912 8 PVC 0.013 0.9281 0.179 7257 MH-7409 86.02 MH-7436 85.76 65 0.4 6 PVC 0.013 1.3481 0.846 4614 MH-7437 0 1208 224.51 65.3 Min. Slope 8 PVC 0.013 0.9575 0.01 4025 MH-7438 174.99 1262 174.73 66.1 0.4 6 Vitrified Clay 0.013 3.1516 1.979 3971 591 0 1072 0 66.2 0 8 Asbestos Cement 0.013 3.9904 73.576 6653 MH-7357 86.49 MH-7408 86.23 66.1 0.4 6 PVC 0.013 1.0734 0.674 2093 438 0 440 0 66.4 0 8 PVC 0.013 0.2798 5.159 5363 554 66.74 1278 66.48 66.3 0.4 8 Concrete 0.013 8.9027 2.595 7984 1450 0 1401 74.5 66.4 Min. Slope 8 0.013 0.9282 0.016 6112 971 12.63 1285 12.17 66.6 0.69 10 PVC 0.013 123.8442 15.16 1705 MH-7439 0 738 0 66.6 0 6 PVC 0.013 0.0901 3.578 2302 MH-7440 0 456 201.47 67 Min. Slope 6 PVC 0.013 2.3892 0.055 5331 MH-7441 104.57 MH-7442 74.78 67.4 44.203 6 Vitrified Clay 0.013 4.7054 0.281 8062 781 2.48 843 2.21 67.9 0.397 8 Asbestos Cement 0.013 218.6499 63.948 6671 MH-7443 0 MH-7444 0 68.5 0 8 PVC 0.013 0.3847 7.093 4394 1368 47.44 1175 47.1 68.7 0.495 8 PVC 0.013 2.3581 0.618 1287 203 229.22 205 228.88 68.7 0.495 8 PVC 0.013 4.3888 1.151 1011 200 77.26 89 76.98 69 0.4 8 PVC 0.013 1.8064 0.527 2330 MH-7445 120.79 665 113.91 69.3 9.919 8 Vitrified Clay 0.013 59.5843 3.488 2285 567 0 562 0 69.7 0 8 PVC 0.013 0.8021 14.789 4768 MH-7447 0 1229 222.79 69.9 Min. Slope 8 PVC 0.013 0.5072 0.005 959 86 1.41 824 1.13 70 0.4 8 Asbestos Cement 0.013 75.1601 21.906 4488 MH-7448 0 1184 0 70.3 0 6 PVC 0.013 0.3761 14.935 1291 MH-7449 0 217 0 70.4 0 8 PVC 0.013 0.7742 14.275 4636 MH-7450 0 1215 237.3 70.9 Min. Slope 8 PVC 0.013 30.2034 0.304 1159 156 124.8 157 123.66 265.8 0.429 18 PVC 0.013 534.8707 17.322 SM 1 2277 537 0 536 0 71.5 0 8 PVC 0.013 6.9329 127.832 4132 17 242.87 MH-7451 242.59 71.7 0.4 6 PVC 0.013 1.7222 1.081 1773 MH-7452 0 728 214.12 71.7 Min. Slope 6 Asbestos Cement 0.013 0.7626 0.018 8058 1415 254.57 1361 254.2 73.3 0.498 8 PVC 0.013 106.9302 27.942 6293 1300 0 191 155.6 72 Min. Slope 8 PVC 0.013 2.6205 0.033 3683 981 19.17 986 8.34 72.1 15.015 8 PVC 0.013 7.3585 0.35 6471 1319 148.44 447 144.4 73 5.538 8 Concrete 0.013 19.3312 1.515 5061 MH-7454 0 MH-7455 0 72.8 0 6 PVC 0.013 0.3188 12.66 4867 MH-7456 0 180 215.1 73 Min. Slope 8 0.013 0.2798 0.003 4218 1135 6.12 987 5.97 73.3 0.205 30 PVC 0.013 4,024.01 48.307 1001 MH-7457 0 168 232.2 73.3 Min. Slope 6 PVC 0.013 2.0348 0.045 3160 540 0 225 33.71 74 Min. Slope 8 Asbestos Cement 0.013 8.8723 0.242 5094 491 95.78 MH-7458 76.94 74.2 25.391 6 PVC 0.013 4.4085 0.347 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 7 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 335 29 17.57 28 17.31 74.4 0.35 30 PVC 0.013 3,711.08 34.092 7626 MH-7459 79.05 1364 78.75 74.7 0.4 6 Vitrified Clay 0.013 3.8838 2.439 1290 MH-7460 0 216 0 74.8 0 8 PVC 0.013 0.3871 7.138 1668 MH-7461 124.66 575 124.36 74.9 0.4 6 Vitrified Clay 0.013 0.0731 0.046 4627 MH-7462 0 1211 200.67 75.1 Min. Slope 8 PVC 0.013 9.0703 0.102 3628 917 30.66 MH-7463 0 75.2 40.79 8 PVC 0.013 0.8596 0.025 3138 MH-7359 19.58 254 19.21 75.8 0.488 18 Concrete 0.013 1,364.15 41.415 619 MH-7464 113.51 659 113.21 76.1 0.4 6 Vitrified Clay 0.013 0.9165 0.576 6025 MH-7466 253.41 1283 253.1 76.4 0.4 8 PVC 0.013 1.6626 0.485 7578 1349 260.5 1350 260 76.6 0.653 8 PVC 0.013 103.8884 23.704 6290 423 229.23 1297 227.99 76.8 1.614 8 PVC 0.013 18.2208 2.644 3987 MH-7467 65.4 MH-7468 65.09 77.6 0.4 6 PVC 0.013 0.043 0.027 3988 MH-7468 65.09 1416 64.78 77.8 0.4 6 PVC 0.013 2.1748 1.366 33 1073 15.99 1074 15.9 78.1 0.115 30 PVC 0.013 3,801.78 60.845 508 MH-7469 2.05 782 1.83 78.2 0.28 10 Vitrified Clay 0.013 72.8901 14.012 2911 804 0 797 0 77.9 0 8 PVC 0.013 1.8151 33.468 4119 1105 260.05 1104 259.37 79.1 0.86 8 PVC 0.013 0.1417 0.028 6314 MH-7470 0 1305 227.68 79.9 Min. Slope 8 PVC 0.013 0.2798 0.003 601 MH-7471 0 67 0 80 0 8 PVC 0.013 21.953 404.78 1260 159 117.39 160 116 265.7 0.523 18 PVC 0.013 789.7912 23.16 SM 1 2256 612 0 1149 0 80.3 0 8 PVC 0.013 2.9783 54.915 5093 1258 121.11 MH-7445 120.79 80.4 0.4 6 Vitrified Clay 0.013 8.7439 5.489 2566 MH-7255 0 518 0 80.3 0 8 PVC 0.013 1.491 27.492 3787 304 0 305 0 80.3 0 8 Concrete 0.013 8.9869 165.706 1230 MH-7473 0 106 212.61 81 Min. Slope 8 Concrete 0.013 1.0699 0.012 8070 215 240.77 1418 240.14 81.5 0.773 8 PVC 0.013 122.9818 25.799 4823 MH-7474 244.39 1235 244.06 81.6 0.4 6 PVC 0.013 0.5712 0.359 4613 1205 210.25 1206 202.4 81.7 9.605 8 PVC 0.013 4.2207 0.251 4150 1114 0 1113 0 82.1 0 8 PVC 0.013 1.0117 18.654 1598 553 66.01 551 65.68 82.4 0.4 6 Concrete 0.013 9.6916 6.084 2113 402 235.19 401 234.64 84.3 0.653 8 PVC 0.013 9.8343 2.245 7538 144 0 1345 165.16 84.2 Min. Slope 6 Concrete 0.013 14.8624 0.421 918 65 17.1 66 17 84.4 0.12 30 PVC 0.013 3,730.75 58.493 3673 993 7.64 989 6.99 84.5 0.77 8 Concrete 0.013 47.0183 9.882 2112 1270 0 402 235.19 83.3 Min. Slope 8 PVC 0.013 6.9175 0.076 354 33 0 MH-7478 0 84.7 0 8 PVC 0.013 1.1913 21.966 4179 MH-7477 0 1131 218.5 84.7 Min. Slope 8 PVC 0.013 4.2993 0.049 5487 MH-7479 0 MH-7480 0 85 0 4 Vitrified Clay 0.013 0.7316 85.655 261 21 0 MH-7481 0 85.5 0 6 PVC 0.013 2.3371 92.805 3783 MH-7361 64.23 785 63.88 86.5 0.4 6 Vitrified Clay 0.013 5.6588 3.554 6284 MH-7508 32.22 873 12 98.5 20.537 8 Vitrified Clay 0.013 19.5008 0.793 SM 10 4143 MH-7483 0 323 0 87.1 0 6 PVC 0.013 0.517 20.531 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 8 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 4494 1185 210.84 725 0 87.6 240.821 8 PVC 0.013 1.0765 0.013 1656 MH-7330 90.02 560 89.67 87.8 0.4 6 Concrete 0.013 0.7998 0.502 4229 988 15.76 1141 10.23 87.9 6.291 12 PVC 0.013 158.6752 3.956 1015 MH-7485 77.61 200 77.26 88 0.4 8 PVC 0.013 1.4184 0.413 1991 MH-7484 0 689 0 88 0 8 PVC 0.013 0.2009 3.704 251 MH-7486 0 MH-7487 0 88.2 0 6 PVC 0.013 1.2115 48.108 4000 1077 0 W-Hamilton Heights 0 88.6 0 8 PVC 0.013 24.1577 445.432 2060 MH-7397 15.18 MH-7488 14.82 88.6 0.4 6 PVC 0.013 4.5371 2.849 7845 831 5 1395 4.64 89 0.4 8 Asbestos Cement 0.013 207.4599 60.482 5010 1250 223.56 712 222.88 89.2 0.762 8 PVC 0.013 2.8148 0.595 44 74 0 75 192.04 89.2 Min. Slope 8 PVC 0.013 0.4357 0.005 2266 606 0 602 0 90 0 8 PVC 0.013 2.1494 39.631 946 MH-7489 0 185 197.59 89.7 Min. Slope 8 Asbestos Cement 0.013 0.8868 0.011 4538 1195 34.7 1196 32.82 90.2 2.085 8 PVC 0.013 3.7839 0.483 2110 394 237.31 402 235.19 88.3 2.401 8 PVC 0.013 2.6369 0.314 6552 1326 41.17 MH-7490 0 90.8 45.317 8 PVC 0.013 0.3583 0.01 3269 878 104.94 MH-7441 104.57 90.6 0.4 6 PVC 0.013 4.5998 2.888 3773 317 0 316 0 90.6 0 8 Concrete 0.013 21.7016 400.144 2238 MH-7260 230.38 668 230.02 91 0.4 6 Vitrified Clay 0.013 1.2072 0.758 6528 1322 0 MH-7869 0 91.2 0 8 Concrete 0.013 24.4175 450.221 355 MH-7492 0 33 0 91.5 0 8 PVC 0.013 0.5201 9.591 1392 MH-7493 0 436 159.78 91.5 Min. Slope 6 Vitrified Clay 0.013 1.0735 0.032 3820 320 0 321 15.46 92.1 Min. Slope 8 PVC 0.013 7.1508 0.322 6614 1327 144.9 654 0 92.3 156.909 8 PVC 0.013 0.1802 0.003 907 258 14.57 66 17 92.5 Min. Slope 8 PVC 0.013 1.9445 0.221 2246 MH-7494 222.6 670 222.23 92.8 0.4 6 PVC 0.013 2.0048 1.259 4125 1118 0 MH-7405 0 93.6 0 8 PVC 0.013 0.9193 16.951 4539 1196 32.82 703 0 93.7 35.041 8 PVC 0.013 3.9311 0.122 1201 136 0 MH-7495 0 93.5 0 8 PVC 0.013 30.8369 568.586 8089 1494 0 1422 0 93.9 0 8 PVC 0.013 0.2798 5.159 4290 1108 0 1080 0 93.7 0 8 PVC 0.013 5.1082 94.187 2634 919 9.29 984 8.31 93.9 1.044 18 PVC 0.013 130.718 2.714 7976 MH-7496 115.88 MH-7497 115.51 94.2 0.4 8 0.013 14.3255 4.177 6334 MH-7498 72.91 382 72.53 94.2 0.4 6 PVC 0.013 0.6143 0.386 2372 MH-7500 0 542 0 94.6 0 8 PVC 0.013 5.8743 108.314 4612 MH-7499 0 1207 212.33 94.5 Min. Slope 8 PVC 0.013 0 0 730 MH-7501 0 588 0 94.9 0 6 PVC 0.013 2.5214 100.124 1896 MH-7502 37.42 360 37.04 95 0.4 8 PVC 0.013 0.8365 0.244 2429 455 199.74 460 198.98 95 0.8 8 Asbestos Cement 0.013 174.8405 36.05 2259 618 182.45 MH-7374 0 95.4 191.218 8 PVC 0.013 2.1788 0.029 350 MH-7503 107.71 20 107.33 95.5 0.4 6 PVC 0.013 0.5467 0.343 4625 MH-7504 0 1208 224.51 95.6 Min. Slope 8 PVC 0.013 0.3032 0.004 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 9 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 204 13 0 271 0 95.7 0 8 PVC 0.013 6.0345 111.267 4362 1168 249.74 1167 249.1 95.9 0.667 8 PVC 0.013 0.7013 0.158 7579 1350 260 1351 259.6 95.4 0.419 8 PVC 0.013 104.2645 29.697 4802 MH-7505 0 MH-7449 0 96.7 0 8 PVC 0.013 0.3871 7.138 2028 MH-7301 134.11 398 133.72 97 0.4 6 Vitrified Clay 0.013 2.6785 1.682 5212 MH-7422 3.61 897 4 97 Min. Slope 6 Concrete 0.013 11.4794 7.208 7601 1097 0 606 0 97.4 0 8 PVC 0.013 2.037 37.559 2180 551 65.68 558 65.29 97.7 0.4 6 Concrete 0.013 9.7647 6.13 1062 1341 4.53 196 4.14 97.9 0.4 8 Asbestos Cement 0.013 12.6511 3.689 6316 1306 227.09 1307 226.73 98.1 0.367 8 PVC 0.013 2.0141 0.613 2164 MH-7497 115.51 MH-7507 115.11 98 0.4 6 Vitrified Clay 0.013 17.8625 11.217 2333 641 127.77 644 127.38 98.4 0.4 8 PVC 0.013 11.8413 3.452 6527 873 12 1321 10.4 205 0.78 8 Vitrified Clay 0.013 19.5438 4.079 SM 10 2338 638 186.89 37 186.5 98.6 0.4 8 PVC 0.013 1.0563 0.308 6263 1291 0 1290 0 99.1 0 8 PVC 0.013 0.706 13.018 866 58 0 59 72.38 99.5 Min. Slope 8 PVC 0.013 0.9791 0.021 2354 576 106.35 574 105.95 99.9 0.4 6 Concrete 0.013 5.1502 3.233 2251 599 0 MH-7511 0 100.2 0 6 Concrete 0.013 21.3252 846.814 426 MH-7509 0 87 142.64 100 Min. Slope 6 PVC 0.013 0.623 0.021 3887 MH-7510 69.74 333 69.34 100 0.4 8 PVC 0.013 0.8591 0.25 1929 1067 186.17 770 175 100.5 11.111 8 PVC 0.013 2.2329 0.124 812 251 0 249 24.53 100.4 Min. Slope 8 PVC 0.013 14.9971 0.559 6538 MH-7514 0 MH-7424 0 100.7 0 8 PVC 0.013 0.5097 9.399 160 MH-7515 109.13 11 108.73 100.8 0.4 6 PVC 0.013 0.4114 0.258 1882 MH-7513 0 414 206.6 100.6 Min. Slope 8 PVC 0.013 0.2798 0.004 2280 MH-7512 0 627 0 100.6 0 8 PVC 0.013 3.7151 68.501 7886 MH-7375 0 609 134.8 101 Min. Slope 8 PVC 0.013 2.7574 0.044 5082 MH-7516 0 1256 63.14 100.9 Min. Slope 8 PVC 0.013 1.4556 0.034 1683 MH-7520 0 622 0 101.5 0 8 PVC 0.013 0.1124 2.072 5609 1101 55.5 MH-7336 38.69 102.2 16.441 6 Vitrified Clay 0.013 8.5788 0.84 1296 212 0 206 0 102.6 0 6 Vitrified Clay 0.013 9.9212 393.969 3997 MH-7522 6.49 1076 6.08 102.5 0.4 6 Vitrified Clay 0.013 24.197 15.193 2255 MH-7521 171.84 632 128.73 102.4 42.106 6 PVC 0.013 12.1451 0.743 775 511 0 516 0 102.9 0 8 PVC 0.013 20.3546 375.309 5292 1275 0 380 148.98 103 Min. Slope 6 Concrete 0.013 2.8998 0.096 4243 1146 0 MH-7527 0 102.9 0 8 PVC 0.013 0.3871 7.138 2 MH-7528 0 477 147.39 103 Min. Slope 8 PVC 0.013 3.6919 0.057 3111 841 0 80 0 103.4 0 8 PVC 0.013 3.2734 60.356 3107 MH-7530 253.91 1065 253.49 104.1 0.4 8 PVC 0.013 2.6409 0.77 2425 549 0 543 0 105.2 0 8 PVC 0.013 3.7741 69.588 1160 157 123.66 158 118.13 105.6 5.237 8 Concrete 0.013 537.0804 43.273 311 25 237.34 MH-7534 235.75 106 1.499 8 PVC 0.013 1.2682 0.191 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 10 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 768 MH-7533 0 521 0 106 0 8 PVC 0.013 1.2947 23.872 3094 MH-7472 22.7 246 22.6 106.9 0.094 18 Concrete 0.013 1,232.63 85.487 2742 385 0 384 0 107.2 0 8 PVC 0.013 5.4859 101.153 3065 833 245.19 834 244.54 107.3 0.606 8 PVC 0.013 120.2721 28.498 4053 MH-7535 97.17 1094 96.74 107 0.4 8 PVC 0.013 0.1608 0.047 7591 1360 255.1 1415 254.57 107.4 0.498 8 PVC 0.013 106.5431 27.836 8086 1493 0 1421 78.12 107.6 Min. Slope 8 PVC 0.013 0.0597 0.001 2783 MH-7540 0 491 95.78 108.1 Min. Slope 8 Vitrified Clay 0.013 4.1298 0.081 3928 1120 12.76 1121 12.47 107.9 0.269 30 PVC 0.013 3,836.68 40.195 2349 MH-7539 135.6 614 135.17 108.1 0.4 6 Vitrified Clay 0.013 0.3088 0.194 2103 MH-7541 0 387 247.06 108.7 Min. Slope 8 PVC 0.013 1.3627 0.017 2027 398 133.72 655 133.28 108.8 0.4 6 Vitrified Clay 0.013 6.0697 3.812 8052 1410 0.26 MH-7870 -0.18 109 0.4 6 Vitrified Clay 0.013 6.6845 4.197 2626 708 0 707 0 109.2 0 8 PVC 0.013 2.873 52.974 4605 MH-7542 0 MH-7543 0 109.4 0 6 PVC 0.013 0.1608 6.385 1286 MH-7545 0 203 229.22 110.4 Min. Slope 8 PVC 0.013 0.4988 0.006 2128 MH-7546 0 453 0 110.5 0 6 PVC 0.013 1.3321 52.897 7596 MH-7547 0 1304 227.84 110.5 Min. Slope 8 PVC 0.013 1.3669 0.018 6308 1304 227.84 MH-7548 0 110.5 206.19 8 PVC 0.013 2.1533 0.028 3033 811 8.83 813 8.38 111.1 0.4 8 PVC 0.013 21.5325 6.276 3470 926 11.48 990 11.09 111.1 0.351 8 Asbestos Cement 0.013 44.7524 13.93 7599 636 185.87 637 172.86 110.8 11.738 8 PVC 0.013 9.0372 0.486 2101 758 249.26 760 248.56 112 0.625 8 PVC 0.013 15.2132 3.549 763 MH-7455 0 607 0 111.9 0 6 PVC 0.013 0.4312 17.123 7841 MH-7549 0 327 0 111.9 0 8 PVC 0.013 1.7847 32.907 4692 MH-7550 0 977 35.66 113 Min. Slope 8 PVC 0.013 1.496 0.049 2627 MH-7551 0 708 0 113.2 0 8 PVC 0.013 2.6482 48.829 4946 1246 72.64 1245 63.94 113.3 7.675 8 PVC 0.013 1.5278 0.102 7595 416 231.45 MH-7552 230.12 113.5 1.172 8 PVC 0.013 8.8133 1.501 5997 11 108.73 1282 107.78 114.3 0.83 6 Concrete 0.013 1.065 0.464 516 753 250.23 756 249.53 114.5 0.611 8 PVC 0.013 14.1717 3.343 3288 996 0 MH-7553 0 114.7 0 8 PVC 0.013 0.7775 14.336 3780 MH-7554 0 306 0 115.1 0 6 PVC 0.013 1.5644 62.122 5317 1277 116.83 1198 105.51 115.2 9.825 6 Vitrified Clay 0.013 1.3586 0.172 2489 784 1.09 793 0.89 116.5 0.17 18 PVC 0.01 889.2881 35.192 7370 652 162 MH-7555 161.53 116.3 0.4 6 Vitrified Clay 0.013 4.6455 2.917 2182 1278 66.48 553 66.01 116.4 0.4 8 Concrete 0.013 9.6185 2.804 54 46 0 546 0 116.9 0 6 PVC 0.013 0.68 27.001 2479 1069 15.16 1068 14.95 116.7 0.18 30 PVC 0.013 3,822.19 48.936 1176 118 216.24 117 216.39 116.8 Min. Slope 8 PVC 0.013 9.89 5.088 3118 842 7.39 247 6.92 117.1 0.4 8 PVC 0.013 6.5823 1.919 4610 1210 212.28 1207 212.33 117.2 Min. Slope 8 PVC 0.013 1.7152 1.531 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 11 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 6 MH-7556 0 838 207.93 117.2 Min. Slope 8 Asbestos Cement 0.013 0.6006 0.008 72 MH-7557 109.2 11 108.73 117.3 0.4 6 PVC 0.013 0.5805 0.364 1750 MH-7558 0 408 232.78 117.7 Min. Slope 6 PVC 0.013 2.2377 0.063 4846 1238 149.74 MH-7438 149.27 117.6 0.4 6 Vitrified Clay 0.013 2.425 1.522 1140 108 0 109 0 117.9 0 8 Concrete 0.013 0.8165 15.056 2635 1051 8.54 919 9.29 118.1 Min. Slope 18 PVC 0.013 130.5572 3.475 1964 27 0 MH-7552 0 118.5 0 8 PVC 0.013 0.8296 15.297 7491 619 0 MH-7559 0 118.8 0 8 PVC 0.013 4.7324 87.258 2066 563 65.25 566 41.54 119 19.927 8 Concrete 0.013 10.486 0.433 441 88 218.26 177 217.98 119.5 0.234 8 Concrete 0.013 178.9597 68.17 3657 997 17.52 995 16.65 119.5 0.728 12 Asbestos Cement 0.013 158.1364 11.59 1413 MH-7560 29.26 780 28.78 119.4 0.4 8 PVC 0.013 0.3464 0.101 7858 1398 59.2 MH-7562 0 120.1 49.289 8 PVC 0.013 1.7799 0.047 2082 425 0 426 178.41 119.9 Min. Slope 8 PVC 0.013 3.0539 0.046 1928 MH-7561 0 770 175 120 Min. Slope 8 PVC 0.013 1.1635 0.018 6551 MH-7563 0 1326 41.17 119.7 Min. Slope 8 PVC 0.013 0.2682 0.008 1802 MH-7564 0 450 0 120.3 0 8 PVC 0.013 1.2015 22.154 4458 1181 27.15 1179 25.69 120.7 1.21 8 PVC 0.013 2.0333 0.341 4156 1122 0 587 0 120.7 0 8 PVC 0.013 1.0504 19.368 1262 126 137.95 125 0 120.9 114.073 8 PVC 0.013 14.8964 0.257 3437 916 0 976 0 121.1 0 8 Asbestos Cement 0.013 1.2628 23.284 668 338 61.59 339 61.11 120.9 0.4 8 PVC 0.013 4.4545 1.298 2228 745 0 750 0 121.2 0 8 Concrete 0.013 0.7093 13.079 4824 MH-7565 244.55 1235 244.06 121.2 0.4 6 PVC 0.013 0.5712 0.359 2295 1297 0 428 227.99 121.7 Min. Slope 8 PVC 0.013 18.9338 0.255 2063 696 75.81 MH-7566 75.32 121.7 0.4 6 Vitrified Clay 0.013 4.6385 2.913 4043 1279 6.1 893 5.61 121.6 0.4 8 PVC 0.013 15.2847 4.456 4361 MH-7567 0 1168 249.74 121.9 Min. Slope 8 PVC 0.013 0.4215 0.005 4261 MH-7569 0 916 0 122.3 0 6 PVC 0.013 1.1416 45.332 879 MH-7568 0 918 13.84 122 Min. Slope 6 PVC 0.013 0.6891 0.081 4765 1231 228.5 1230 228.5 122.6 0 8 PVC 0.013 1.4439 26.623 7770 1385 3.22 MH-7570 2.85 131.5 0.28 10 Vitrified Clay 0.013 47.2517 9.081 2340 MH-7572 173.35 637 172.86 122.8 0.4 6 Vitrified Clay 0.013 0.8754 0.55 3014 MH-7571 100.93 1119 100.44 122.5 0.4 6 PVC 0.013 0.6724 0.422 911 64 16.22 1087 16.07 122.6 0.122 30 PVC 0.013 3,786.66 58.808 6430 MH-7573 0 1311 214.57 123 Min. Slope 8 PVC 0.013 0.2798 0.004 2480 1068 14.95 687 14.79 122.9 0.13 30 PVC 0.013 3,822.93 57.566 6670 MH-7444 0 542 0 123.5 0 8 PVC 0.013 1.4224 26.228 6261 419 200.5 1249 174.61 123.6 20.952 8 PVC 0.013 98.6829 3.975 4607 1204 0 487 84.9 123.6 Min. Slope 8 PVC 0.013 139.7255 3.108 4115 1106 244.91 1107 0 124.1 197.288 8 PVC 0.013 2.6927 0.035 514 755 0 757 0 125 0 8 PVC 0.013 17.5626 323.827 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 12 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 4766 1230 228.5 1229 222.79 126 4.534 8 PVC 0.013 3.9275 0.34 1257 197 4.72 198 4.21 126 0.4 6 PVC 0.013 0.1194 0.075 3703 956 25.36 955 20.78 125.7 3.643 8 Asbestos Cement 0.013 16.5389 1.598 3888 333 69.34 334 62.6 126.3 5.338 8 PVC 0.013 1.5369 0.123 748 602 0 MH-7577 0 126.5 0 8 PVC 0.013 2.2618 41.703 3934 517 27.4 262 24.37 126.2 2.401 8 PVC 0.013 11.3772 1.354 4971 1247 0 912 61.79 126.6 Min. Slope 8 PVC 0.013 0.2424 0.006 202 MH-7578 0 12 0 126.7 0 8 PVC 0.013 0.0901 1.661 4521 1190 25.25 MH-7569 0 127.2 19.852 6 PVC 0.013 0.6907 0.062 1369 MH-7436 85.76 1334 85.25 127 0.4 6 Vitrified Clay 0.013 1.3911 0.873 3896 347 56.18 335 55.74 127.1 0.346 10 PVC 0.013 28.2352 4.88 4170 1127 0 806 235.67 127 Min. Slope 8 PVC 0.013 2.0596 0.028 4503 MH-7579 0 MH-7580 0 127.1 0 8 PVC 0.013 0.0901 1.661 1702 MH-7581 0 715 234.08 127.3 Min. Slope 8 PVC 0.013 0.3761 0.005 3509 MH-7582 0 1056 0 127.9 0 8 PVC 0.013 2.4388 44.968 624 MH-7583 0 552 0 128 0 8 Asbestos Cement 0.013 2.272 41.892 2174 MH-7566 75.32 603 74.81 128.5 0.4 6 Vitrified Clay 0.013 6.5045 4.084 1401 MH-7584 0 503 0 135.8 0 6 PVC 0.013 0.899 35.698 1120 199 1.93 86 1.41 128.7 0.4 8 Asbestos Cement 0.013 15.2686 4.452 5038 MH-7585 106.9 1276 106.39 128.9 0.4 6 PVC 0.013 0.2422 0.152 3149 363 21.95 227 21.99 128.6 Min. Slope 18 Concrete 0.013 1,264.98 152.12 2784 492 83.53 494 76.41 129.2 5.509 8 PVC 0.013 3.3919 0.266 7560 1346 9.34 811 8.83 129.6 0.4 8 PVC 0.013 11.0046 3.209 1289 MH-7586 0 204 231.18 129.7 Min. Slope 8 PVC 0.013 0.3871 0.005 7817 1391 123.2 1390 121.8 129.7 1.08 8 PVC 0.013 0.3216 0.057 4635 1215 237.3 213 236.33 152 0.638 8 PVC 0.013 279.1967 64.44 SM 2 4162 MH-7588 62.72 1124 62.2 130.3 0.4 6 PVC 0.013 0.3077 0.193 6545 MH-7587 0 1325 0 130 0 6 PVC 0.013 1.9381 76.961 2621 706 0 705 0 130.1 0 8 PVC 0.013 1.9705 36.333 45 75 0 76 168.11 130.7 Min. Slope 8 PVC 0.013 0.5481 0.009 2004 MH-7589 0 458 192.87 130.4 Min. Slope 6 Asbestos Cement 0.013 2.0568 0.067 1172 107 0 116 0 131.5 0 8 Concrete 0.013 3.922 72.316 2810 723 215.47 726 210.79 131.5 3.56 8 PVC 0.013 5.5496 0.542 4972 MH-7590 0 1247 0 131.5 0 8 PVC 0.013 0.1212 2.235 867 59 0 60 62.37 131.3 Min. Slope 8 PVC 0.013 3.3816 0.09 1301 210 232.83 204 231.18 247.7 0.666 8 PVC 0.013 292.7056 66.126 SM 2 3439 967 32.63 966 29.62 131.4 2.29 8 PVC 0.013 2.1408 0.261 8072 1419 0 1267 242.47 132 Min. Slope 6 PVC 0.013 0.3871 0.011 4079 378 0 425 0 132.1 0 8 PVC 0.013 1.9238 35.472 1329 236 90.87 237 90.34 132.6 0.4 8 PVC 0.013 4.5493 1.327 3764 MH-7592 0 297 0 132.7 0 6 PVC 0.013 1.7822 70.769 1635 MH-7591 208.51 669 207.98 132.6 0.4 6 PVC 0.013 0.9004 0.565 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 13 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 3682 989 6.99 987 5.97 132.7 0.769 18 PVC 0.013 47.5079 1.149 4174 1128 203.1 415 205.41 133.1 Min. Slope 8 PVC 0.013 30.3798 4.253 1258 185 197.59 186 193 133.4 3.44 8 Asbestos Cement 0.013 81.5246 8.104 1199 183 202.43 185 197.59 133.5 3.624 8 Asbestos Cement 0.013 42.7582 4.141 430 MH-7593 0 791 100 133.2 Min. Slope 8 PVC 0.013 1.0004 0.021 2592 702 0 701 25.64 133.2 Min. Slope 8 PVC 0.013 6.6584 0.28 1292 MH-7594 0 212 0 133.8 0 6 PVC 0.013 7.8033 309.866 4004 1083 0 1082 0 133.6 0 8 PVC 0.013 11.7782 217.172 4372 MH-7562 0 1169 56.98 134.1 Min. Slope 8 PVC 0.013 2.0889 0.059 1332 243 91.4 236 90.87 134.3 0.395 8 PVC 0.013 2.4293 0.713 2368 903 22.8 529 22.09 133.9 0.53 10 Asbestos Cement 0.013 580.2009 81.031 4639 1220 96.8 1221 82.2 133.9 10.903 8 PVC 0.013 2.4634 0.138 1436 MH-7595 0 721 205.4 134 Min. Slope 8 PVC 0.013 0.2798 0.004 7661 1253 0 MH-7596 0 134.4 0 8 PVC 0.013 1.8108 33.388 4097 1447 68.68 411 68.14 134.4 0.4 6 PVC 0.013 0.2801 0.176 4044 893 5.61 871 5.07 134.5 0.4 6 Concrete 0.013 18.9612 11.905 3797 322 0 321 15.36 134.4 Min. Slope 8 PVC 0.013 14.6634 0.8 1336 MH-7597 91.95 243 91.4 135.6 0.406 6 PVC 0.013 1.7341 1.081 3892 352 74.2 351 73.66 134.5 0.4 8 PVC 0.013 21.1733 6.174 211 MH-7598 93.15 1093 92.61 135 0.4 8 PVC 0.013 2.0736 0.605 3122 904 23.82 262 23.71 135.2 0.081 18 Concrete 0.013 1,182.29 87.919 2127 486 98.91 1204 84.9 135.2 10.365 8 PVC 0.013 138.4991 7.932 2553 692 0 691 116.38 135.5 Min. Slope 8 PVC 0.013 3.1706 0.063 415 MH-7599 0 93 204.2 135.7 Min. Slope 6 Concrete 0.013 2.0904 0.068 1711 374 0 654 0 135.7 0 8 PVC 0.013 5.3108 97.923 6242 1287 0 211 233.2 135.6 Min. Slope 8 0.013 2.2328 0.031 7806 1386 204.68 1067 186.17 136 13.61 8 PVC 0.013 0.7617 0.038 2785 18 109.67 MH-7540 0 136 80.635 8 PVC 0.013 3.596 0.074 912 69 16.38 64 16.22 136.3 0.117 30 Concrete 0.013 3,786.37 60.038 3012 806 235.67 85 234.13 136.1 1.131 8 PVC 0.013 3.9578 0.686 807 514 0 520 0 136.5 0 8 PVC 0.013 6.2179 114.649 3784 382 72.53 MH-7360 64.36 136.4 5.987 6 Vitrified Clay 0.013 5.5126 0.895 1163 1339 227.86 176 223.4 136.6 3.264 8 PVC 0.013 136.2466 13.906 2809 724 218.49 723 215.47 136.2 2.217 8 PVC 0.013 4.1451 0.513 517 417 202.86 419 200.5 136.9 1.724 8 PVC 0.013 98.4031 13.819 2801 MH-7601 0 435 0 136.6 0 6 PVC 0.013 1.1214 44.529 2371 228 0 529 22.09 136.9 Min. Slope 8 PVC 0.013 1.8265 0.084 4076 1095 55.55 336 55 137.7 0.4 8 PVC 0.013 3.4086 0.994 6024 1283 253.1 1060 248.38 137.9 3.423 8 PVC 0.013 2.0497 0.204 1974 727 219.47 431 218.45 146.3 0.697 8 PVC 0.013 123.9409 27.365 2151 503 0 248 24.9 137.7 Min. Slope 8 Asbestos Cement 0.013 1.9201 0.083 6262 1292 0 441 174.03 137.8 Min. Slope 8 PVC 0.013 2.8434 0.047 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 14 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 2032 80 0 81 0 138.2 0 8 PVC 0.013 4.5927 84.683 6297 MH-7602 0 807 0 138 0 6 PVC 0.013 1.1585 46.003 6433 1313 212.57 MH-7389 0 138.1 153.953 8 PVC 0.013 1.1192 0.017 595 50 0 35 205.6 138.5 Min. Slope 8 PVC 0.013 4.1225 0.062 3442 MH-7603 0 963 16.79 138.5 Min. Slope 6 PVC 0.013 0.7884 0.09 5291 1274 43.5 364 33.4 138.6 7.29 6 Vitrified Clay 0.013 6.3124 0.928 4336 MH-7604 0 1159 34.13 138.8 Min. Slope 8 PVC 0.013 0.1472 0.005 902 62 0 617 254.05 138.6 Min. Slope 8 PVC 0.013 0.5158 0.007 1977 375 232.16 371 231.48 139.1 0.489 8 PVC 0.013 1.2528 0.33 4638 1221 82.2 941 61 139 15.247 8 PVC 0.013 2.6242 0.124 7066 624 0 1325 0 139.4 0 6 Concrete 0.013 2.0059 79.654 2191 528 0 363 0 140.1 0 6 Concrete 0.013 31.2493 1,240.90 2625 707 0 689 0 140.2 0 8 PVC 0.013 3.3098 61.027 7121 175 232.45 1339 227.86 140.6 3.265 8 PVC 0.013 134.5443 13.73 3788 MH-7607 0 313 0 140.6 0 6 Concrete 0.013 1.3875 55.097 4615 1206 202.4 MH-7462 0 140.6 143.905 8 PVC 0.013 8.8469 0.136 809 520 0 524 0 140.6 0 8 PVC 0.013 8.0909 149.184 3400 MH-7606 0 949 37.79 140.4 Min. Slope 8 PVC 0.013 0.7488 0.027 2274 MH-7610 0 MH-7323 0 140.9 0 6 Concrete 0.013 11.8245 469.547 1210 194 33.76 195 33.2 141 0.4 8 PVC 0.013 6.7753 1.975 3260 877 162.38 882 71.71 141 64.326 6 Vitrified Clay 0.013 51.8626 2.568 1433 MH-7608 51.18 778 50.62 140.7 0.4 8 PVC 0.013 0.8818 0.257 1876 1123 52.04 496 37.5 141.2 10.298 6 PVC 0.013 0.9509 0.118 2350 MH-7609 135.73 614 135.17 140.8 0.4 6 Vitrified Clay 0.013 0.9224 0.579 1379 MH-7548 0 369 219.22 141.4 Min. Slope 8 PVC 0.013 3.5668 0.053 4495 MH-7611 0 1185 210.84 141.4 Min. Slope 8 PVC 0.013 0.7004 0.011 6613 MH-7612 0 1327 144.9 141.8 Min. Slope 8 PVC 0.013 0.0901 0.002 8081 1420 237.45 1288 0 142 167.169 8 PVC 0.013 0.7742 0.011 2057 1328 3.62 1385 3.22 141.8 0.28 10 Vitrified Clay 0.013 47.1786 9.067 6435 1314 207.55 1316 204.4 141.7 2.223 8 PVC 0.013 3.3394 0.413 6340 1308 0 584 0 142.1 0 8 PVC 0.013 1.2276 22.634 2241 666 254.78 668 230.02 143.3 17.283 6 Vitrified Clay 0.013 3.6654 0.35 751 MH-7613 0 572 0 143 0 6 PVC 0.013 1.2404 49.257 2552 691 0 580 0 143.2 0 8 Concrete 0.013 5.1672 95.275 2613 1213 50.37 704 28.34 143.6 15.344 8 PVC 0.013 3.2659 0.154 4550 1198 105.51 878 104.94 143.7 0.4 6 Vitrified Clay 0.013 2.4397 1.532 3614 939 0 940 31.03 143.9 Min. Slope 8 PVC 0.013 4.6123 0.183 489 756 249.53 758 249.26 145 0.186 8 PVC 0.013 14.6361 6.254 4502 MH-7580 0 12 0 144.5 0 8 PVC 0.013 0.1802 3.323 4518 397 106.81 MH-7277 95.28 145 7.954 6 Vitrified Clay 0.013 2.8916 0.407 2281 627 0 384 0 144.8 0 8 PVC 0.013 4.7356 87.317 2119 434 0 441 174.03 145.5 Min. Slope 8 PVC 0.013 101.7636 1.716 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 15 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 2184 560 89.67 555 83.23 145.6 4.424 6 Concrete 0.013 0.8729 0.165 4999 MH-7615 0 1248 0 145.7 0 8 PVC 0.013 0.8735 16.106 3119 360 29.36 361 28.78 145.8 0.4 8 PVC 0.013 3.0478 0.889 6292 1299 0 840 201.29 145.6 Min. Slope 8 PVC 0.013 10.3386 0.162 4700 1223 253.1 1222 245.52 146.1 5.189 8 PVC 0.013 1.3156 0.106 1145 121 178.65 122 177.84 146 0.555 8 Concrete 0.013 1.1574 0.287 2051 1381 2.49 764 1.9 148.4 0.4 6 Concrete 0.013 1.5953 1.002 3438 966 29.62 968 27.14 146 1.699 8 PVC 0.013 4.0851 0.578 749 MH-7577 0 591 0 146.6 0 4 Asbestos Cement 0.013 3.878 454.02 2419 587 0 588 0 146.2 0 6 Concrete 0.013 1.9295 76.618 3630 974 0 973 27.56 146.2 Min. Slope 8 PVC 0.013 0.6504 0.028 7589 1362 250.5 1363 249.9 146.3 0.41 8 PVC 0.013 107.7044 31.007 2279 539 0 538 0 146.3 0 8 PVC 0.013 7.7099 142.159 2847 800 255.05 802 251.55 146.5 2.389 8 PVC 0.013 5.201 0.62 6077 1248 0 1284 0 146.9 0 8 PVC 0.013 2.7266 50.275 2230 749 0 748 0 146.9 0 8 Concrete 0.013 0.9102 16.783 164 MH-7511 0 589 0 147 0 8 PVC 0.013 22.2744 410.707 3139 543 20.59 905 20.22 147 0.252 8 Asbestos Cement 0.013 4.8478 1.782 2293 412 232.96 410 232.39 146.7 0.388 8 PVC 0.013 7.0962 2.099 2248 MH-7559 0 615 0 146.8 0 8 Concrete 0.013 5.3465 98.582 260 MH-7487 0 21 0 146.9 0 8 PVC 0.013 2.1899 40.378 7464 MH-7616 0 486 98.91 147 Min. Slope 8 PVC 0.013 0.7659 0.017 1994 MH-7617 0 506 0 147 0 8 PVC 0.013 0.8757 16.148 2448 MH-7555 161.53 658 160.95 147.2 0.4 6 Vitrified Clay 0.013 5.4039 3.392 838 MH-7618 0 701 25.64 147.8 Min. Slope 6 PVC 0.013 1.1654 0.111 5072 MH-7351 0 549 0 147.9 0 8 PVC 0.013 0.8361 15.416 1350 743 0 311 0 147.5 0 8 Concrete 0.013 0.9747 17.972 2306 433 0 432 219.23 147.6 Min. Slope 8 Asbestos Cement 0.013 0.3761 0.006 2084 379 0 1275 148.98 148.3 Min. Slope 6 Concrete 0.013 0.9539 0.038 2983 754 0 802 251.55 148.3 Min. Slope 8 PVC 0.013 1.4582 0.021 1765 MH-7619 0 464 0 148 0 6 PVC 0.013 0.5543 22.012 1198 181 207.93 183 202.43 148.4 3.705 8 Asbestos Cement 0.013 5.2306 0.501 2146 361 28.78 842 14.96 148.9 9.284 8 PVC 0.013 3.3017 0.2 1256 196 4.14 201 3.54 148.8 0.4 8 Asbestos Cement 0.013 12.7108 3.706 509 MH-7349 1.75 792 1.42 148.6 0.22 12 Vitrified Clay 0.013 73.0363 9.737 6953 788 0 1058 198.66 148.6 Min. Slope 8 Asbestos Cement 0.013 9.0627 0.145 5424 1150 0 1333 0 149 0 6 Concrete 0.013 2.7085 107.552 4118 MH-7620 0 1105 260.05 149.1 Min. Slope 8 PVC 0.013 0.1417 0.002 1330 237 90.33 238 89.74 148.6 0.4 8 PVC 0.013 6.3205 1.843 1138 133 165.9 132 0 149.1 111.233 8 Concrete 0.013 144.8836 2.533 2474 MH-7622 0 789 209.04 149.6 Min. Slope 8 PVC 0.013 1.4606 0.023 1367 MH-7624 118.84 1239 118.24 149.7 0.4 6 Vitrified Clay 0.013 2.9793 1.871 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 16 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 3551 920 21.72 1001 21.3 149.5 0.281 10 Asbestos Cement 0.013 73.3974 14.084 5018 MH-7623 62.8 1124 62.2 149.7 0.4 6 PVC 0.013 0.1381 0.087 2337 633 187.49 638 186.89 150.2 0.4 6 PVC 0.013 1.0133 0.636 2250 MH-7625 0 589 0 150 0 6 Concrete 0.013 1.0623 42.185 630 MH-7626 0 MH-7400 0 150.5 0 6 PVC 0.013 1.301 51.662 7684 1378 238.6 1215 237.3 336.7 0.386 8 PVC 0.013 248.2191 73.653 SM 2 4444 MH-7337 38.59 MH-7469 11.98 152 17.505 6 Vitrified Clay 0.013 14.3028 1.357 3829 327 0 294 0 152.2 0 8 PVC 0.013 8.2714 152.512 3362 913 30.43 942 30.16 152.2 0.177 12 PVC 0.013 83.1805 12.35 973 MH-7629 0 137 0 151.9 0 6 Asbestos Cement 0.013 1.5494 61.525 798 MH-7534 235.75 790 235.75 152.4 0 8 PVC 0.013 3.8485 70.96 3819 326 0 319 24.41 152 Min. Slope 8 PVC 0.013 1.2839 0.059 1144 105 195.1 111 181.73 153.2 8.728 8 Concrete 0.013 1.1289 0.07 4225 1142 10.62 1141 10.23 152.7 0.255 30 PVC 0.013 3,862.89 41.52 5881 1281 0 124 191.96 153 Min. Slope 8 PVC 0.013 0.5824 0.01 6341 MH-7630 0 1308 0 153.4 0 8 PVC 0.013 0.3188 5.878 1010 89 76.98 194 76.37 153.6 0.4 8 PVC 0.013 3.4217 0.998 4461 1179 25.69 1178 23.98 153.4 1.115 8 PVC 0.013 3.5436 0.619 7 838 0 839 0 153.9 0 8 PVC 0.013 28.7696 530.468 2249 610 0 615 0 154 0 6 Concrete 0.013 1.3578 53.917 3542 957 35.19 956 25.36 153.7 6.394 8 Asbestos Cement 0.013 15.0429 1.097 623 MH-7631 9.66 762 9.04 153.9 0.4 8 PVC 0.013 10.4085 3.034 4451 MH-7632 0 1177 111.73 154.1 Min. Slope 8 PVC 0.013 1.0735 0.023 2160 MH-7253 65.64 650 65.03 154.7 0.4 6 Vitrified Clay 0.013 1.1544 0.725 2414 MH-7633 0 526 0 154.5 0 8 PVC 0.013 2.6577 49.005 4099 MH-7634 68.76 411 68.14 154.7 0.4 6 PVC 0.013 0.0597 0.037 4586 MH-7635 169.77 1201 169.15 155 0.4 6 PVC 0.013 0.2761 0.173 203 12 0 13 0 155.4 0 8 PVC 0.013 1.4291 26.35 805 550 0 545 0 155.3 0 8 PVC 0.013 4.1226 76.014 3123 733 202.85 788 198.66 155.2 2.7 8 Asbestos Cement 0.013 5.9323 0.666 7819 1389 120.3 1388 119.5 156.1 0.512 8 PVC 0.013 0.6432 0.166 4443 MH-7636 0 MH-7419 0 156.2 0 6 PVC 0.013 1.2708 50.462 439 145 150.77 146 148.88 156.3 1.209 8 Concrete 0.013 0.7999 0.134 4236 700 164.16 1144 158.3 156.5 3.744 6 Vitrified Clay 0.013 1.3356 0.274 1131 91 0 92 205.7 157.1 Min. Slope 8 Concrete 0.013 0.4855 0.008 120 37 186.5 636 185.87 157.2 0.4 8 PVC 0.013 2.7103 0.79 2286 562 0 557 0 157.8 0 8 PVC 0.013 0.9493 17.503 3681 1050 60.71 946 60.11 157.3 0.381 8 PVC 0.013 3.8637 1.153 7586 1351 259.6 1357 258.8 157.6 0.508 8 PVC 0.013 104.6406 27.081 4767 1229 222.79 1212 204 158 11.896 8 PVC 0.013 4.4347 0.237 2798 435 0 235 0 158.6 0 8 PVC 0.013 1.5712 28.971 2215 MH-7637 61.09 1234 60.46 158.5 0.4 6 Vitrified Clay 0.013 17.453 10.958 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 17 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 5192 1267 242.47 1266 240.91 159.2 0.98 8 PVC 0.013 122.2076 22.762 3227 871 5.07 900 4.44 159.1 0.4 6 Concrete 0.013 19.0042 11.932 3966 208 235.01 211 233.2 342.9 0.528 8 PVC 0.013 289.3047 73.426 SM 2 518 415 205.41 417 202.86 160 1.594 8 PVC 0.013 98.1233 14.332 2229 598 0 747 0 159.6 0 6 Concrete 0.013 0.5616 22.299 25 MH-7402 0 44 224.58 160.4 Min. Slope 6 PVC 0.013 0.8962 0.03 6240 1289 0 1288 0 160 0 8 0.013 0.6844 12.619 1710 MH-7638 0 374 0 160 0 6 PVC 0.013 0.7683 30.508 7081 801 0 753 250.23 160.9 Min. Slope 8 PVC 0.013 3.8151 0.056 989 MH-7639 0 182 209.5 160.9 Min. Slope 8 PVC 0.013 1.1383 0.018 3159 225 33.31 226 32.76 161.5 0.34 12 Asbestos Cement 0.013 9.151 0.981 1202 MH-7495 0 184 0 161.4 0 8 PVC 0.013 35.5975 656.363 360 MH-7641 0 34 248.19 161.6 Min. Slope 8 PVC 0.013 0.943 0.014 3599 MH-7640 0 265 0 161.5 0 6 PVC 0.013 1.8141 72.035 3471 980 11.89 926 11.48 162.3 0.253 8 Asbestos Cement 0.013 38.3059 14.051 1721 MH-7643 0 420 204.32 162.4 Min. Slope 6 PVC 0.013 1.9404 0.069 2827 714 229.99 715 229.22 162 0.475 8 PVC 0.013 117.9902 31.556 3249 MH-7442 74.78 884 74.13 162.1 0.4 6 Vitrified Clay 0.013 5.4204 3.404 2807 716 215.84 719 215.05 162.6 0.486 8 PVC 0.013 268.482 71.03 27 44 0 45 222.17 162.4 Min. Slope 8 PVC 0.013 1.6484 0.026 2362 MH-7644 0 MH-7871 0 169.1 0 6 PVC 0.013 1.549 61.509 4001 1082 0 1077 0 164.5 0 8 PVC 0.013 12.0318 221.848 917 66 17 67 16.7 164.1 0.183 30 PVC 0.013 3,737.77 47.495 7585 1348 263.2 1356 262.1 164.7 0.668 8 PVC 0.013 103.1362 23.269 1072 198 4.21 201 3.54 167.6 0.4 6 PVC 0.013 0.1791 0.112 4460 MH-7648 0 1180 34.8 164.8 Min. Slope 1 PVC 0.013 0.1472 1.512 2307 432 219.23 431 218.45 164.8 0.473 8 Asbestos Cement 0.013 10.5507 2.827 1180 112 197.86 114 194.7 164.8 1.917 8 Concrete 0.013 236.925 31.551 3195 865 0.69 1408 0.03 165.2 0.4 8 PVC 0.013 2.6723 0.78 4157 MH-7650 0 1122 0 165.8 0 8 PVC 0.013 0.938 17.296 1847 MH-7649 0 420 204.32 165.3 Min. Slope 6 PVC 0.013 0.3932 0.014 1269 186 193 187 186.1 165.8 4.161 8 Concrete 0.013 89.5317 8.093 2070 MH-7651 240.05 78 239.39 166 0.4 8 PVC 0.013 0.8366 0.244 2292 534 0 533 0 165.5 0 8 PVC 0.013 20.774 383.042 1158 149 156.42 147 148.49 165.6 4.789 8 Concrete 0.013 1.0653 0.09 3121 248 24.9 901 24.5 165.9 0.241 18 Concrete 0.013 1,179.58 50.957 2114 401 234.64 404 234.07 166.3 0.343 8 PVC 0.013 57.9457 18.252 2620 705 0 549 0 165.8 0 8 PVC 0.013 2.6593 49.033 2466 629 132.17 630 142.13 166.2 Min. Slope 6 Vitrified Clay 0.013 4.1973 0.681 5191 1268 243.27 1267 242.47 166.6 0.48 8 PVC 0.013 121.4334 32.315 4416 1284 0 1176 179 166.7 Min. Slope 8 PVC 0.013 4.4016 0.078 2741 626 0 385 0 166.3 0 8 PVC 0.013 3.7086 68.381 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 18 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 7982 494 76.41 1400 48.54 166.9 16.703 8 PVC 0.013 5.0028 0.226 513 791 100 779 49.54 166.9 30.226 8 PVC 0.013 3.889 0.13 2297 445 210.15 444 209.12 166.7 0.618 8 PVC 0.013 23.5136 5.516 2970 797 0 798 0 167.2 0 8 PVC 0.013 8.56 157.834 6118 1286 26.17 947 22.22 167.9 2.352 8 PVC 0.013 84.7275 10.186 2328 656 126.67 660 126 167.7 0.4 8 PVC 0.013 38.2057 11.138 3019 MH-7652 77.74 822 77.07 168 0.4 6 PVC 0.013 1.7564 1.103 4139 MH-7653 0 26 0 168.3 0 8 PVC 0.013 1.6041 29.576 1189 155 130.39 159 117.39 168.6 7.712 8 Concrete 0.013 250.6274 16.641 6887 711 230.34 1337 222.88 169 4.414 8 PVC 0.013 257.1786 22.57 402 MH-7655 0 1115 0 169.2 0 8 PVC 0.013 1.2115 22.338 4238 MH-7654 0 1145 0 168.8 0 6 PVC 0.013 0.7938 31.52 2108 400 0 401 236.76 168.9 Min. Slope 8 PVC 0.013 23.7849 0.37 5024 1252 0 1253 0 169.6 0 8 PVC 0.013 1.531 28.229 4487 1184 0 713 231.68 169.2 Min. Slope 8 PVC 0.013 2.2938 0.036 3615 942 30.16 1286 26.17 169.8 2.349 8 PVC 0.013 83.3413 10.026 2278 542 0 539 0 169.4 0 8 PVC 0.013 7.444 137.255 7998 MH-7311 229.72 1318 229.04 169.9 0.4 6 Vitrified Clay 0.013 0.8405 0.528 4268 MH-7657 130.41 1425 129.73 170.2 0.4 6 PVC 0.013 0.4608 0.289 2294 424 230.12 423 229.23 169.9 0.524 8 PVC 0.013 13.3278 3.395 1550 MH-7343 0 844 193.76 170.2 Min. Slope 8 PVC 0.013 1.0797 0.019 3648 MH-7463 0 973 27.56 170.6 Min. Slope 8 PVC 0.013 1.8871 0.087 73 1282 107.78 579 107.1 170.2 0.4 6 Concrete 0.013 2.119 1.331 3726 MH-7658 0 968 27.14 171.1 Min. Slope 6 PVC 0.013 2.0286 0.202 4571 MH-7659 0 736 30.7 171.3 Min. Slope 8 PVC 0.013 0.9125 0.04 7079 512 0 23 0 170.9 0 8 PVC 0.013 4.1523 76.563 1686 MH-7660 0 613 0 171.5 0 8 PVC 0.013 1.3919 25.665 3034 813 8.38 812 7.69 171.9 0.4 8 PVC 0.013 21.5922 6.294 3776 305 0 306 0 171.3 0 8 Concrete 0.013 10.0796 185.852 4459 1180 34.8 1179 25.69 171.6 5.309 8 PVC 0.013 0.6209 0.05 2804 1337 0 712 222.88 172 Min. Slope 8 PVC 0.013 258.5128 4.187 2263 MH-7662 0 584 0 172 0 6 Concrete 0.013 1.2624 50.128 6530 MH-7661 126.21 1324 125.52 171.7 0.4 6 Vitrified Clay 0.013 0.3437 0.216 440 MH-7663 0 88 224.56 172.6 Min. Slope 8 PVC 0.013 1.4014 0.023 4902 1242 236.4 MH-7437 0 172.8 136.828 8 PVC 0.013 0.9575 0.015 2143 779 49.54 780 28.78 173.3 11.977 8 PVC 0.013 5.3636 0.286 1164 218 224.89 177 223.55 173.4 0.773 8 PVC 0.013 21.3289 4.474 3749 MH-7664 0 307 0 177.6 0 6 PVC 0.013 1.2454 49.456 1167 101 214.9 100 213.24 173 0.96 8 Concrete 0.013 203.1515 38.238 4498 MH-7665 0 1186 136.12 174.7 Min. Slope 6 PVC 0.013 0.9864 0.044 1147 122 177.84 127 176.8 244.8 0.425 8 Concrete 0.013 368.1441 104.138 SM 3 4690 MH-7666 0 1191 111.58 175.1 Min. Slope 6 PVC 0.013 1.0858 0.054 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 19 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 2282 MH-7667 0 385 0 175.3 0 8 PVC 0.013 0.874 16.116 1366 MH-7433 85.8 896 85.1 175.6 0.4 8 Vitrified Clay 0.013 111.877 32.613 3611 357 32.63 356 31.83 175.4 0.456 12 PVC 0.013 60.1587 5.571 804 559 0 550 0 175.9 0 8 PVC 0.013 3.5895 66.184 6889 712 222.88 1338 215.84 176 4 8 PVC 0.013 263.3902 24.283 3055 816 5.68 823 2.57 175.6 1.77 8 PVC 0.013 56.6741 7.855 2332 644 127.38 656 126.67 176.5 0.4 8 PVC 0.013 27.4618 8.007 963 822 77.07 194 76.37 176.1 0.4 8 PVC 0.013 2.5276 0.737 4609 1208 224.51 1210 212.28 176.1 6.944 8 PVC 0.013 1.3163 0.092 4008 1081 0 1080 0 176.9 0 8 PVC 0.013 4.5982 84.783 1152 141 0 140 161.24 176.8 Min. Slope 8 Concrete 0.013 0.3871 0.007 1934 MH-7668 0 80 0 176.9 0 8 PVC 0.013 0.9323 17.19 4141 1102 112.27 819 90.93 177.4 12.027 6 PVC 0.013 0.8959 0.103 4457 1182 35.04 1181 27.15 177.7 4.441 8 PVC 0.013 1.4111 0.123 3289 MH-7553 0 997 0 177.2 0 8 Asbestos Cement 0.013 3.0793 56.777 520 590 99 583 87.42 177.8 6.513 6 Vitrified Clay 0.013 3.7482 0.583 1347 744 0 313 0 177.6 0 8 Concrete 0.013 1.0008 18.453 2239 MH-7671 257.09 653 256.38 178 0.4 6 Vitrified Clay 0.013 0.043 0.027 622 MH-7669 0 492 83.53 177.7 Min. Slope 8 PVC 0.013 1.4125 0.038 427 87 142.64 157 123.66 178.3 10.646 8 PVC 0.013 1.0101 0.057 3907 MH-7670 92.99 345 92.28 177.9 0.4 8 PVC 0.013 1.2069 0.352 6272 MH-7672 188.34 1293 187.63 178 0.4 6 PVC 0.013 0.7822 0.491 2932 805 260.23 795 260.37 178.5 Min. Slope 8 PVC 0.013 0.903 0.594 1261 129 0 126 137.95 178.6 Min. Slope 8 PVC 0.013 13.1826 0.277 6318 MH-7673 0 1306 227.09 178.5 Min. Slope 8 PVC 0.013 0.6989 0.011 3777 311 0 309 0 179 0 8 Concrete 0.013 1.8019 33.225 2476 1110 178.9 461 175.47 178.5 1.921 8 PVC 0.013 4.2153 0.561 4002 1085 0 1084 0 178.8 0 8 PVC 0.013 1.6168 29.812 7844 MH-7674 5.36 1395 4.64 179 0.4 8 PVC 0.013 0.2761 0.08 2183 555 83.23 554 66.74 178.9 9.217 6 Concrete 0.013 8.8296 1.155 803 568 0 559 0 179.7 0 8 PVC 0.013 2.5517 47.05 2233 742 0 741 0 179.7 0 8 Concrete 0.013 1.1811 21.777 4551 MH-7677 106.23 1198 105.51 179.8 0.4 6 PVC 0.013 0.2298 0.144 2003 MH-7675 0 495 100.19 179.5 Min. Slope 8 PVC 0.013 1.6867 0.042 1605 MH-7676 0 408 232.78 179.7 Min. Slope 8 PVC 0.013 2.2006 0.036 1328 239 89.01 241 82.76 180.5 3.464 8 PVC 0.013 7.0874 0.702 3969 168 232.2 166 233.24 180.4 Min. Slope 8 PVC 0.013 2.6464 0.643 4391 MH-7543 0 1172 0 181.1 0 6 PVC 0.013 0.3216 12.771 2284 MH-7678 0 567 0 181.8 0 8 PVC 0.013 0.1472 2.714 3436 976 0 980 11.89 182 Min. Slope 6 Vitrified Clay 0.013 1.384 0.215 4569 MH-7679 0 245 31.7 182.6 Min. Slope 8 PVC 0.013 0.4754 0.021 2790 MH-7680 188.23 MH-7681 187.49 183.1 0.4 6 Concrete 0.013 1.9245 1.208 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 20 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 1331 238 89.74 239 89.01 183.1 0.399 8 PVC 0.013 6.4813 1.893 4428 MH-7682 1.47 870 0.73 183.2 0.4 8 PVC 0.013 1.5911 0.464 3430 MH-7490 0 272 0 183.1 0 8 PVC 0.013 0.7156 13.194 405 1117 0 1118 0 182.4 0 8 PVC 0.013 0.7585 13.986 4785 MH-7683 0 1212 204 183.7 Min. Slope 8 PVC 0.013 0.1915 0.003 433 MH-7684 0 137 0 184 0 6 PVC 0.013 0.4238 16.831 3926 1285 12.17 910 10.89 184 0.696 10 PVC 0.013 124.005 15.12 3129 541 20.24 252 19.72 184 0.283 10 Concrete 0.013 88.3963 16.911 125 MH-7685 239.24 25 237.34 184.1 1.032 8 PVC 0.013 0.9884 0.179 1023 188 0 189 0 184.2 0 8 PVC 0.013 30.9277 570.26 3449 221 39.44 231 38.29 184.8 0.622 10 PVC 0.013 59.003 7.607 5105 1263 0 483 87.05 185.2 Min. Slope 6 Concrete 0.013 7.6349 0.442 1768 502 0 508 0 185.2 0 8 Asbestos Cement 0.013 13.8065 254.57 625 552 0 546 0 185.5 0 8 Asbestos Cement 0.013 3.6956 68.142 3051 830 5.74 831 5 185.5 0.4 8 Asbestos Cement 0.013 204.2016 59.53 3598 266 0 267 0 185.3 0 6 Concrete 0.013 0.3591 14.259 6264 1290 0 1292 0 186.2 0 8 PVC 0.013 1.8607 34.308 4171 MH-7686 0 1127 0 186.4 0 6 PVC 0.013 1.1418 45.341 1166 202 216.89 101 214.9 186.5 1.067 8 Concrete 0.013 1.1578 0.207 2802 709 238.29 710 234.93 186.6 1.801 8 PVC 0.013 251.9904 34.626 4116 1156 0 1106 244.91 186.6 Min. Slope 8 PVC 0.013 1.8863 0.03 2288 547 0 1148 0 187 0 8 PVC 0.013 2.2233 40.994 865 MH-7687 0 59 72.38 187.2 Min. Slope 8 PVC 0.013 0.8355 0.025 2803 710 234.93 711 230.34 187.4 2.449 8 PVC 0.013 255.533 30.106 4181 1133 227.8 1132 225.7 187.6 1.12 8 PVC 0.013 11.6834 2.036 30 MH-7688 0 190 171.7 187.4 Min. Slope 6 PVC 0.013 0.4475 0.019 7635 1367 49.42 1368 47.44 188.7 1.049 8 PVC 0.013 1.3904 0.25 6982 MH-7690 41.83 1406 41.07 188.7 0.4 8 Vitrified Clay 0.013 0.0731 0.021 1149 MH-7689 0 134 167.93 188.6 Min. Slope 6 PVC 0.013 2.0426 0.086 4341 1160 31.2 MH-7500 0 189.2 16.492 8 PVC 0.013 5.1334 0.233 3796 324 0 322 16.48 188.7 Min. Slope 8 PVC 0.013 8.8316 0.551 4334 MH-7691 0 1158 43.3 189.3 Min. Slope 6 PVC 0.013 2.6408 0.219 4161 1124 62.2 1123 52.04 189.8 5.354 6 PVC 0.013 0.8912 0.153 8094 1496 116.62 1424 115.86 189.8 0.4 8 PVC 0.013 0.6143 0.179 1187 150 153.74 152 145.37 190.4 4.397 8 Concrete 0.013 249.568 21.946 4363 1167 249.1 1166 247.99 189.4 0.586 8 PVC 0.013 0.9811 0.236 2467 MH-7692 132.99 629 132.17 204 0.4 6 Vitrified Clay 0.013 0.4228 0.265 1426 MH-7693 29.54 780 28.78 190 0.4 8 PVC 0.013 1.5851 0.462 3830 294 0 328 0 190.7 0 8 PVC 0.013 8.9702 165.396 2210 681 105.09 263 102.77 191 1.215 6 PVC 0.013 10 3.603 6431 1311 214.57 1312 213.62 191.5 0.496 8 PVC 0.013 0.5596 0.146 1123 170 213.9 171 212.59 191.2 0.685 8 Concrete 0.013 24.3379 5.421 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 21 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 1116 98 0 126 137.95 191.8 Min. Slope 8 PVC 0.013 1.4501 0.032 7592 1359 256 1360 255.1 191.6 0.47 8 PVC 0.013 106.156 28.563 2734 274 23.79 273 23.25 192 0.281 10 Concrete 0.013 58.8109 11.277 5249 MH-7696 4.18 876 3.4 194.2 0.4 6 Vitrified Clay 0.013 0.1715 0.108 1948 MH-7697 0 773 0 193 0 8 PVC 0.013 1.1057 20.387 2253 622 0 612 0 192.9 0 8 PVC 0.013 2.2508 41.502 7682 1374 240.8 1378 238.6 192.5 1.143 8 PVC 0.013 1.9012 0.328 4289 1107 0 1108 0 192.7 0 8 PVC 0.013 4.4436 81.933 7456 MH-7292 0 68 0 192.7 0 8 Asbestos Cement 0.013 24.1695 445.65 2156 509 33.34 517 27.4 193.5 3.07 6 PVC 0.013 9.9411 2.253 3972 1072 0 578 0 193.6 0 6 Concrete 0.013 4.545 180.482 3520 977 35.66 978 0 193.2 18.455 8 PVC 0.013 2.2183 0.095 2433 613 0 1264 0 193.4 0 6 Concrete 0.013 15.9551 633.569 3382 915 37.3 967 32.63 193.7 2.411 8 PVC 0.013 0.7136 0.085 1188 152 145.37 155 130.39 194.4 7.704 8 Concrete 0.013 250.2404 16.623 3150 262 23.71 522 23.41 194.6 0.154 18 Concrete 0.013 1,195.41 64.575 4122 1109 253.42 57 0 194.9 130.004 8 PVC 0.013 3.474 0.056 3405 MH-7698 0 977 35.66 195.1 Min. Slope 8 PVC 0.013 0.4798 0.021 6306 154 126.8 156 124.8 194.9 1.026 8 PVC 0.013 5.5407 1.009 7681 1373 242.7 1374 240.8 195.2 0.974 8 PVC 0.013 1.5141 0.283 3106 1065 253.49 1061 245.38 196 4.138 8 PVC 0.013 3.1991 0.29 3270 889 2.38 891 1.6 196.1 0.4 8 Asbestos Cement 0.013 4.0572 1.183 1171 106 212.61 107 0 196 108.498 8 Concrete 0.013 1.457 0.026 4901 1240 236 MH-7367 0 195.9 120.476 8 PVC 0.013 0.7979 0.013 2739 MH-7399 0 515 0 196 0 6 PVC 0.013 2.2984 91.267 4796 MH-7699 0 1233 165.9 197 Min. Slope 6 PVC 0.013 1.6961 0.073 3409 MH-7274 0 943 45.91 197.4 Min. Slope 6 PVC 0.013 0.3603 0.03 1478 MH-7700 92.25 679 91.46 197.7 0.4 8 PVC 0.013 3.0452 0.888 4329 MH-7701 0 730 199.65 198.2 Min. Slope 6 Concrete 0.013 1.3928 0.055 4239 MH-7425 0 599 0 198.1 0 6 Concrete 0.013 1.2264 48.698 6654 MH-7702 0 1330 146.72 198.3 Min. Slope 6 Vitrified Clay 0.013 0.5128 0.024 2848 799 0 800 255.05 198.4 Min. Slope 8 PVC 0.013 0.903 0.015 2357 MH-7480 0 564 0 198.9 0 6 Asbestos Cement 0.013 1.9105 75.866 4180 1132 225.7 1131 218.5 199 3.617 8 PVC 0.013 15.8269 1.534 3443 MH-7703 0 917 30.66 199.2 Min. Slope 8 PVC 0.013 0.3999 0.019 2423 250 0 261 22.82 198.9 Min. Slope 8 PVC 0.013 15.2915 0.832 3194 868 1.49 865 0.69 199.5 0.401 8 PVC 0.013 2.0832 0.607 3889 334 62.6 349 61.8 199.4 0.4 8 PVC 0.013 2.232 0.651 3897 335 55.74 336 55 199.4 0.371 10 PVC 0.013 28.396 4.74 943 840 201.29 77 0 200.1 100.597 8 PVC 0.013 279.5728 5.14 2100 759 0 760 248.56 199.8 Min. Slope 8 PVC 0.013 1.495 0.025 1165 177 217.98 101 214.9 199.8 1.542 8 Concrete 0.013 200.6757 29.801 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 22 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 1141 109 0 110 0 200 0 8 Concrete 0.013 2.4874 45.864 429 MH-7705 0 1109 253.42 200.5 Min. Slope 8 PVC 0.013 2.545 0.042 3001 MH-7704 0 807 0 200.2 0 6 PVC 0.013 2.3875 94.805 3816 308 0 310 0 200.3 0 8 Concrete 0.013 0.5041 9.295 3278 MH-7706 67.71 874 66.91 200.8 0.4 6 Vitrified Clay 0.013 1.0376 0.652 4281 MH-7708 0 1151 10.62 201.4 Min. Slope 8 PVC 0.013 0.4298 0.035 8071 1417 242.24 1418 240.14 200.9 1.045 8 0.013 0.7742 0.14 1194 160 116 161 109.03 273 2.553 8 Concrete 0.013 792.8289 91.484 SM 3 617 585 70.46 MH-7341 13.16 201.5 28.441 6 PVC 0.013 6.6403 0.494 3936 MH-7707 5.52 197 4.72 201.3 0.4 6 PVC 0.013 0.0597 0.037 2287 557 0 547 0 201.9 0 8 PVC 0.013 1.4824 27.333 4948 1244 62.89 349 61.8 202.1 0.539 8 PVC 0.013 1.8494 0.464 820 485 132.79 488 117.9 202.6 7.348 8 PVC 0.013 326.6684 22.22 7983 1401 74.5 1397 66.95 203 3.719 8 0.013 1.5375 0.147 2065 558 65.29 563 65.25 203 0.02 6 Concrete 0.013 9.8378 27.83 6668 MH-7428 98.23 1336 97.42 203 0.4 6 Vitrified Clay 0.013 0.2477 0.156 4224 1141 10.23 1140 9.28 202.8 0.468 30 PVC 0.013 4,021.65 31.921 3940 MH-7552 0 424 230.12 204 Min. Slope 8 PVC 0.013 11.6969 0.203 3982 1074 15.9 1070 15.65 204.1 0.123 30 PVC 0.013 3,819.50 59.277 1724 MH-7709 0 517 27.4 203.8 Min. Slope 4 PVC 0.013 0.6472 0.207 3609 231 38.29 358 33.4 204.2 2.394 10 PVC 0.013 59.1638 3.888 2090 436 159.78 1319 148.44 204.7 5.539 8 Concrete 0.013 18.8733 1.479 41 533 0 MH-7291 0 204.2 0 8 Asbestos Cement 0.013 22.7605 419.669 3440 MH-7710 0 967 32.63 205 Min. Slope 8 PVC 0.013 0.8983 0.042 1133 94 203.24 99 200.73 278.4 0.902 8 Concrete 0.013 349.8638 67.937 SM 3 2104 387 247.06 390 241.4 206.3 2.743 8 PVC 0.013 19.9299 2.219 3255 MH-7711 84.75 875 83.93 206 0.4 6 Vitrified Clay 0.013 1.2583 0.79 3623 1057 0 1056 0 206 0 8 PVC 0.013 15.3337 282.729 3237 880 7.5 885 6.67 206.6 0.4 6 Vitrified Clay 0.013 13.1827 8.278 1200 130 0 MH-7384 0 207.1 0 8 PVC 0.013 29.7536 548.612 7823 1394 145.2 1388 123.8 207.1 10.333 8 PVC 0.013 0.1608 0.009 2265 611 0 1097 0 207.5 0 8 PVC 0.013 1.4852 27.385 3236 1155 3.62 887 2.79 207.1 0.4 8 Asbestos Cement 0.013 9.4708 2.761 2102 760 248.56 387 247.06 207.5 0.723 8 PVC 0.013 18.1018 3.926 4947 1245 63.94 1244 62.89 209 0.502 8 PVC 0.013 1.6886 0.439 3185 859 6.56 867 5.72 208.9 0.4 8 Asbestos Cement 0.013 0.172 0.05 4738 MH-7714 0 1228 0 208.6 0 8 PVC 0.013 0.9501 17.519 2321 501 91.32 5 82.87 209.4 4.035 8 Asbestos Cement 0.013 536.4777 49.247 144 527 0 528 0 208.9 0 8 PVC 0.013 5.8973 108.738 3665 998 17.87 997 17.52 209.5 0.167 12 Asbestos Cement 0.013 154.3394 23.613 3678 MH-7378 48.91 292 48.07 209.7 0.4 8 PVC 0.013 6.6249 1.931 89 52 16.61 53 16.15 210.5 0.219 12 PVC 0.013 0.2944 0.039 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 23 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 2298 MH-7394 0 444 209.12 210.7 Min. Slope 8 PVC 0.013 2.8261 0.052 7583 1353 282.5 1355 279.4 211.4 1.467 8 PVC 0.013 101.2361 15.413 88 51 17.08 52 16.61 211.5 0.222 12 PVC 0.013 0.1472 0.02 6288 MH-7715 144.44 623 143.41 258.6 0.4 6 Vitrified Clay 0.013 0.043 0.027 4456 1183 43.48 1182 35.04 211.2 3.996 8 PVC 0.013 1.2639 0.117 7662 MH-7717 0 1370 0 212 0 8 PVC 0.013 0.3761 6.935 7620 MH-7716 227.17 1272 166.79 211.8 28.507 6 Vitrified Clay 0.013 9.9662 0.741 5129 MH-7718 134.74 1265 133.89 212 0.4 6 PVC 0.013 1.3343 0.838 3054 828 4.8 826 3.95 212.5 0.4 8 Asbestos Cement 0.013 2.2071 0.643 4155 1121 12.47 911 11.92 212.4 0.259 30 PVC 0.013 3,862.62 41.23 966 193 104.52 810 101.88 530.6 0.498 12 Concrete 0.013 946.7441 83.942 SM 4 330 MH-7719 22.85 227 21.99 214.4 0.401 6 Concrete 0.013 0.9318 0.584 6294 1301 160.15 1300 0 213.9 74.871 8 PVC 0.013 1.7173 0.037 6432 1312 213.62 1313 212.57 214.9 0.489 8 PVC 0.013 0.8394 0.221 8092 1495 0 1423 0 214.8 0 8 PVC 0.013 0.2787 5.139 2320 495 100.19 501 91.32 214.8 4.129 8 Asbestos Cement 0.013 534.5439 48.504 5102 MH-7720 108.28 1261 107.42 214.5 0.4 6 Vitrified Clay 0.013 5.9676 3.747 3241 MH-7721 80.03 881 79.17 214.9 0.4 6 Vitrified Clay 0.013 0.4775 0.3 2329 655 133.28 1258 121.11 218 5.585 6 Vitrified Clay 0.013 7.2957 1.226 3634 979 0 982 0 215.1 0 8 PVC 0.013 2.3345 43.045 2147 MH-7722 38.36 496 37.5 215 0.4 8 PVC 0.013 0.5385 0.157 3821 321 0 296 0 215.7 0 8 PVC 0.013 25.5966 471.963 2342 669 207.98 MH-7723 190.32 215.9 8.179 6 Vitrified Clay 0.013 1.4715 0.204 4585 MH-7724 170.02 1201 169.15 216 0.4 6 Vitrified Clay 0.013 2.6777 1.681 425 MH-7725 0 174 238.7 216.5 Min. Slope 8 PVC 0.013 0.8123 0.014 1607 372 1.43 783 0.82 216.6 0.282 10 Asbestos Cement 0.013 221.6931 42.485 1125 164 223.38 165 222.71 71.2 0.942 8 Concrete 0.013 312.208 59.324 SM 5 2217 1320 215.13 677 171.71 217.5 19.959 6 Vitrified Clay 0.013 4.5735 0.407 340 1309 17.86 30 17.72 217.7 0.064 30 PVC 0.013 3,695.03 79.148 1953 MH-7596 0 771 0 218.5 0 8 PVC 0.013 2.0906 38.547 2538 MH-7726 166.59 690 165.72 218.1 0.4 6 Vitrified Clay 0.013 0.7158 0.449 4003 1084 0 1083 0 218.6 0 8 PVC 0.013 7.863 144.981 98 57 0 1081 0 218.7 0 8 PVC 0.013 4.1689 76.868 2370 MH-7727 0 228 0 219.2 0 6 PVC 0.013 1.2129 48.166 3600 291 90.91 290 84.11 218.7 3.109 8 PVC 0.013 4.6145 0.483 7576 1355 279.4 1354 270.4 219.8 4.095 8 PVC 0.013 102.384 9.329 815 461 175.47 470 165.46 220.2 4.546 8 PVC 0.013 309.9687 26.805 4689 MH-7728 58.47 MH-7287 57.59 219.7 0.4 8 PVC 0.013 0.7842 0.229 1311 1418 240.14 174 238.7 220.5 0.653 8 PVC 0.013 124.6743 28.449 3693 951 23.84 955 20.78 220.6 1.387 8 PVC 0.013 3.2772 0.513 3446 368 41.3 3 40.51 220.9 0.358 10 PVC 0.013 58.6814 9.98 1441 MH-7730 0 769 223.73 220.5 Min. Slope 8 PVC 0.013 0.2798 0.005 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 24 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 2235 738 0 737 0 221.2 0 6 PVC 0.013 0.1802 7.156 822 406 233.93 412 232.96 221.8 0.437 8 PVC 0.013 5.6036 1.562 4168 MH-7731 0 18 109.67 221.5 Min. Slope 6 PVC 0.013 0.2787 0.016 1192 1345 165.16 153 0 222.2 74.314 6 Concrete 0.013 15.7644 0.726 2221 MH-7732 154.74 1380 153.85 222.8 0.4 6 Vitrified Clay 0.013 0.2298 0.144 1335 240 59.6 244 58.33 222.8 0.57 8 PVC 0.013 27.7528 6.778 2424 628 0 619 0 223.7 0 8 PVC 0.013 0.6137 11.315 7577 1356 262.1 1349 260.5 223.8 0.715 8 PVC 0.013 103.5123 22.572 7633 MH-7733 99.37 1366 98.48 223.7 0.4 6 Vitrified Clay 0.013 3.3402 2.097 3641 954 44.48 957 35.19 223.8 4.151 8 PVC 0.013 10.0766 0.912 4903 1243 245.5 1242 236.4 224 4.063 8 PVC 0.013 0.6862 0.063 786 430 189.16 437 183.54 224.7 2.501 6 Concrete 0.013 7.5131 1.886 2662 1089 0 691 116.55 224 Min. Slope 8 PVC 0.013 1.8494 0.047 8099 192 131.43 193 104.52 224.8 11.97 8 Concrete 0.013 130.8252 6.972 4900 1241 244.91 1240 236 224.4 3.971 8 PVC 0.013 0.2234 0.021 3762 310 0 299 0 225.2 0 8 Concrete 0.013 7.1474 131.786 1136 131 166.8 133 165.9 224.7 0.4 8 Concrete 0.013 137.7226 40.155 2209 MH-7734 162.9 652 162 225 0.4 6 Vitrified Clay 0.013 0.7646 0.48 3251 MH-7735 64.35 1197 63.45 225.1 0.4 6 Vitrified Clay 0.013 1.3722 0.861 2426 MH-7723 190.32 657 189.42 225.5 0.4 6 Vitrified Clay 0.013 2.2691 1.425 3250 MH-7736 136.63 879 135.73 225.6 0.4 6 Vitrified Clay 0.013 2.3289 1.462 2050 764 3.39 781 2.48 226 0.403 8 Asbestos Cement 0.013 216.581 62.928 3254 MH-7737 86 896 85.1 226.1 0.4 6 Vitrified Clay 0.013 1.1444 0.718 32 MH-7738 0 329 34.13 227 Min. Slope 8 PVC 0.013 1.2456 0.059 2427 1293 187.63 686 175.77 227 5.225 8 PVC 0.013 4.5356 0.366 3366 MH-7739 0 939 0 227.1 0 8 PVC 0.013 0.1608 2.965 1646 60 0 515 0 227.5 0 8 PVC 0.013 4.9612 91.476 1965 MH-7740 0 405 234.19 227.7 Min. Slope 8 PVC 0.013 4.5878 0.083 818 476 148.35 477 147.39 227.2 0.423 8 PVC 0.013 315.8597 89.586 2910 796 0 794 0 227.3 0 8 PVC 0.013 2.8308 52.195 2080 767 0 768 234 227.6 Min. Slope 8 PVC 0.013 0.6996 0.013 709 370 100.91 791 100 227.7 0.4 8 PVC 0.013 2.7539 0.803 2059 573 40.51 561 39.6 228.3 0.4 8 Vitrified Clay 0.013 42.1299 12.284 3431 MH-7741 0 270 0 228.2 0 8 PVC 0.013 0.4369 8.057 3885 353 80.97 348 81.38 228.7 Min. Slope 8 PVC 0.013 11.9489 5.204 2094 440 0 448 156.38 229 Min. Slope 8 PVC 0.013 1.0158 0.023 7603 504 0 60 0 228.9 0 8 PVC 0.013 0.3761 6.935 3610 358 33.4 357 32.63 228.5 0.337 10 PVC 0.013 59.3246 10.394 2035 MH-7745 150.66 1238 149.74 228.8 0.4 6 Vitrified Clay 0.013 1.8161 1.14 3225 MH-7744 1.66 870 0.73 230.5 0.4 8 Vitrified Clay 0.013 2.0194 0.589 3613 941 61 939 0 228.5 26.696 8 PVC 0.013 3.2034 0.114 130 MH-7527 0 393 0 228.8 0 8 PVC 0.013 1.0277 18.949 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 25 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 3774 316 0 315 0 229.5 0 8 Concrete 0.013 23.2365 428.446 3640 948 50.41 954 44.48 229.9 2.579 8 PVC 0.013 8.9675 1.03 262 MH-7481 0 692 0 229.9 0 8 PVC 0.013 2.8108 51.827 1168 100 213.24 102 210.86 229.8 1.036 8 Concrete 0.013 203.6565 36.896 1999 MH-7747 0 586 0 230.4 0 6 Concrete 0.013 0.9602 38.127 93 56 0 790 235.75 230 Min. Slope 8 PVC 0.013 0.5619 0.01 2072 766 239.24 765 235.35 230.7 1.686 8 PVC 0.013 0.7556 0.107 1764 MH-7746 0 1062 244.61 232.7 Min. Slope 8 PVC 0.013 0.5824 0.01 2223 642 0 645 0 230.6 0 8 Concrete 0.013 3.1397 57.892 1785 1273 0 485 132.79 231.4 Min. Slope 8 PVC 0.013 2.6923 0.066 5053 MH-7748 102.75 625 101.82 231.5 0.4 6 PVC 0.013 0.5467 0.343 3531 330 0 279 0 231.3 0 8 Concrete 0.013 16.9356 312.267 6327 MH-7750 0 533 0 232 0 6 Concrete 0.013 1.2159 48.282 4335 1158 43.3 1159 34.13 231.4 3.962 8 PVC 0.013 3.0824 0.286 819 477 147.39 484 134.98 232.6 5.335 8 PVC 0.013 320.9809 25.625 2107 391 0 400 0 232.9 0 8 PVC 0.013 21.1112 389.259 36 MH-7751 0 524 0 232.3 0 6 PVC 0.013 0.1472 5.845 3629 973 27.56 981 19.17 233.3 3.597 8 PVC 0.013 2.6983 0.262 2267 MH-7754 0 581 0 233.4 0 6 Concrete 0.013 1.088 43.205 2075 1100 0 771 0 232.9 0 6 Concrete 0.013 3.3164 131.692 2157 MH-7458 0 MH-7293 0 233.6 0 6 PVC 0.013 5.581 221.617 4462 1178 23.98 MH-7368 0 233.2 10.284 8 PVC 0.013 4.7298 0.272 4643 MH-7752 0 1217 112 233.2 Min. Slope 8 PVC 0.013 0.5194 0.014 4246 1147 188.13 MH-7753 0 233.3 80.655 8 PVC 0.013 0.4532 0.009 3109 34 248.07 1061 245.38 233.7 1.151 6 PVC 0.013 3.4133 1.263 7588 1363 249.9 1060 248.38 234.7 0.648 8 PVC 0.013 108.0915 24.766 3603 223 45.97 367 44.95 234.3 0.435 10 PVC 0.013 57.8774 8.92 1178 117 216.39 116 0 234.5 92.277 8 PVC 0.013 14.1924 0.272 4131 MH-7755 0 24 0 235.3 0 6 PVC 0.013 0.9728 38.63 3794 323 0 322 16.48 235.4 Min. Slope 8 PVC 0.013 2.0086 0.14 4165 1126 0 1125 0 235.7 0 6 PVC 0.013 1.3355 53.033 2270 581 0 578 0 235.1 0 6 Concrete 0.013 39.8306 1,581.66 2579 MH-7757 257.86 647 256.92 235.7 0.4 6 Asbestos Cement 0.013 0.7221 0.453 957 84 235.82 85 234.13 236 0.716 8 PVC 0.013 1.3694 0.298 2909 794 0 797 0 235.4 0 8 PVC 0.013 4.5878 84.592 3893 348 81.38 352 74.4 235.4 2.966 8 PVC 0.013 21.0125 2.25 2971 795 260.37 800 255.05 236.2 2.253 8 PVC 0.013 3.3951 0.417 2046 MH-7756 118.14 680 117.2 235.7 0.4 6 PVC 0.013 1.4444 0.907 3032 809 0 810 101.88 236.3 Min. Slope 8 Asbestos Cement 0.013 9.7886 0.275 3441 MH-7758 0 979 0 236.5 0 6 PVC 0.013 0.8983 35.67 3235 883 57.76 MH-7354 56.81 236.5 0.4 6 Vitrified Clay 0.013 27.5624 17.305 2415 526 0 359 41.93 236.8 Min. Slope 8 PVC 0.013 3.9673 0.174 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 26 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 4517 1188 31.43 863 3.7 236.3 11.736 10 PVC 0.013 557.6041 16.552 3981 260 0 1074 15.9 236.1 Min. Slope 8 PVC 0.013 17.5785 1.249 2041 20 107.33 1276 106.39 236.3 0.4 6 Concrete 0.013 1.2395 0.778 1153 139 0 140 161.24 236.4 Min. Slope 8 Concrete 0.013 2.4001 0.054 2083 418 206.25 426 178.41 237.1 11.74 8 PVC 0.013 13.8188 0.744 3141 905 20.22 902 19.59 236.4 0.266 18 Concrete 0.013 1,272.57 52.289 2252 1149 0 599 0 237.2 0 6 Concrete 0.013 19.5381 775.85 1185 148 0 150 153.74 237.1 Min. Slope 8 Concrete 0.013 0.3871 0.009 3639 946 60.11 948 50.41 237.7 4.08 8 PVC 0.013 5.582 0.51 3110 1062 244.61 1064 243.64 237.9 0.408 8 PVC 0.013 10.753 3.105 3638 949 37.79 957 35.19 238.2 1.092 8 PVC 0.013 4.2175 0.744 1177 119 212.58 117 216.39 238.5 Min. Slope 8 PVC 0.013 2.482 0.362 2116 409 221.44 414 206.6 238.6 6.22 8 PVC 0.013 60.198 4.451 3276 888 68.07 874 66.91 238.1 0.487 10 Vitrified Clay 0.013 61.5565 8.969 3607 222 42.22 368 41.3 238.9 0.385 10 PVC 0.013 58.5206 9.589 2121 474 143.74 473 135.92 238.3 3.281 8 PVC 0.013 5.7195 0.582 129 1165 247.75 81 0 239.4 103.504 8 PVC 0.013 3.2433 0.059 1909 776 0 777 99.22 239.3 Min. Slope 6 Concrete 0.013 3.7578 0.232 7600 575 124.36 20 107.33 238.7 7.135 6 Concrete 0.013 0.3153 0.047 442 176 219.28 88 218.26 239.8 0.425 8 Concrete 0.013 177.1713 50.089 4399 1172 0 1111 0 239.7 0 8 PVC 0.013 6.6867 123.293 2124 MH-7322 0 457 160.44 239.1 Min. Slope 8 PVC 0.013 2.8226 0.064 4223 1140 9.28 1139 8.22 239.1 0.443 30 PVC 0.013 4,021.74 32.809 214 1112 31.62 940 31.03 240 0.246 12 PVC 0.013 75.6605 9.543 1652 MH-7759 114.63 373 113.67 240 0.4 6 Vitrified Clay 0.013 0.8173 0.513 2585 MH-7761 0 474 143.74 240.2 Min. Slope 8 PVC 0.013 1.8388 0.044 965 820 238.89 84 235.82 239.9 1.28 8 PVC 0.013 0.6422 0.105 2260 607 0 609 134.8 239.8 Min. Slope 8 PVC 0.013 0.6876 0.017 3646 MH-7363 0 965 21.06 239.9 Min. Slope 8 PVC 0.013 7.3157 0.455 4005 MH-7760 0 1083 0 240.2 0 8 PVC 0.013 0.7609 14.029 3680 938 0 939 0 240.8 0 8 PVC 0.013 0.1608 2.965 3184 860 7.52 859 6.56 241 0.4 8 Asbestos Cement 0.013 0.129 0.038 7587 1358 257.4 1352 256.2 240.5 0.499 8 PVC 0.013 105.3928 27.509 1012 MH-7762 0 181 207.93 241.2 Min. Slope 8 PVC 0.013 0.8908 0.018 1992 689 0 619 0 240.6 0 8 PVC 0.013 3.623 66.803 1491 MH-7763 85.73 556 84.76 241.6 0.4 6 PVC 0.013 0.0731 0.046 35 848 0 259 0 241 0 8 PVC 0.013 14.5254 267.827 2327 660 121.75 MH-7445 120.79 241.5 0.4 8 Vitrified Clay 0.013 50.7974 14.808 3965 211 233.2 210 232.83 86.6 0.427 8 PVC 0.013 291.9246 82.329 SM 5 4175 1129 227.4 1128 203.1 242.5 10.021 8 PVC 0.013 0.4979 0.029 635 975 0 MH-7764 0 242.6 0 6 Vitrified Clay 0.013 5.3689 213.197 3084 837 0 838 0 242.8 0 8 PVC 0.013 27.7146 511.016 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 27 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 1132 93 204.2 94 203.24 242.4 0.396 8 Concrete 0.013 7.9924 2.342 787 420 204.32 MH-7249 189.16 251.6 6.026 6 PVC 0.013 2.8118 0.455 4499 593 141.94 1186 136.12 242.8 2.397 6 Vitrified Clay 0.013 2.2489 0.577 2232 747 0 739 0 243.3 0 8 Concrete 0.013 4.4674 82.371 2175 MH-7767 93.91 646 92.94 243.2 0.4 6 Vitrified Clay 0.013 0.8849 0.556 5294 MH-7765 0 776 0 242.9 0 8 PVC 0.013 0.4876 8.991 3545 283 0 281 0 243.7 0 8 Concrete 0.013 28.8212 531.419 3337 912 61.79 1050 60.71 243.9 0.443 8 PVC 0.013 1.1407 0.316 2152 MH-7768 0 506 0 244 0 8 PVC 0.013 1.7176 31.67 1314 205 228.88 164 223.38 244.1 2.253 8 Concrete 0.013 9.82 1.206 3532 968 27.14 969 25.13 243.5 0.826 8 PVC 0.013 6.3843 1.296 3931 908 9.54 1051 8.54 244.2 0.409 18 Concrete 0.013 130.3963 4.322 5081 1256 63.14 1255 55.28 243.6 3.227 8 PVC 0.013 2.076 0.213 2269 592 0 581 0 244.5 0 8 PVC 0.013 2.2914 42.25 3967 207 235.69 208 235.01 130.2 0.522 8 PVC 0.013 283.659 72.366 SM 5 2129 453 0 464 0 244.8 0 6 PVC 0.013 2.3844 94.682 3687 MH-7331 0 327 0 245.4 0 8 PVC 0.013 3.296 60.773 3536 961 0 962 0 245.6 0 8 PVC 0.013 20.0253 369.236 3108 1061 245.38 79 245.17 246.4 0.085 8 PVC 0.013 7.593 4.795 2482 688 15.49 1068 14.95 246.1 0.219 12 PVC 0.013 0.5888 0.079 872 61 240 388 236.16 246.5 1.558 8 PVC 0.013 3.1361 0.463 3539 270 0 271 0 245.9 0 8 PVC 0.013 7.4802 137.923 6291 1298 0 445 210.15 246.3 Min. Slope 8 PVC 0.013 22.3176 0.446 6643 MH-7770 0 138 0 246 0 8 PVC 0.013 0.2798 5.159 404 1116 0 MH-7339 0 246.6 0 8 PVC 0.013 2.8785 53.076 942 77 0 1059 191.69 246.9 Min. Slope 8 PVC 0.013 282.4147 5.91 3894 340 78.69 337 77.59 274.5 0.4 8 PVC 0.013 9.8462 2.871 80 49 226.02 50 215.21 247.4 4.37 8 PVC 0.013 3.8427 0.339 3083 763 5.96 817 4.97 247.2 0.4 8 PVC 0.013 0.8036 0.234 3151 234 173.42 232 168.8 246.9 1.871 6 Concrete 0.013 17.0894 4.961 3968 213 236.33 207 235.69 131.8 0.486 8 PVC 0.013 282.6356 74.772 SM 5 1786 MH-7772 0 1273 0 248 0 6 PVC 0.013 1.205 47.852 3620 965 21.06 963 16.79 247.4 1.726 8 PVC 0.013 11.5982 1.628 284 MH-7771 0 748 0 254 0 8 PVC 0.013 1.2631 23.289 2224 645 0 649 0 247.7 0 8 Concrete 0.013 5.393 99.438 7685 1375 242.1 1376 240.2 201.5 0.943 8 PVC 0.013 245.5438 46.629 SM 5 2162 MH-7773 161.94 658 160.95 248.5 0.4 6 Vitrified Clay 0.013 288.2467 180.979 2001 596 0 377 0 248.8 0 8 PVC 0.013 5.498 101.375 4245 MH-7753 0 451 185.69 248.2 Min. Slope 8 PVC 0.013 1.824 0.039 2033 1262 174.73 656 126.67 248.4 19.346 6 Vitrified Clay 0.013 9.6054 0.867 806 359 0 220 41.57 248 Min. Slope 8 PVC 0.013 4.4732 0.201 1186 142 167.92 150 153.74 249.4 5.686 8 Concrete 0.013 248.7938 19.238 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 28 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 1313 206 222.8 163 221.8 249.4 0.4 8 Concrete 0.013 11.3728 3.316 2336 1425 129.73 632 128.73 249.3 0.4 6 PVC 0.013 1.5261 0.958 834 701 0 515 24.5 248.9 Min. Slope 8 PVC 0.013 14.3826 0.845 2271 578 0 572 0 249.6 0 6 Concrete 0.013 44.6357 1,772.46 3030 807 0 808 0 249.8 0 8 PVC 0.013 4.3817 80.791 1154 140 161.24 146 148.88 249.9 4.947 8 Concrete 0.013 524.5273 43.484 1270 179 229.03 178 227.58 250 0.58 8 PVC 0.013 2.7434 0.664 3725 16 0 41 0 250 0 8 PVC 0.013 0.3102 5.72 2099 471 105.31 478 90.95 250 5.744 10 Concrete 0.013 48.7744 2.07 3895 346 57.16 347 56.18 249.7 0.392 8 PVC 0.013 28.0744 8.263 1142 110 0 111 181.73 249.5 Min. Slope 8 Concrete 0.013 4.0071 0.087 1190 137 0 138 0 250.4 0 6 Concrete 0.013 2.7925 110.888 1264 173 229.4 164 223.38 241.7 2.491 8 Concrete 0.013 301.4963 35.224 SM 5 1979 371 231.48 714 229.99 250.4 0.595 8 PVC 0.013 110.91 26.513 1122 169 0 170 213.9 249.9 Min. Slope 8 Concrete 0.013 11.318 0.226 504 625 101.82 616 100.86 241.3 0.4 6 Vitrified Clay 0.013 2.6608 1.671 3096 MH-7774 101.91 370 100.91 250.1 0.4 8 PVC 0.013 0.9743 0.284 636 MH-7764 0 926 11.48 250 Min. Slope 6 Vitrified Clay 0.013 6.0879 1.128 2477 566 41.54 573 40.51 255.9 0.4 8 Concrete 0.013 14.5168 4.232 594 839 0 35 0 250.6 0 8 Asbestos Cement 0.013 30.6327 564.822 4417 1176 179 234 173.42 251 2.223 8 PVC 0.013 5.811 0.719 3622 963 16.79 964 13.74 250.3 1.218 8 PVC 0.013 14.6509 2.447 2166 1201 169.15 693 168.15 250.6 0.4 6 Vitrified Clay 0.013 3.4667 2.177 2062 600 110.06 590 99 251.1 4.405 6 Vitrified Clay 0.013 3.4383 0.651 2141 449 0 450 0 250.6 0 8 PVC 0.013 8.2953 152.953 2149 219 25.08 842 14.96 250.7 4.037 8 PVC 0.013 2.9495 0.271 2732 276 0 277 0 250.7 0 8 PVC 0.013 3.2514 59.952 2144 MH-7383 39.09 490 38.08 251.6 0.4 8 PVC 0.013 1.4 0.408 1196 180 215.1 182 209.5 251.7 2.225 8 Asbestos Cement 0.013 1.2673 0.157 17 38 0 39 131.7 250.8 Min. Slope 8 PVC 0.013 0.74 0.019 2258 589 0 377 0 250.9 0 6 Concrete 0.013 24.4881 972.414 5101 1260 0 569 0 251.7 0 6 Concrete 0.013 7.8602 312.124 1121 163 221.8 170 213.9 251.9 3.136 8 Concrete 0.013 12.6327 1.315 6062 465 0 1099 90.04 251.9 Min. Slope 6 Concrete 0.013 2.0308 0.135 7809 1387 0 MH-7872 0 256.3 0 8 PVC 0.013 1.4502 26.739 3637 944 46.54 949 37.79 251.7 3.476 8 PVC 0.013 2.4508 0.242 2111 392 0 403 0 252.3 0 8 PVC 0.013 2.9774 54.899 8049 861 9.81 1407 8.8 251.9 0.4 8 Asbestos Cement 0.013 0.043 0.013 3690 950 16.01 960 15.07 252.3 0.373 8 Asbestos Cement 0.013 1.9476 0.588 2247 1325 0 615 0 252.5 0 6 Concrete 0.013 4.0564 161.079 2030 484 134.98 485 132.79 251.9 0.869 8 PVC 0.013 322.1859 63.718 2245 MH-7776 223.24 670 222.23 252.8 0.4 6 Vitrified Clay 0.013 0.9484 0.595 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 29 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 1128 95 0 96 203.5 252.4 Min. Slope 8 PVC 0.013 2.6783 0.055 665 331 84.33 332 62.87 253.2 8.475 8 PVC 0.013 2.3397 0.148 1126 165 222.71 172 217.91 254.3 1.888 8 Concrete 0.013 312.5951 41.952 SM 5 1316 178 227.58 218 224.89 253.5 1.061 8 PVC 0.013 20.411 3.654 2122 466 146.56 473 135.92 254.3 4.183 8 PVC 0.013 130.1519 11.733 2262 586 0 584 0 253.4 0 6 Concrete 0.013 32.3505 1,284.63 2168 693 168.15 620 159.92 253.9 3.241 6 Vitrified Clay 0.013 4.5207 0.997 2481 687 14.79 746 14.45 253.9 0.134 30 PVC 0.013 3,823.08 56.75 600 MH-7777 0 36 0 253.9 0 8 PVC 0.013 0.7358 13.567 1315 204 231.18 173 229.4 275.7 0.646 8 PVC 0.013 293.9645 67.459 SM 5 5906 992 10.16 994 9.47 254.1 0.271 8 Asbestos Cement 0.013 46.1452 16.329 506 MH-7778 132.89 697 131.87 254.9 0.4 6 Vitrified Clay 0.013 0.6143 0.386 7860 1397 66.95 1398 59.2 255.2 3.037 8 PVC 0.013 1.6587 0.176 2173 621 133.79 1259 123.85 255.2 3.895 6 Vitrified Clay 0.013 2.1081 0.424 2600 704 0 702 26.24 255.2 Min. Slope 8 PVC 0.013 5.7742 0.332 3604 367 44.95 366 44.37 255.5 0.227 10 PVC 0.013 58.0382 12.387 2118 1249 0 434 174.61 255.8 Min. Slope 8 PVC 0.013 99.8414 2.228 486 698 99.54 597 89.36 255.7 3.982 6 Vitrified Clay 0.013 5.2087 1.037 2254 637 172.86 MH-7521 171.84 255.3 0.4 6 PVC 0.013 11.4747 7.204 2355 579 107.1 576 106.35 255.3 0.294 6 Concrete 0.013 3.5223 2.58 6437 1318 229.04 1317 216.12 255.5 5.056 6 PVC 0.013 1.1476 0.203 3261 898 163.4 877 162.38 255.9 0.4 6 Vitrified Clay 0.013 34.3133 21.546 2153 506 0 248 24.9 255.8 Min. Slope 8 PVC 0.013 4.6687 0.276 817 470 165.46 476 148.35 256.8 6.664 8 PVC 0.013 314.1615 22.439 2148 496 26.1 219 25.08 256.1 0.4 8 PVC 0.013 2.0268 0.591 2234 741 0 740 0 256.8 0 8 Concrete 0.013 2.1558 39.749 4226 1143 11.26 1142 10.62 256.1 0.25 30 PVC 0.013 3,862.80 41.971 3549 273 23.25 271 22.53 256.9 0.28 10 Asbestos Cement 0.013 59.5541 11.441 3538 272 0 270 0 257.1 0 8 PVC 0.013 6.0626 111.785 1156 151 136.04 154 126.8 257.1 3.594 8 PVC 0.013 4.3133 0.42 3635 982 0 983 0 256.5 0 8 PVC 0.013 3.1431 57.954 4356 1163 46 1162 0 256.5 17.935 8 PVC 0.013 4.2865 0.187 4630 1214 62.82 1213 50.37 257.4 4.836 8 PVC 0.013 1.3703 0.115 3775 313 0 314 0 256.7 0 8 Concrete 0.013 2.9796 54.94 1259 184 0 185 197.59 256.9 Min. Slope 8 PVC 0.013 37.5997 0.791 3689 970 13.8 972 12.96 257.7 0.326 8 Asbestos Cement 0.013 35.5291 11.475 4506 1187 29.54 13 0 257.2 11.485 8 PVC 0.013 1.6061 0.087 1203 187 186.1 190 171.7 258.3 5.574 8 Concrete 0.013 91.9103 7.178 3555 275 22.8 1002 22.13 241.7 0.277 10 Asbestos Cement 0.013 73.1705 14.134 2079 770 175 772 164.46 258.6 4.075 6 Concrete 0.013 3.9015 0.767 4055 1093 92.61 1092 88.54 257.8 1.579 8 PVC 0.013 3.2434 0.476 2227 750 0 751 0 258.7 0 8 Concrete 0.013 1.8314 33.769 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 30 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 20 43 0 327 0 258.2 0 8 PVC 0.013 2.6115 48.152 4640 1219 106.2 1220 96.8 258.3 3.64 8 PVC 0.013 2.3026 0.223 1184 135 181.83 142 167.92 259.2 5.367 8 Concrete 0.013 248.0196 19.741 3632 983 0 981 19.17 258.3 Min. Slope 8 PVC 0.013 4.4994 0.305 4642 1217 112 1218 108.9 258.3 1.2 8 PVC 0.013 1.1626 0.196 958 825 2.45 86 1.41 259.2 0.4 8 Asbestos Cement 0.013 3.098 0.903 512 790 235.75 768 234 259.4 0.675 8 PVC 0.013 5.5577 1.248 2095 446 0 447 144.47 258.7 Min. Slope 6 Concrete 0.013 3.2758 0.174 4398 1173 35.4 1172 0 259.4 13.648 8 PVC 0.013 6.2043 0.31 2242 668 230.02 676 214.73 258.9 5.906 6 Vitrified Clay 0.013 5.5192 0.902 3890 350 62.83 349 61.8 258.7 0.398 8 PVC 0.013 21.4949 6.281 7634 1369 52.12 1367 49.42 259.5 1.04 8 PVC 0.013 0.8596 0.155 3547 279 0 278 0 259.6 0 8 Concrete 0.013 54.3393 1,001.93 1205 190 171.7 191 155.73 259.8 6.147 8 Concrete 0.013 126.0391 9.373 3543 1054 0 1053 0 259.7 0 8 Concrete 0.013 26.3411 485.689 4396 1175 47.1 1174 37.1 259 3.861 8 PVC 0.013 3.1579 0.296 3188 1202 3.81 858 1.7 259.7 0.812 8 PVC 0.013 179.3322 36.687 7011 MH-7780 144.45 623 143.41 259.4 0.4 6 Vitrified Clay 0.013 2.6685 1.675 4611 1207 212.33 1205 210.25 260 0.8 8 PVC 0.013 1.9067 0.393 1206 191 155.6 192 131.43 260.2 9.289 8 Concrete 0.013 129.7112 7.847 349 19 0 649 0 260.2 0 8 PVC 0.013 6.492 119.703 42 70 0 71 20.17 260.3 Min. Slope 8 PVC 0.013 2.522 0.167 2218 670 222.23 677 171.71 259.7 19.451 6 Vitrified Clay 0.013 5.0983 0.459 4023 337 77.59 353 80.97 260.2 Min. Slope 8 PVC 0.013 10.571 1.71 3544 1053 0 283 0 260.2 0 8 Concrete 0.013 28.2593 521.059 3817 302 0 303 0 259.5 0 8 PVC 0.013 1.2233 22.556 2126 480 115.53 486 98.91 260.5 6.381 8 PVC 0.013 137.4534 10.033 2981 803 0 761 0 260.5 0 8 PVC 0.013 1.5933 29.378 2034 686 175.77 1262 174.73 259.9 0.4 6 Vitrified Clay 0.013 5.3568 3.364 7700 694 123.68 1379 118.56 260 1.971 6 Vitrified Clay 0.013 3.8726 1.095 2436 MH-7355 119.88 MH-7624 118.84 260.4 0.4 6 Vitrified Clay 0.013 2.4425 1.533 2435 677 171.71 684 170.67 260.4 0.4 6 Vitrified Clay 0.013 11.5633 7.26 1191 138 0 144 0 260.8 0 6 Concrete 0.013 3.8558 153.112 3125 730 199.65 83 193.75 260.7 2.263 8 Concrete 0.013 2.2125 0.271 2358 569 0 564 0 260 0 8 Asbestos Cement 0.013 57.0593 1,052.09 3533 994 9.47 991 8.62 259.9 0.327 8 Asbestos Cement 0.013 46.655 15.044 2244 MH-7782 239.7 676 214.73 261.1 9.564 6 Vitrified Clay 0.013 7.6708 0.985 2817 MH-7304 0 722 224.94 260.1 Min. Slope 8 PVC 0.013 1.1784 0.023 3152 441 174.03 232 168.8 260.9 2.004 10 PVC 0.013 105.3555 7.568 2145 490 38.08 360 37.04 260.2 0.4 8 PVC 0.013 2.1516 0.627 4321 1154 35.8 1153 28.2 260 2.923 8 PVC 0.013 1.9856 0.214 2733 278 0 277 0 260.8 0 8 Concrete 0.013 54.4294 1,003.60 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 31 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 2225 649 0 654 0 260.2 0 8 Concrete 0.013 12.7123 234.395 6252 886 77.57 MH-7781 76.53 260.5 0.4 10 Vitrified Clay 0.013 130.4941 20.981 19 42 0 43 111.8 260.3 Min. Slope 8 PVC 0.013 1.0574 0.03 2071 78 239.39 765 235.35 260.4 1.552 8 PVC 0.013 23.6143 3.496 4644 1216 118.6 1217 112 261.1 2.528 8 PVC 0.013 0.4824 0.056 2088 381 0 454 135.91 260.5 Min. Slope 8 Concrete 0.013 20.9072 0.534 3836 303 0 276 0 260.4 0 8 PVC 0.013 3.1613 58.29 3795 325 0 324 18.03 261.2 Min. Slope 8 PVC 0.013 3.2001 0.225 2073 765 235.35 836 231.3 260.8 1.553 8 PVC 0.013 27.3209 4.042 1127 172 217.91 96 203.5 261.9 5.503 8 Concrete 0.013 312.9823 24.601 3898 336 55 339 54.34 261.6 0.252 10 PVC 0.013 31.9655 6.472 2555 1379 118.56 937 117.51 261.3 0.4 6 Vitrified Clay 0.013 4.7913 3.008 2097 454 135.91 463 120.87 262 5.742 8 Concrete 0.013 44.9602 3.46 2133 452 0 465 0 262 0 6 PVC 0.013 1.3117 52.086 2731 1009 23.53 275 22.8 257.3 0.284 10 Asbestos Cement 0.013 73.0804 13.953 250 14 0 15 0 262.5 0 8 PVC 0.013 2.0549 37.89 916 68 16.7 69 16.38 262.5 0.122 30 Concrete 0.013 3,785.19 58.888 2170 396 144.34 1103 143.29 262.6 0.4 8 Vitrified Clay 0.013 11.262 3.283 2131 464 0 472 0 262.8 0 6 Concrete 0.013 4.4847 178.085 3815 314 0 312 0 262.7 0 8 Concrete 0.013 4.2516 78.393 3826 295 0 1054 0 262.7 0 8 Concrete 0.013 25.4548 469.349 2077 773 0 774 153.47 262.3 Min. Slope 8 PVC 0.013 1.7278 0.042 2171 1330 146.72 593 141.94 262.5 1.821 6 Vitrified Clay 0.013 0.9242 0.272 3825 299 0 281 0 262.3 0 8 Concrete 0.013 8.4023 154.925 1738 235 0 449 0 263.1 0 8 PVC 0.013 6.5263 120.334 1042 90 0 160 122.44 263.8 Min. Slope 8 PVC 0.013 1.3886 0.038 2729 922 25.06 MH-7784 24.33 263.7 0.277 10 Asbestos Cement 0.013 72.9002 14.091 2313 MH-7478 0 467 0 263.1 0 8 PVC 0.013 1.5674 28.901 2117 414 206.6 415 205.41 263.2 0.452 8 PVC 0.013 67.4637 18.5 3363 940 31.03 913 30.43 264 0.227 12 PVC 0.013 82.1073 10.77 3692 945 29.65 951 23.84 264 2.201 8 PVC 0.013 2.5566 0.318 1349 740 0 304 0 264 0 8 Concrete 0.013 2.8651 52.828 4641 1218 108.9 1219 106.2 263.5 1.025 8 PVC 0.013 2.1418 0.39 816 451 185.69 461 175.47 264.7 3.86 8 PVC 0.013 291.1522 27.323 4380 1171 0 1170 220.4 264.1 Min. Slope 8 PVC 0.013 1.264 0.026 3763 312 0 310 0 264.8 0 8 Concrete 0.013 5.7275 105.607 3031 808 0 809 0 264.9 0 8 PVC 0.013 7.626 140.612 2360 548 0 541 0 264.4 0 8 Concrete 0.013 62.4913 1,152.25 3995 1076 6.08 1075 5.28 264.7 0.302 8 Vitrified Clay 0.013 175.975 59.021 18 39 0 41 0 264.4 0 8 PVC 0.013 2.0664 38.102 4357 1162 0 1111 0 264.4 0 8 PVC 0.013 6.4796 119.475 951 1119 100.44 MH-7485 77.61 265 8.617 6 PVC 0.013 1.3587 0.184 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 32 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 4379 1170 220.4 95 0 265.8 82.91 8 PVC 0.013 1.6511 0.033 954 85 234.13 175 232.45 265.2 0.634 8 PVC 0.013 7.3933 1.713 2074 775 0 776 0 266 0 8 PVC 0.013 1.8566 34.233 2123 457 0 466 146.56 266 Min. Slope 8 PVC 0.013 129.3182 3.212 7683 1376 240.2 1378 238.6 291.9 0.548 8 PVC 0.013 245.9308 61.247 SM 5 2132 472 0 1263 0 266.2 0 6 Concrete 0.013 6.5781 261.212 7916 1399 148.08 660 147.02 266 0.4 8 Vitrified Clay 0.013 10.4631 3.05 487 761 0 755 0 265.5 0 8 PVC 0.013 3.3475 61.723 1157 146 148.88 147 148.49 27.1 1.44 8 Concrete 0.013 526.1566 80.848 SM 6 2276 736 30.7 537 0 265.6 11.559 8 PVC 0.013 6.5185 0.354 4698 1225 256 1224 254.56 265.9 0.542 8 PVC 0.013 0 0 4358 1164 0 1163 46 265.9 Min. Slope 8 PVC 0.013 3.5632 0.158 2085 426 178.41 436 159.78 266.8 6.983 8 PVC 0.013 17.3793 1.213 3964 233 178.3 234 173.42 266.1 1.834 6 Concrete 0.013 10.2191 2.996 7632 1257 110.55 1365 80.3 266.8 11.341 6 Vitrified Clay 0.013 8.6452 1.019 4322 1153 28.2 1152 23.88 266.1 1.623 8 PVC 0.013 6.2768 0.908 3117 780 28.78 853 8.5 267.3 7.586 8 PVC 0.013 8.512 0.57 3605 366 44.37 2 43.41 267.3 0.359 10 PVC 0.013 58.199 9.875 4140 26 0 272 0 267.8 0 8 PVC 0.013 2.7331 50.395 4699 1224 254.56 1223 253.1 267.3 0.546 8 PVC 0.013 0.9352 0.233 2076 771 0 772 164.46 267.5 Min. Slope 6 Concrete 0.013 6.0727 0.308 3286 267 0 998 0 267.4 0 8 Concrete 0.013 3.6552 67.396 3835 306 0 330 0 267.6 0 8 Concrete 0.013 15.362 283.251 3694 955 20.78 960 15.07 267.6 2.134 8 Asbestos Cement 0.013 28.2024 3.56 3113 1064 243.64 78 239.39 268.6 1.582 8 PVC 0.013 20.3336 2.981 4340 1159 34.13 1160 31.2 267.8 1.094 8 PVC 0.013 4.4505 0.784 4007 MH-7785 0 1085 0 268 0 8 PVC 0.013 0.8877 16.367 2315 MH-7786 0 467 0 268.7 0 6 PVC 0.013 1.0978 43.595 4221 1138 7 1137 6.74 268.5 0.097 30 PVC 0.013 4,022.64 70.225 7580 1357 258.8 1358 257.4 268.9 0.521 8 PVC 0.013 105.0167 26.838 3133 531 20.6 1309 19.58 269.7 0.378 10 Asbestos Cement 0.013 583.7496 96.53 3224 890 5.52 900 4.44 269.8 0.4 8 Vitrified Clay 0.013 30.3044 8.835 1351 737 0 302 0 269 0 8 PVC 0.013 0.2703 4.984 3114 81 0 1064 243.64 269.4 Min. Slope 8 PVC 0.013 9.1935 0.178 3922 343 53.24 1 50.02 270.3 1.191 10 PVC 0.013 42.5439 3.964 3667 999 19.6 355 18.7 270.3 0.333 12 Asbestos Cement 0.013 147.4283 15.979 4219 1136 6.48 1135 6.12 269.8 0.133 30 PVC 0.013 4,023.46 59.837 4220 1137 6.74 1136 6.48 270 0.096 30 PVC 0.013 4,023.20 70.428 1959 835 0 837 0 271 0 8 PVC 0.013 25.6891 473.668 3535 947 22.22 952 20.38 270.9 0.679 8 PVC 0.013 86.6815 19.395 2098 463 120.87 471 105.31 271 5.741 10 Concrete 0.013 46.1455 1.959 3814 315 0 295 0 270.2 0 8 Concrete 0.013 24.9814 460.62 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 33 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 2431 388 236.16 399 227.39 271.1 3.235 8 PVC 0.013 4.1072 0.421 1182 124 191.96 128 188.87 271.1 1.14 8 Concrete 0.013 242.1803 41.823 2142 778 50.62 779 49.54 270.4 0.4 8 PVC 0.013 0.9415 0.274 4397 1174 37.1 1173 35.4 270.4 0.629 8 PVC 0.013 4.1072 0.955 2115 404 234.07 409 221.44 271.4 4.653 8 PVC 0.013 58.2255 4.977 2061 937 117.51 582 96.33 271.3 7.806 8 Vitrified Clay 0.013 25.2518 1.667 4553 1199 96.87 1066 67 271.4 11.004 8 PVC 0.013 0.6689 0.037 4578 1200 0 510 42.99 271.6 Min. Slope 6 Concrete 0.013 21.009 2.097 2086 774 153.47 381 143.74 271.2 3.588 8 Concrete 0.013 15.9159 1.549 2441 588 0 1260 0 271.8 0 6 Concrete 0.013 4.5633 181.205 1980 408 232.78 371 231.48 271.1 0.48 8 PVC 0.013 107.7809 28.697 3153 854 2.81 843 2.21 271.4 0.221 12 Asbestos Cement 0.013 0.3601 0.048 2231 748 0 747 0 272.1 0 8 Concrete 0.013 3.0249 55.774 5215 403 0 1270 0 271.7 0 8 PVC 0.013 4.7379 87.36 2067 1336 97.42 582 96.33 272 0.4 6 Vitrified Clay 0.013 0.4223 0.265 2432 515 0 525 32.88 272.9 Min. Slope 8 PVC 0.013 22.2135 1.18 2000 620 159.92 1310 150.56 272.4 3.436 6 Vitrified Clay 0.013 5.7101 1.223 2096 448 156.38 446 150.53 272.3 2.148 6 Concrete 0.013 2.0006 0.542 2154 1400 0 505 48.54 273.2 Min. Slope 8 PVC 0.013 5.9334 0.26 2290 536 0 535 0 272.4 0 8 PVC 0.013 8.085 149.075 263 22 90.35 293 89.26 273.2 0.4 8 PVC 0.013 2.223 0.648 2105 390 241.4 401 234.64 273.4 2.472 8 PVC 0.013 23.2732 2.729 1129 96 203.5 94 203.24 46.2 0.562 8 Concrete 0.013 316.0476 77.712 SM 6 3283 870 0.73 864 0.35 273.4 0.142 10 Asbestos Cement 0.013 81.3194 21.925 3602 354 46.76 223 45.97 273.6 0.289 10 PVC 0.013 57.7166 10.924 3670 914 59.55 948 50.41 272.9 3.349 8 PVC 0.013 2.816 0.284 3050 832 6.09 831 5 273.4 0.4 8 Asbestos Cement 0.013 3.1851 0.929 4719 MH-7788 0 459 197.28 274 Min. Slope 8 PVC 0.013 1.7776 0.039 2031 450 0 462 0 274.1 0 8 PVC 0.013 12.1111 223.311 2375 572 0 569 0 273.6 0 8 Asbestos Cement 0.013 48.082 886.56 2078 772 164.46 774 153.47 274.4 4.005 8 Concrete 0.013 11.1587 1.028 2539 690 165.72 634 160.58 273.9 1.877 6 Vitrified Clay 0.013 1.5331 0.444 4452 1177 111.73 471 0 273.9 40.792 8 PVC 0.013 1.3533 0.039 593 35 0 183 202.43 274 Min. Slope 8 Vitrified Clay 0.013 35.9479 0.771 1 36 0 618 182.45 274 Min. Slope 8 PVC 0.013 0.8482 0.019 2081 768 234 769 223.73 275.3 3.731 8 PVC 0.013 7.7507 0.74 2331 639 149.18 1399 148.08 275 0.4 8 Vitrified Clay 0.013 6.7701 1.974 1151 134 167.93 140 161.24 248.7 2.69 8 Concrete 0.013 519.8197 58.437 SM 6 2268 584 0 581 0 274.9 0 6 Concrete 0.013 35.749 1,419.58 1134 99 200.73 103 198.69 250.4 0.815 8 Concrete 0.013 350.2509 71.554 SM 6 1130 171 212.59 94 203.24 276.3 3.384 8 Concrete 0.013 25.3419 2.54 1348 739 0 304 0 275.2 0 8 Concrete 0.013 5.6485 104.149 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 34 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 2226 654 0 751 0 275.2 0 8 Concrete 0.013 18.2933 337.302 2237 663 255.14 673 228.28 275.9 9.737 6 PVC 0.013 4.4397 0.565 3891 351 73.66 350 62.83 275.4 3.933 8 PVC 0.013 21.3341 1.983 3601 1 50.02 354 46.76 276.1 1.181 10 PVC 0.013 48.4903 4.538 4222 1139 8.22 1138 7 275.5 0.443 30 PVC 0.013 4,021.92 32.829 3925 910 10.89 909 10.51 275.5 0.138 18 Concrete 0.013 126.5851 7.23 2091 447 144.4 454 135.91 276.7 3.069 8 Concrete 0.013 22.8868 2.409 3162 232 168.8 457 160.44 276.8 3.02 8 PVC 0.013 125.1267 13.276 967 834 244.54 1268 243.37 276.2 0.424 8 PVC 0.013 121.0463 34.29 1354 245 31.7 736 30.7 276.1 0.362 8 PVC 0.013 5.0433 1.545 4942 MH-7790 0 1154 35.8 277 Min. Slope 8 PVC 0.013 1.4161 0.073 2989 MH-7789 0 801 250.23 277.2 Min. Slope 8 PVC 0.013 2.7563 0.053 2037 462 0 461 175.47 276.4 Min. Slope 8 PVC 0.013 13.3714 0.309 2216 673 228.28 MH-7716 227.17 277.3 0.4 6 Vitrified Clay 0.013 6.0356 3.79 1118 115 193.94 123 190.85 275.9 1.12 8 Concrete 0.013 351.0917 61.167 SM 6 2730 MH-7784 24.33 1009 23.53 285.7 0.28 10 Asbestos Cement 0.013 72.9903 14.027 2161 1416 64.78 661 63.67 278.6 0.4 6 Vitrified Clay 0.013 5.542 3.479 1170 104 204.73 112 197.86 279.2 2.46 8 Concrete 0.013 205.5512 24.163 4844 1236 86.56 556 84.76 279 0.645 6 Concrete 0.013 7.7374 3.825 2324 365 45.5 851 25.18 279.7 7.265 10 Asbestos Cement 0.013 555.6305 20.964 3556 1002 22.13 1001 21.3 295.7 0.281 10 Asbestos Cement 0.013 73.2606 14.062 1608 843 2.21 372 1.43 279.9 0.279 10 Asbestos Cement 0.013 221.62 42.692 2556 1324 125.52 694 123.68 279.6 0.658 6 Vitrified Clay 0.013 1.8714 0.916 5425 MH-7791 0 MH-7308 0 279.6 0 6 Concrete 0.013 0.4932 19.583 3316 990 11.09 992 10.16 279.8 0.332 8 Asbestos Cement 0.013 45.6355 14.596 4373 1169 56.98 944 46.54 280.8 3.718 8 PVC 0.013 2.2101 0.211 1183 128 188.87 135 181.83 281.1 2.505 8 Concrete 0.013 242.5674 28.261 1263 111 181.73 122 177.84 281.3 1.383 8 Concrete 0.013 7.9997 1.254 1179 116 0 112 197.86 280.6 Min. Slope 8 Concrete 0.013 29.7906 0.654 3064 1063 246.71 833 245.19 281.6 0.54 8 PVC 0.013 119.4979 29.991 2257 615 0 613 0 280.8 0 6 Concrete 0.013 12.8324 509.569 1363 1365 80.3 881 79.17 281.4 0.4 6 Vitrified Clay 0.013 10.9668 6.886 1380 369 219.22 418 206.25 282.1 4.598 8 PVC 0.013 3.8466 0.331 511 1331 79.13 382 72.53 282.1 2.339 6 Vitrified Clay 0.013 4.7913 1.244 2038 1261 107.42 675 106.29 281.8 0.4 6 Vitrified Clay 0.013 10.454 6.563 4133 MH-7286 244 17 242.87 282 0.4 6 PVC 0.013 1.4924 0.937 3621 959 0 963 16.79 282.5 Min. Slope 8 PVC 0.013 1.2965 0.098 1323 1060 248.38 1063 246.71 282.7 0.591 8 PVC 0.013 112.155 26.906 4176 1130 204.6 1128 203.1 282.1 0.532 8 PVC 0.013 28.6673 7.248 3095 5 82.87 4 79.38 282.2 1.237 8 Asbestos Cement 0.013 537.9812 89.202 3933 1066 67 946 60.11 283 2.435 8 PVC 0.013 1.597 0.189 811 735 0 251 0 283.1 0 8 PVC 0.013 10.7748 198.671 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 35 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 2158 499 0 498 76.94 282.7 Min. Slope 6 Vitrified Clay 0.013 3.6343 0.277 1197 182 209.5 181 207.93 282.8 0.555 8 Asbestos Cement 0.013 3.0098 0.745 3627 964 13.74 971 12.63 283.6 0.391 8 PVC 0.013 123.3618 36.357 4051 1092 88.54 1091 74.56 281.8 4.96 8 PVC 0.013 5.5262 0.458 3282 894 9.23 862 5.83 283.6 1.198 10 Vitrified Clay 0.013 19.6298 1.824 2140 429 195.31 430 189.16 282.8 2.174 8 PVC 0.013 3.1213 0.39 2207 1186 136.12 605 131.24 283.7 1.72 8 Vitrified Clay 0.013 3.6467 0.513 3771 319 0 320 18.52 284 Min. Slope 8 PVC 0.013 4.8824 0.353 3761 296 0 MH-7435 0 284 0 8 PVC 0.013 25.7574 474.928 1365 1366 98.48 682 97.34 283.9 0.4 6 Vitrified Clay 0.013 4.1265 2.591 2261 609 134.8 596 0 284.4 47.392 8 PVC 0.013 4.0587 0.109 336 30 17.72 29 17.57 283.7 0.053 30 PVC 0.013 3,695.40 87.295 1148 127 176.8 134 167.93 284.8 3.115 8 Concrete 0.013 368.845 38.536 3238 876 3.4 887 3.4 284.6 0 10 Asbestos Cement 0.013 49.0646 498.961 3186 863 3.7 866 2.9 284.5 0.28 10 Vitrified Clay 0.013 557.6471 107.177 4435 1421 78.12 89 76.98 284.5 0.4 8 PVC 0.013 0.1194 0.035 4227 911 11.92 1143 11.26 284.7 0.232 30 PVC 0.013 3,862.71 43.577 790 410 232.39 416 231.45 285.8 0.329 8 PVC 0.013 8.2943 2.667 2326 665 113.91 675 106.29 285.6 2.668 8 Vitrified Clay 0.013 79.9861 9.029 3189 864 0.35 869 -0.8 286.4 0.4 10 Asbestos Cement 0.013 81.3624 13.081 810 220 0 530 0 286.5 0 8 PVC 0.013 5.1284 94.561 1162 174 238.7 175 232.45 287.3 2.175 8 PVC 0.013 125.8737 15.737 3272 885 6.67 890 5.52 287.9 0.4 8 Vitrified Clay 0.013 28.7614 8.385 3970 901 24.5 904 23.82 287.9 0.236 18 Concrete 0.013 1,180.93 51.542 1767 500 0 502 0 288.4 0 8 Asbestos Cement 0.013 12.5976 232.281 2813 731 0 77 0 288.5 0 8 PVC 0.013 1.8027 33.238 3691 MH-7795 0 950 16.01 289.8 Min. Slope 8 Concrete 0.013 0.8402 0.066 2155 505 48.54 509 33.34 289.9 5.243 8 PVC 0.013 7.0341 0.566 3240 897 4 876 3.4 289.9 0.207 10 Asbestos Cement 0.013 33.7751 7.55 2289 538 0 535 0 290.1 0 8 PVC 0.013 10.851 200.076 2167 643 163.57 634 160.58 290 1.031 6 Vitrified Clay 0.013 1.8714 0.732 1135 103 198.69 115 193.94 300.3 1.582 8 Concrete 0.013 350.638 51.407 SM 6 2422 MH-7796 150.34 639 149.18 290.5 0.4 6 Vitrified Clay 0.013 2.5875 1.625 3228 892 62.27 895 55.41 290.2 2.365 10 Vitrified Clay 0.013 523.9211 34.644 4845 1237 240.86 MH-7782 239.7 290.6 0.4 6 Vitrified Clay 0.013 5.2969 3.325 3778 309 0 307 0 290.8 0 8 Concrete 0.013 1.892 34.886 960 823 2.57 86 1.41 290.3 0.4 8 PVC 0.013 56.7338 16.54 3550 271 22.53 920 21.72 290.2 0.279 10 Asbestos Cement 0.013 73.3073 14.11 1181 114 194.7 124 191.96 291.4 0.94 8 Concrete 0.013 237.3121 45.126 2109 389 240.33 394 237.31 291.3 1.037 8 PVC 0.013 1.2108 0.219 6525 MH-7328 22.77 MH-7472 22.7 80 0.087 18 PVC 0.013 1,232.35 88.37 SM 7 6241 1288 0 1287 0 291.1 0 8 0.013 1.8457 34.032 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 36 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 2264 617 0 611 0 291.8 0 8 PVC 0.013 1.2296 22.671 4075 1096 57.53 1095 55.55 291.6 0.679 8 PVC 0.013 2.1572 0.483 2058 561 4.5 6 3.68 292 0.28 10 PVC 0.013 42.4223 8.153 1963 MH-7797 0 1100 0 292.8 0 6 PVC 0.013 1.0501 41.698 3257 896 85.1 875 83.93 292.5 0.4 8 Vitrified Clay 0.013 116.6409 34.004 3142 906 20.32 905 20.22 159.1 0.063 18 Concrete 0.013 1,267.44 107.246 SM 7 3273 1321 10.4 894 9.23 293.1 0.4 8 Vitrified Clay 0.013 19.5868 5.71 2172 1103 143.29 605 131.24 293.1 4.111 8 Vitrified Clay 0.013 14.1983 1.291 3908 339 54.34 343 53.24 293.7 0.375 10 PVC 0.013 36.5808 6.078 2135 478 90.95 479 90.04 174.8 0.521 12 Concrete 0.013 1,012.37 87.738 SM 7 2068 605 131.24 937 117.51 293.7 4.675 8 Vitrified Clay 0.013 19.0682 1.626 3256 875 83.93 886 77.57 293.8 2.165 8 Vitrified Clay 0.013 123.3259 15.454 3242 881 79.17 885 6.67 293.4 24.707 6 Vitrified Clay 0.013 15.0799 1.205 2069 393 0 78 239.39 293.3 Min. Slope 8 PVC 0.013 1.4148 0.029 2026 1189 95.28 696 75.81 294.1 6.619 6 Vitrified Clay 0.013 4.261 0.658 3239 364 33.4 MH-7508 32.22 294.5 0.4 6 PVC 0.013 6.8492 4.3 2087 380 148.98 381 143.74 294.8 1.777 6 Concrete 0.013 3.771 1.123 2169 634 160.58 1310 150.56 294.5 3.402 6 Vitrified Clay 0.013 4.5938 0.989 2367 525 23.48 903 22.8 217.3 0.313 10 Asbestos Cement 0.013 578.7973 105.216 SM 7 3253 1364 78.75 886 77.57 294.5 0.4 6 Vitrified Clay 0.013 5.0282 3.157 2273 577 0 570 0 295.1 0 8 Concrete 0.013 9.9865 184.136 3090 MH-7798 0 1100 0 294.6 0 6 Concrete 0.013 0.71 28.194 507 661 63.67 671 62.48 295.5 0.4 6 Vitrified Clay 0.013 8.2684 5.192 3616 952 20.38 958 15.03 295.9 1.808 8 PVC 0.013 86.8423 11.909 2353 574 105.95 565 87.46 295.4 6.259 6 Concrete 0.013 6.3734 1.012 2797 721 205.4 429 195.31 296.1 3.407 8 PVC 0.013 0.7013 0.07 2125 473 135.92 480 116.16 296.3 6.668 8 PVC 0.013 136.1512 9.722 3537 1000 20.5 999 19.6 296.3 0.304 12 0.013 146.8382 16.663 2490 845 2.18 855 1 295.8 0.4 8 Asbestos Cement 0.013 0.0731 0.021 3190 862 5.83 866 2.9 296.8 0.987 10 Vitrified Clay 0.013 20.4909 2.098 3271 887 2.79 891 1.6 296.9 0.4 10 Asbestos Cement 0.013 65.2869 10.498 92 MH-7799 0 54 146.1 297.7 Min. Slope 8 PVC 0.013 1.0417 0.027 2056 MH-7570 2.85 MH-7469 2.05 288.5 0.28 10 Vitrified Clay 0.013 54.1844 10.413 3053 829 5.99 828 4.8 298 0.4 8 Asbestos Cement 0.013 1.0527 0.307 3073 MH-7800 0 833 245.19 297.7 Min. Slope 8 PVC 0.013 0.3871 0.008 2434 1272 166.79 685 165.6 297.9 0.4 6 Vitrified Clay 0.013 12.0248 7.55 3124 844 193.76 1059 191.69 297.8 0.695 8 PVC 0.013 2.6019 0.575 1317 349 61.8 242 60.8 298.2 0.334 8 PVC 0.013 25.8777 8.259 2462 565 87.46 1236 86.56 298.1 0.302 6 Concrete 0.013 6.751 4.879 6278 MH-7801 0 258 0 299 0 8 PVC 0.013 1.0552 19.456 4535 1192 62.89 1193 38.3 299.2 8.217 8 PVC 0.013 2.1529 0.138 90 53 16.15 688 15.49 299.6 0.22 12 PVC 0.013 0.4416 0.059 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 37 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 1978 729 215.17 732 207.11 299.8 2.689 8 PVC 0.013 3.5156 0.395 7818 1390 121.8 1389 120.3 299.2 0.501 8 PVC 0.013 0.4824 0.126 2137 481 89.04 483 87.05 290.6 0.685 12 Concrete 0.013 1,017.49 76.891 SM 7 3154 852 -0.2 854 -1.4 299.8 0.4 8 Asbestos Cement 0.013 0.287 0.084 3546 281 0 279 0 300.5 0 8 Concrete 0.013 37.3135 688.006 4608 1209 233 1205 210.25 299.7 7.591 8 PVC 0.013 1.8831 0.126 3534 991 8.62 993 7.64 299.6 0.327 8 Asbestos Cement 0.013 46.8575 15.106 808 519 0 520 0 299.9 0 8 PVC 0.013 0.5933 10.939 2220 675 106.29 682 97.34 300.8 2.976 8 Vitrified Clay 0.013 96.4399 10.308 2491 855 1 852 -0.2 300.6 0.4 8 Asbestos Cement 0.013 0.1462 0.043 3187 866 2.9 858 1.7 300.5 0.4 10 Vitrified Clay 0.013 637.9447 102.583 503 697 131.87 625 101.82 310.1 9.688 6 Vitrified Clay 0.013 1.161 0.148 2042 23 0 513 0 300.7 0 8 PVC 0.013 5.3718 99.049 3245 899 58.96 883 57.76 301.4 0.4 6 Vitrified Clay 0.013 26.1142 16.397 1334 242 60.8 240 59.6 301.2 0.4 8 PVC 0.013 26.3056 7.669 2039 MH-7507 115.11 665 113.91 301.2 0.4 6 Vitrified Clay 0.013 19.5005 12.243 2138 483 87.05 487 84.9 301.1 0.714 12 Concrete 0.013 1,025.85 75.927 SM 7 109 8 91.54 237 90.33 300.9 0.401 8 PVC 0.013 1.1058 0.322 3036 812 7.69 814 6.49 302 0.4 8 PVC 0.013 49.174 14.337 3161 437 183.54 233 178.3 302 1.735 6 Concrete 0.013 8.7566 2.64 620 MH-7488 14.82 6 13.62 302.4 0.4 6 Vitrified Clay 0.013 4.6102 2.894 1360 683 4.7 897 4 302.5 0.231 10 Asbestos Cement 0.013 22.2527 4.704 3702 943 45.91 945 29.65 302.6 5.374 8 PVC 0.013 0.7206 0.057 2475 MH-7802 0 1110 178.9 302.3 Min. Slope 8 PVC 0.013 1.0451 0.025 3668 1001 21.3 1000 20.5 303.2 0.264 12 0.013 146.7481 17.866 4134 646 92.94 55 87.91 303.1 1.659 6 Asbestos Cement 0.013 2.2434 0.692 2043 672 5.5 683 4.7 303.4 0.264 10 Asbestos Cement 0.013 19.6133 3.884 2310 460 198.98 459 197.28 302.7 0.562 8 Asbestos Cement 0.013 175.7449 43.244 2134 1099 0 479 90.04 304.1 Min. Slope 6 Concrete 0.013 3.1915 0.233 2743 384 0 500 0 304.1 0 8 PVC 0.013 10.9784 202.425 3618 958 15.03 964 13.74 304.5 0.424 8 PVC 0.013 87.0031 24.647 3445 960 15.07 918 13.84 305.3 0.403 8 Asbestos Cement 0.013 32.1786 9.347 2159 498 76.94 1228 42.99 305.5 11.113 6 Concrete 0.013 11.1321 1.326 2190 507 0 511 0 305.6 0 6 Asbestos Cement 0.013 14.1373 561.387 3277 MH-7781 76.53 MH-7295 75.67 305 0.28 10 PVC 0.013 133.8596 25.726 3230 872 63.58 892 62.27 326.6 0.4 10 Vitrified Clay 0.013 70.7115 11.371 2469 570 0 MH-7610 0 305.9 0 6 Concrete 0.013 10.7868 428.338 3169 856 6.95 867 5.72 305.4 0.4 8 Vitrified Clay 0.013 151.1782 44.073 37 524 0 848 0 306 0 8 PVC 0.013 9.1026 167.838 2312 459 197.28 458 192.87 305.3 1.444 8 Asbestos Cement 0.013 179.1334 27.483 4135 55 87.91 1331 79.13 306 2.869 6 Vitrified Clay 0.013 3.602 0.844 4177 1131 218.5 1130 204.6 306.5 4.535 8 PVC 0.013 22.5249 1.95 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 38 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 2311 456 201.47 455 199.74 305.6 0.566 8 Asbestos Cement 0.013 169.1902 41.461 628 344 93.5 345 92.28 306 0.4 8 PVC 0.013 0.8221 0.24 91 54 0 482 146.25 307.8 Min. Slope 8 PVC 0.013 1.931 0.052 4602 1203 5.08 1202 3.81 306.5 0.414 10 PVC 0.013 176.061 27.814 1318 244 58.33 346 57.16 306.9 0.381 8 PVC 0.013 27.9136 8.336 1326 MH-7803 0 1060 248.38 306.7 Min. Slope 8 PVC 0.013 0.9363 0.019 3258 MH-7804 80.28 MH-7459 79.05 307.6 0.4 6 Vitrified Clay 0.013 1.8659 1.172 7414 MH-7805 108.93 MH-7806 107.69 307.8 0.4 6 Vitrified Clay 0.013 1.703 1.069 2314 467 0 468 175.36 307.9 Min. Slope 8 PVC 0.013 3.0414 0.074 7677 1372 245 1373 242.7 309.2 0.744 8 PVC 0.013 0.7399 0.158 3226 891 1.6 870 0.73 309.1 0.28 10 Asbestos Cement 0.013 70.9279 13.63 666 MH-7807 85.56 331 84.33 308.4 0.4 8 PVC 0.013 0.6689 0.195 4536 1193 38.3 1194 36.5 309.6 0.581 8 PVC 0.013 2.3001 0.556 3779 307 0 306 0 309.6 0 8 Concrete 0.013 3.3607 61.966 2303 422 0 421 228.26 309.5 Min. Slope 8 PVC 0.013 0.6681 0.014 7822 1392 92 1393 61.2 310 9.937 8 PVC 0.013 1.1256 0.066 2557 MH-7808 167.57 695 166.33 310 0.4 6 Vitrified Clay 0.013 0.1408 0.088 3666 355 18.7 998 17.87 311.1 0.267 12 Asbestos Cement 0.013 149.1183 18.056 2812 725 0 1299 201.29 310.4 Min. Slope 8 PVC 0.013 7.8176 0.179 3074 1395 4.64 764 3.39 311.4 0.4 8 Asbestos Cement 0.013 214.6758 62.583 3686 328 0 1057 0 310.9 0 8 PVC 0.013 14.605 269.294 2438 MH-7809 87.75 MH-7810 86.51 311.4 0.4 6 Vitrified Clay 0.013 0.5747 0.361 3145 1059 191.69 451 185.69 312.5 1.92 8 PVC 0.013 287.4735 38.255 2818 MH-7432 0 728 214.12 313.4 Min. Slope 6 PVC 0.013 3.0958 0.149 5012 MH-7811 0 1251 225.4 313.3 Min. Slope 8 PVC 0.013 1.2017 0.026 2189 497 0 507 0 314.6 0 6 Asbestos Cement 0.013 1.08 42.887 3072 MH-7812 0 834 244.54 313.9 Min. Slope 8 PVC 0.013 0.3871 0.008 2351 614 135.17 629 132.17 314.8 0.953 8 Vitrified Clay 0.013 1.8477 0.349 2222 MH-7813 99.98 678 98.72 314.6 0.4 6 Vitrified Clay 0.013 3.3252 2.088 4151 1113 0 7 0 314.3 0 8 PVC 0.013 1.3382 24.675 3675 293 89.26 290 88 315.5 0.4 8 PVC 0.013 2.6229 0.765 5011 1251 225.4 1250 223.56 315 0.584 8 PVC 0.013 2.4387 0.588 3140 902 19.59 252 19.72 315.1 Min. Slope 18 Concrete 0.013 1,274.81 133.122 SM 7 1169 102 210.86 104 204.73 315.8 1.941 8 Concrete 0.013 205.0756 27.139 3679 289 51.28 1 50.02 315.9 0.4 8 PVC 0.013 5.5465 1.617 3523 1090 95.74 288 94.47 317 0.4 8 PVC 0.013 1.1833 0.345 1282 216 0 214 0 317.2 0 8 PVC 0.013 0.8621 15.895 2443 674 107.93 681 105.09 318.2 0.893 6 PVC 0.013 9.0334 3.797 3281 895 55.41 MH-7317 54.14 317.8 0.4 10 Vitrified Clay 0.013 554.0571 89.087 3955 161 109.03 162 107.29 317.7 0.548 12 Concrete 0.013 810.6079 68.504 SM 7 2047 699 131.65 680 117.2 318.6 4.537 6 Vitrified Clay 0.013 2.1418 0.399 3274 1403 56.68 895 55.41 318.5 0.4 6 Vitrified Clay 0.013 28.9362 18.169 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 39 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 2211 680 117.2 1257 110.55 318.9 2.085 6 Vitrified Clay 0.013 5.1361 1.412 2808 719 215.05 840 201.29 319.6 4.306 8 PVC 0.013 268.8581 23.891 2308 431 218.45 442 206.2 319.6 3.833 8 Asbestos Cement 0.013 135.647 12.775 682 342 94.72 341 83.56 318.7 3.502 8 PVC 0.013 3.1908 0.314 3548 277 0 274 0 319.9 0 8 Concrete 0.013 57.7709 1,065.21 683 341 83.56 343 62.29 319.4 6.66 8 PVC 0.013 4.4873 0.321 3183 1407 8.8 860 7.52 319.7 0.4 8 Asbestos Cement 0.013 0.086 0.025 403 1115 0 1116 0 319.6 0 8 PVC 0.013 1.6887 31.137 664 332 62.87 338 61.59 319.8 0.4 8 PVC 0.013 3.9949 1.165 2352 623 143.41 630 142.13 320.5 0.4 6 Vitrified Clay 0.013 4.4946 2.822 1283 217 0 209 0 320.4 0 8 PVC 0.013 2.2521 41.525 3886 MH-7814 70.63 333 69.34 322.6 0.4 8 PVC 0.013 0.3389 0.099 681 MH-7815 96.01 342 94.72 323.4 0.4 8 PVC 0.013 1.7149 0.5 3674 923 25.98 922 25.06 326 0.282 10 Asbestos Cement 0.013 72.8101 13.939 2300 443 207.81 442 206.2 325.1 0.495 8 Asbestos Cement 0.013 28.0853 7.359 3595 269 0 268 0 325.1 0 8 PVC 0.013 2.3308 42.976 522 597 89.36 585 70.46 326 5.798 6 Vitrified Clay 0.013 6.3642 1.05 7820 1388 119.5 1392 92 325.9 8.439 8 PVC 0.013 0.9648 0.061 1124 166 233.24 167 230.66 326.3 0.791 8 Concrete 0.013 4.9609 1.029 2814 715 229.22 720 0 327 70.098 8 PVC 0.013 120.5707 2.655 784 732 207.11 455 199.74 327.4 2.251 8 Asbestos Cement 0.013 5.0731 0.623 952 MH-7816 0 179 229.03 326.6 Min. Slope 8 PVC 0.013 0.3871 0.009 3677 292 48.07 354 46.76 327.2 0.4 8 PVC 0.013 8.5574 2.495 2206 616 100.86 698 99.54 329.3 0.4 6 Vitrified Clay 0.013 3.9178 2.46 6298 MH-7370 40.92 561 39.6 329.5 0.4 8 Vitrified Clay 0.013 0.2193 0.064 2334 631 129.09 641 127.77 330.2 0.4 8 PVC 0.013 11.263 3.284 3664 995 16.65 988 15.76 330.5 0.269 12 Asbestos Cement 0.013 158.5851 19.113 3262 1334 85.25 875 83.93 330.1 0.4 6 Vitrified Clay 0.013 2.2316 1.401 2795 MH-7817 0 711 230.34 330 Min. Slope 8 PVC 0.013 1.2695 0.028 3093 246 22.6 363 21.95 330.4 0.197 18 Concrete 0.013 1,233.45 58.985 3597 229 35.9 355 18.7 330.2 5.209 8 PVC 0.013 1.3309 0.108 3248 MH-7818 118.15 1277 116.83 330.7 0.4 6 Vitrified Clay 0.013 0.6385 0.401 3676 MH-7819 92.23 291 90.91 330.9 0.4 8 PVC 0.013 0.7696 0.224 521 1259 123.85 600 110.06 332.9 4.142 6 Vitrified Clay 0.013 2.8239 0.551 2369 529 22.09 531 20.6 335.7 0.444 10 Asbestos Cement 0.013 583.3735 89.052 814 261 0 260 20.03 334.7 Min. Slope 8 PVC 0.013 16.1215 1.215 2343 MH-7283 0 595 0 335.1 0 8 Concrete 0.013 4.3021 79.324 2794 MH-7820 0 710 234.93 335.5 Min. Slope 8 PVC 0.013 1.4151 0.031 3143 362 20.86 906 20.32 483.2 0.112 18 Concrete 0.013 1,266.47 80.357 SM 7 2040 MH-7821 145.8 MH-7780 144.45 337.2 0.4 6 Vitrified Clay 0.013 2.6255 1.648 2341 632 128.73 644 127.38 338.7 0.4 6 PVC 0.013 14.5553 9.139 2678 241 82.76 348 81.38 344 0.4 8 PVC 0.013 7.9903 2.33 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 40 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 821 488 117.9 489 116.09 338.2 0.535 8 PVC 0.013 327.1508 82.451 4537 1194 36.5 1195 34.7 339.6 0.53 8 PVC 0.013 2.4473 0.62 4182 1134 241.4 1133 227.8 340.2 3.998 8 PVC 0.013 4.9848 0.46 1907 MH-7268 85.85 487 84.9 340.2 0.28 10 Concrete 0.013 1.813 0.348 1208 162 107.29 193 104.52 513.3 0.54 12 Concrete 0.013 814.0904 69.306 SM 7 4332 1157 44.19 1153 28.2 343.1 4.66 8 PVC 0.013 3.712 0.317 2029 MH-7822 135.09 398 133.72 343 0.4 6 Vitrified Clay 0.013 2.7784 1.744 2055 603 74.81 1101 55.5 343.5 5.622 6 Vitrified Clay 0.013 7.4909 1.255 2584 695 166.33 700 164.16 343.6 0.631 6 Vitrified Clay 0.013 0.383 0.191 3474 969 25.13 955 20.78 344.7 1.262 8 PVC 0.013 8.1264 1.334 2304 413 232.63 421 228.26 345 1.267 8 PVC 0.013 5.0779 0.832 3088 MH-7823 0 82 249.08 344.1 Min. Slope 8 PVC 0.013 2.1499 0.047 961 1396 7.37 829 5.99 344.7 0.4 8 Asbestos Cement 0.013 0.993 0.29 4054 1094 96.74 1093 92.61 344.3 1.199 8 PVC 0.013 0.5906 0.099 1103 97 0 129 0 345.5 0 8 PVC 0.013 1.2524 23.091 3720 972 12.96 980 11.89 345.7 0.309 8 Asbestos Cement 0.013 36.7262 12.173 3071 82 249.08 1063 246.71 345.6 0.686 8 PVC 0.013 5.4419 1.212 2437 678 98.72 682 97.34 345.9 0.4 6 Vitrified Clay 0.013 7.3559 4.619 2805 1338 0 716 215.84 347.3 Min. Slope 8 PVC 0.013 264.1522 6.179 2416 469 0 470 165.46 346.4 Min. Slope 8 PVC 0.013 1.7024 0.045 1155 143 150.42 151 136.04 347.4 4.14 8 PVC 0.013 3.2775 0.297 4121 1104 259.37 1109 253.42 348 1.71 8 PVC 0.013 0.4881 0.069 2045 671 62.48 MH-7637 61.09 348.7 0.4 6 Vitrified Clay 0.013 14.9548 9.39 1353 300 30.3 251 25.11 348.8 1.488 8 PVC 0.013 4.0751 0.616 2318 482 146.25 489 116.09 350.2 8.613 8 Asbestos Cement 0.013 201.6218 12.667 7590 1361 254.2 1362 250.5 349.2 1.06 8 PVC 0.013 107.3173 19.224 626 MH-7824 0 514 0 350.4 0 8 PVC 0.013 5.7474 105.973 2323 4 79.38 365 45.5 350.1 9.678 10 Asbestos Cement 0.013 553.2288 18.085 3156 226 32.76 257 30.09 350.5 0.762 12 Asbestos Cement 0.013 9.7953 0.702 3091 MH-7825 26.15 849 22.79 394.6 0.851 10 Asbestos Cement 0.013 11.0299 1.216 1143 113 0 111 181.73 351 Min. Slope 8 Concrete 0.013 2.0132 0.052 2428 MH-7806 107.69 675 106.29 351.2 0.4 6 Vitrified Clay 0.013 5.1045 3.205 1368 MH-7810 86.51 896 85.1 351.4 0.4 6 Vitrified Clay 0.013 2.0574 1.292 621 556 84.76 555 83.23 352.7 0.434 6 Concrete 0.013 7.8836 4.753 2430 407 229.17 399 227.39 353.3 0.504 8 PVC 0.013 0.5522 0.143 785 442 206.2 456 201.47 353.4 1.339 8 Asbestos Cement 0.013 165.3847 26.357 332 28 17.31 MH-7270 17.11 352.8 0.058 30 PVC 0.013 3,711.22 84.024 3144 1058 198.66 458 192.87 354 1.635 8 Asbestos Cement 0.013 9.4388 1.361 2982 802 251.55 753 250.23 353.7 0.373 8 PVC 0.013 8.429 2.544 3619 953 26.49 965 21.06 354.9 1.53 8 PVC 0.013 2.1334 0.318 2815 720 0 727 219.47 355 Min. Slope 8 PVC 0.013 121.8818 2.858 1725 510 42.99 1323 0 355.8 12.083 8 Concrete 0.013 23.4916 1.246 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 41 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 2305 421 228.26 432 219.23 356.8 2.531 8 PVC 0.013 7.9975 0.927 1352 301 0 735 0 356.7 0 8 PVC 0.013 9.2918 171.326 1119 92 205.7 93 204.2 357.1 0.42 8 Concrete 0.013 4.7509 1.352 148 544 0 MH-7471 0 358.3 0 6 Concrete 0.013 20.1434 799.886 280 594 0 40 0 359.9 0 8 Concrete 0.013 9.9452 183.375 2450 1294 0 645 0 360.1 0 8 Asbestos Cement 0.013 0.6552 12.08 2325 851 25.18 525 23.48 360.7 0.471 10 Asbestos Cement 0.013 555.6305 82.309 1280 209 0 208 235.01 362.3 Min. Slope 8 PVC 0.013 4.5314 0.104 2178 383 2.97 787 2.35 364.3 0.17 14 Asbestos Cement 0.013 879.8679 88.478 2064 582 96.33 573 40.51 365.1 15.289 8 Vitrified Clay 0.013 26.3899 1.244 2319 489 116.09 495 100.19 366 4.345 8 Asbestos Cement 0.013 531.8992 47.051 2054 786 1.72 784 1.09 366.5 0.17 14 Asbestos Cement 0.013 889.215 89.41 2177 648 3.59 383 2.97 367.3 0.17 14 Asbestos Cement 0.013 876.7166 88.16 2317 468 175.36 482 146.25 369 7.889 8 Asbestos Cement 0.013 196.2912 12.886 2980 798 0 755 0 369 0 8 PVC 0.013 11.0833 204.359 2740 1098 0 626 0 369.7 0 8 PVC 0.013 2.7885 51.415 3608 3 40.51 221 39.44 368.7 0.29 10 PVC 0.013 58.8422 11.108 3917 290 84.11 340 78.79 370 1.438 8 PVC 0.013 8.5871 1.32 1209 MH-7404 78.46 89 76.98 369.6 0.4 6 PVC 0.013 1.4361 0.902 1281 214 0 213 236.33 370.2 Min. Slope 8 PVC 0.013 2.8878 0.067 2243 MH-7451 242.59 MH-7263 241.1 372.3 0.4 6 Vitrified Clay 0.013 3.5761 2.245 2816 722 224.94 729 215.17 373.3 2.617 8 PVC 0.013 2.9449 0.336 5226 685 165.6 1271 164.11 372.5 0.4 6 Vitrified Clay 0.013 14.563 9.143 1362 1234 60.46 899 58.96 373.6 0.4 6 Vitrified Clay 0.013 21.2039 13.313 2165 MH-7827 147.28 651 145.79 372.9 0.4 6 Vitrified Clay 0.013 0.7266 0.456 2648 224 37.3 300 30.3 372.6 1.879 8 PVC 0.013 2.8249 0.38 2179 787 2.35 786 1.72 373.9 0.17 14 Asbestos Cement 0.013 889.1419 89.407 3921 345 92.28 291 90.91 373.7 0.367 8 PVC 0.013 2.8173 0.858 2176 667 4.23 648 3.59 374.2 0.17 14 Asbestos Cement 0.013 876.542 88.139 3827 268 0 298 0 373.6 0 8 PVC 0.013 5.1119 94.255 4764 1232 230.47 1230 228.5 373.7 0.527 8 PVC 0.013 2.2186 0.563 2272 580 0 577 0 373.7 0 8 Concrete 0.013 7.8207 144.202 2120 475 0 474 143.74 374.6 Min. Slope 8 PVC 0.013 2.8588 0.085 3040 826 3.95 825 2.45 375.5 0.4 8 Asbestos Cement 0.013 3.0383 0.886 1472 MH-7828 93.75 MH-7700 92.25 375.4 0.4 8 Vitrified Clay 0.013 1.3311 0.388 769 521 0 527 0 449 0 8 PVC 0.013 2.4252 44.716 3524 288 94.47 289 51.28 375.5 11.5 8 PVC 0.013 3.0898 0.168 2150 487 84.9 493 58.21 377.5 7.07 12 Concrete 0.013 1,168.94 27.493 2819 728 214.12 733 202.85 378 2.981 8 Asbestos Cement 0.013 4.874 0.52 777 518 0 MH-7297 0 380.1 0 6 PVC 0.013 24.4925 972.588 1139 132 0 134 167.93 380.5 Min. Slope 8 Concrete 0.013 145.9489 4.051 4534 1191 111.58 1192 62.89 381.7 12.757 8 PVC 0.013 1.7222 0.089 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 42 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 1688 MH-7829 0 580 0 382 0 6 Concrete 0.013 1.0856 43.108 4148 7 0 328 0 382 0 8 PVC 0.013 3.1428 57.949 3818 298 0 301 0 382.7 0 8 PVC 0.013 7.787 143.58 3280 900 4.44 866 2.9 384.1 0.4 8 Vitrified Clay 0.013 49.3516 14.388 1355 746 14.45 318 13.94 385.1 0.132 30 PVC 0.013 3,823.22 57.072 4137 MH-7681 187.49 MH-7296 185.94 388.6 0.4 6 Concrete 0.013 3.7975 2.384 3828 265 0 297 0 387.2 0 8 PVC 0.013 4.368 80.54 2316 458 192.87 468 175.36 388.9 4.503 8 Asbestos Cement 0.013 191.2381 16.617 3075 810 101.88 777 99.22 532.7 0.499 12 Concrete 0.013 958.1187 84.795 SM 7 2473 789 209.04 788 0 390.5 53.526 8 PVC 0.013 2.0035 0.05 1653 373 113.67 397 106.81 391.1 1.754 6 Vitrified Clay 0.013 2.0743 0.622 3606 2 43.41 222 42.22 390.5 0.305 10 PVC 0.013 58.3598 10.75 3998 1080 0 1079 0 392.5 0 8 PVC 0.013 10.6987 197.268 3999 1079 0 1078 0 394.3 0 8 PVC 0.013 12.0308 221.83 3116 247 6.92 853 5.19 395 0.438 8 PVC 0.013 6.642 1.85 947 195 10.93 1346 9.34 396.2 0.4 8 PVC 0.013 10.6712 3.111 3089 836 231.3 821 225.36 396.7 1.497 8 Concrete 0.013 34.5932 5.213 1117 147 148.49 156 124.8 398.5 5.945 8 Concrete 0.013 528.4615 39.962 962 821 225.36 176 219.28 397.7 1.529 8 Concrete 0.013 39.2783 5.857 2591 703 0 701 25.64 399.8 Min. Slope 8 PVC 0.013 5.7045 0.415 2240 653 256.38 666 254.78 399.7 0.4 6 Vitrified Clay 0.013 2.3775 1.493 3035 815 4.88 816 3.27 400.3 0.4 8 PVC 0.013 56.6144 16.505 944 MH-7830 0 186 193 400 Min. Slope 8 Vitrified Clay 0.013 2.1967 0.058 3833 287 0 319 24.41 400.2 Min. Slope 8 PVC 0.013 1.2888 0.096 3037 814 6.49 815 4.88 402.3 0.4 8 PVC 0.013 49.3979 14.401 2806 717 0 716 215.84 403 Min. Slope 8 PVC 0.013 2.8866 0.073 1212 201 3.54 199 1.93 404.6 0.4 8 Asbestos Cement 0.013 15.2089 4.434 1146 123 190.85 122 177.84 408.3 3.186 8 Concrete 0.013 357.4456 36.922 2478 63 15.52 1069 15.16 409.5 0.088 30 PVC 0.013 3,822.05 70.026 2296 428 227.99 1298 210.15 410.4 4.347 8 PVC 0.013 20.8533 1.844 1193 153 0 161 109.03 414.4 Min. Slope 6 Concrete 0.013 16.3009 1.262 1346 751 0 317 0 414.7 0 8 Concrete 0.013 21.6115 398.483 2275 546 0 544 0 415.3 0 8 Asbestos Cement 0.013 6.0961 112.403 4113 297 0 1120 13.64 423.1 Min. Slope 8 PVC 0.013 8.348 0.857 4117 MH-7832 0 1107 0 424 0 1 PVC 0.013 1.0733 5,066.39 4112 120 13.71 1120 12.76 423 0.225 30 PVC 0.013 3,827.91 43.878 1137 MH-7833 0 133 165.9 426 Min. Slope 8 PVC 0.013 4.407 0.13 2106 757 0 391 0 431.3 0 8 PVC 0.013 19.9772 368.349 1370 1271 164.11 877 162.38 432.4 0.4 6 Vitrified Clay 0.013 16.0872 10.1 3259 882 71.71 888 68.07 435.4 0.836 10 Vitrified Clay 0.013 60.2433 6.701 1781 718 226.52 724 218.49 439.1 1.829 8 PVC 0.013 3.098 0.422 2442 659 113.21 674 107.93 440.9 1.197 6 Vitrified Clay 0.013 4.6813 1.699 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 43 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 43 545 0 66 0 444.3 0 8 PVC 0.013 4.9229 90.77 2236 647 256.92 663 255.14 444.1 0.4 6 Vitrified Clay 0.013 2.6891 1.688 1976 713 231.68 714 229.99 443.5 0.381 8 PVC 0.013 5.6751 1.695 3596 230 37.8 229 35.9 443.9 0.428 8 PVC 0.013 0.6152 0.173 141 10 0 527 0 448.3 0 8 PVC 0.013 1.3537 24.96 2471 MH-7834 217.93 1317 216.12 451.5 0.4 6 Vitrified Clay 0.013 0.7598 0.477 3625 962 0 964 13.74 450.8 Min. Slope 8 PVC 0.013 20.9282 2.21 2359 564 0 548 0 460.1 0 8 Concrete 0.013 60.0357 1,106.97 3157 227 21.99 362 20.86 459.7 0.246 18 Concrete 0.013 1,266.19 54.169 2796 MH-7835 0 712 222.88 461.4 Min. Slope 8 PVC 0.013 1.3896 0.037 3158 257 30.09 MH-7825 26.15 462.6 0.852 12 Asbestos Cement 0.013 10.074 0.683 3624 1056 0 961 0 464.3 0 8 PVC 0.013 18.8299 347.195 2363 MH-7836 0 512 0 465.7 0 8 PVC 0.013 2.3071 42.539 3927 907 11.45 910 10.89 466.1 0.12 18 Concrete 0.013 2.4193 0.148 1195 MH-7837 0 162 107.29 468 Min. Slope 8 Vitrified Clay 0.013 0.2798 0.011 3137 254 19.21 253 18.56 467.9 0.139 18 Concrete 0.013 1,364.52 77.657 1359 MH-7267 9.37 880 7.5 469.4 0.4 6 Vitrified Clay 0.013 11.3168 7.105 1361 679 91.46 1274 43.5 469.5 10.215 6 Vitrified Clay 0.013 6.2694 0.779 6331 MH-7838 0 510 42.99 470 Min. Slope 8 Concrete 0.013 1.4625 0.089 3120 493 58.21 248 24.9 471.7 7.061 12 Concrete 0.013 1,172.01 27.583 2793 MH-7839 0 429 195.31 470.5 Min. Slope 8 PVC 0.013 0.2798 0.008 1766 83 193.75 235 178.3 481.7 3.207 6 Concrete 0.013 2.8515 0.632 3813 329 34.13 245 31.7 480.6 0.506 8 PVC 0.013 1.9568 0.507 3092(1)522 23.41 MH-7869 22.88 341 0.155 18 Concrete 0.013 1,196.34 64.369 SM 7 2048 662 93.4 679 91.46 485.7 0.4 6 Vitrified Clay 0.013 1.2203 0.766 2465 635 165.52 643 163.57 486.6 0.4 6 Vitrified Clay 0.013 0.8849 0.556 3669 1052 0 264 0 488.3 0 8 PVC 0.013 0.1608 2.965 3932 909 10.51 908 9.54 489.8 0.198 18 Concrete 0.013 128.3897 6.12 1675 MH-7840 0 595 0 493.7 0 8 PVC 0.013 3.4221 63.099 1606 785 63.88 1410 0.26 498.3 12.769 6 Vitrified Clay 0.013 6.6114 0.735 4147 1111 32.72 1112 31.62 500.6 0.22 12 PVC 0.013 15.1802 2.024 1364 684 170.67 MH-7348 168.73 483.8 0.4 6 Vitrified Clay 0.013 28.8478 18.112 5196 1269 176.51 655 174.47 510 0.4 6 Vitrified Clay 0.013 0.4228 0.265 3092(2)MH-7869 22.88 849 22.79 59.1 0.152 18 Concrete 0.013 1,220.76 66.374 SM 7 4237 1144 158.3 1103 143.29 519.8 2.888 6 Vitrified Clay 0.013 2.0852 0.487 2219 676 214.73 684 170.67 519.9 8.475 6 Vitrified Clay 0.013 16.108 2.197 3626 264 0 971 12.63 520.7 Min. Slope 8 PVC 0.013 0.3216 0.038 4120 MH-7841 0 448 156.38 529.3 Min. Slope 6 Concrete 0.013 0.2798 0.02 2163 658 160.95 664 140.67 214.2 9.465 8 Vitrified Clay 0.013 293.6936 17.602 SM 9 3275 1197 63.45 892 62.27 293.5 0.4 8 Vitrified Clay 0.013 316.8134 92.369 SM 9 3229 874 66.91 872 63.58 533.3 0.624 10 Vitrified Clay 0.013 66.4071 8.546 1528 769 223.73 418 206.25 542.4 3.223 8 PVC 0.013 9.3522 0.961 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 44 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 5-Year (2028) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) 1 Diameter (in)Material Manning's n Flow (gpm) Flow/Capacity (Design) (%)CIP 7993 664 140.67 1402 139.49 294.8 0.4 6 Vitrified Clay 0.013 298.6788 187.534 SM 9 505 MH-7842 136 621 133.79 553.3 0.4 6 Vitrified Clay 0.013 1.4938 0.938 3115 853 9.92 812 7.69 557 0.4 8 PVC 0.013 16.1989 4.723 2208 1265 133.89 699 131.65 559 0.4 6 Vitrified Clay 0.013 2.0988 1.318 1908 1384 99.1 478 91.31 627 1.242 12 Concrete 0.013 963.0219 54.032 CO-14 824 1.13 W-Port 0 7.5 14.984 8 0.013 75.2198 3.583 CO-18 395 0 W-31st St 212.35 7.9 Min. Slope 8 0.013 5.9062 0.021 CO-20 MH-7299 0.8 W-Gaines St 0.77 20 0.15 15 0.013 1,191.21 106.076 CO-25 MH-7315 5.95 O-2 5.95 5.5 0.079 24 PVC 0.013 4,210.24 147.263 2044 1402 139.49 1332 137.93 389.9 0.4 6 Vitrified Clay 0.013 307.5524 193.103 SM 9 1358 1332 137.93 879 135.73 550.7 0.4 8 Vitrified Clay 0.013 309.9501 90.361 SM 9 121(1)792 1.42 MH-7870 1.31 48.7 0.22 12 Vitrified Clay 0.013 73.1094 9.752 121(2)MH-7870 1.31 9 0.85 211.3 0.22 12 Vitrified Clay 0.013 79.867 10.648 CO-29 882 71.71 1409 74.51 122.2 2.288 6 Vitrified Clay 0.013 7.0845 1.86 CO-30 1409 74.51 884 74.13 94.1 Min. Slope 6 Vitrified Clay 0.013 5.7713 3.624 2361(1)571 0 MH-7871 0 397.2 0 8 Concrete 0.013 17.9504 330.978 2361(2)MH-7871 0 541 0 221 0 8 Concrete 0.013 21.7894 401.763 343(1)40 0 MH-7872 0 166.4 0 8 Concrete 0.013 11.0028 202.876 343(2)MH-7872 0 571 0 132.2 0 8 Concrete 0.013 13.043 240.493 CO-35 MH-7882 28.03 968 27.14 222.7 0.4 12 0.013 0 0 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 45 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 3541 MH-7233 0 977 35.66 4.2 Min. Slope 8 PVC 0.013 0.1946 0.001 6295 MH-7237 0 1301 160.15 5 Min. Slope 8 PVC 0.013 1.607 0.005 6309 MH-7238 0 1304 227.84 5 Min. Slope 6 PVC 0.013 0.4493 0.003 7697 MH-7236 0 1139 8.22 5 Min. Slope 8 PVC 0.013 0.1447 0.002 6286 MH-7240 0 1296 0 4.7 0 8 PVC 0.013 3.3326 61.449 4349 MH-7241 0 1160 31.2 5.6 Min. Slope 8 PVC 0.013 0.6249 0.005 2661 MH-7242 0 709 238.29 6.1 Min. Slope 6 PVC 0.013 251.842 1.599 3941 MH-7246 0 375 232.16 7 Min. Slope 8 PVC 0.013 0.7686 0.002 8050 1408 0.03 W-Point Hudson 0 7.5 0.402 8 PVC 0.013 3.3192 0.965 4601 1075 5.28 1203 5.08 7.9 2.529 10 PVC 0.013 176.2529 11.27 6968 MH-7249 0 430 189.16 8 Min. Slope 6 PVC 0.013 4.0531 0.033 2744 MH-7251 0 1098 0 8.1 0 8 PVC 0.013 3.0889 56.954 5378 MH-7252 65.68 MH-7253 65.64 8.1 0.401 6 PVC 0.013 0.8218 0.515 2568 MH-7254 0 MH-7255 0 8.3 0 6 PVC 0.013 1.3811 54.843 7664 1371 0 MH-7251 0 8.4 0 8 PVC 0.013 2.4851 45.821 4682 MH-7256 0 423 229.23 8.4 Min. Slope 8 PVC 0.013 4.7445 0.017 5243 MH-7257 7.41 1396 7.37 8.7 0.398 8 PVC 0.013 0.9695 0.283 4277 MH-7258 0 379 0 8.9 0 6 PVC 0.013 0.8436 33.498 7075 MH-7259 230.42 MH-7260 230.38 9 0.4 6 PVC 0.013 0.6727 0.422 5083 MH-7261 0 1256 63.14 9.2 Min. Slope 8 PVC 0.013 0.5571 0.004 5293 1276 106.39 576 106.35 9.4 0.401 6 Concrete 0.013 1.8207 1.142 7767 777 99.22 1384 99.1 9.6 1.251 12 Concrete 0.013 1,223.68 68.43 5104 MH-7263 241.1 MH-7264 241.06 9.6 0.399 6 PVC 0.013 4.0659 2.555 5618 263 102.77 MH-7267 102.73 10.1 0.399 6 PVC 0.013 10.1735 6.398 8090 1422 0 MH-7268 0 10.7 0 8 PVC 0.013 1.2794 23.591 914 532 0 68 0 11.5 0 6 PVC 0.013 1.0954 43.499 4437 125 0 W-Island Vista 0 10.7 0 8 0.013 15.4896 285.605 4074 MH-7269 57.58 1096 57.53 11.8 0.425 8 PVC 0.013 0.2582 0.073 6445 MH-7272 54.08 1188 31.43 12 188.75 10 Vitrified Clay 0.013 559.9639 4.145 909 MH-7270 17.11 65 17.1 12 0.047 30 PVC 0.013 4,064.93 101.959 7636 MH-7271 0 1367 49.42 12 Min. Slope 8 PVC 0.013 0.4674 0.004 4020 386 0 395 0 12.4 0 8 PVC 0.013 0 0 4652 MH-7275 0 1216 118.6 12.9 Min. Slope 8 PVC 0.013 0.2582 0.002 108 MH-7276 91.59 8 91.54 13 0.384 6 PVC 0.013 0.8429 0.54 5627 MH-7277 95.28 MH-7278 95.28 13 0 6 PVC 0.013 3.8184 151.628 4395 MH-7279 0 1175 47.1 13.3 Min. Slope 8 PVC 0.013 0.7364 0.007 2299 444 209.12 443 207.81 13.4 9.746 8 PVC 0.013 31.2924 1.848 6265 MH-7280 0 1291 0 13.6 0 8 PVC 0.013 0.5957 10.985 7637 MH-7284 0 1369 52.12 14 Min. Slope 8 PVC 0.013 0.7962 0.008 6780 MH-7281 90.28 MH-7282 90.23 14 0.4 6 PVC 0.013 0.4557 0.286 6655 1333 0 MH-7283 0 14 0 8 PVC 0.013 3.8429 70.857 7663 1370 0 1371 0 14.1 0 8 PVC 0.013 1.2076 22.266 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 1 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 4701 MH-7285 0 1222 245.52 14.7 Min. Slope 8 PVC 0.013 0 0 4822 1235 244.06 MH-7286 244 14.8 0.401 6 PVC 0.013 1.2636 0.792 4073 MH-7287 57.59 1096 57.53 14.8 0.4 8 PVC 0.013 1.1398 0.332 5025 MH-7288 0 1252 0 15 0 8 PVC 0.013 0.8566 15.795 6544 MH-7289 0 624 0 15.2 0 6 Concrete 0.013 1.9616 77.895 8082 1490 0 1420 237.45 15.3 Min. Slope 6 PVC 0.013 0.6216 0.006 4330 MH-7290 0 1156 0 16 0 6 PVC 0.013 0.5706 22.66 7457 MH-7291 0 MH-7292 0 16 0 8 PVC 0.013 27.0551 498.856 5095 MH-7293 0 498 76.94 16.2 Min. Slope 6 Concrete 0.013 8.7381 0.159 3170 857 1.61 W-Monroe 1.56 16.6 0.28 10 0.013 909.8579 174.917 4658 MH-7294 0 1218 108.9 16.8 Min. Slope 8 PVC 0.013 0.9157 0.007 6256 MH-7295 75.67 892 62.27 17 78.826 10 Asbestos Cement 0.013 136.3751 1.562 8093 1424 115.86 579 107.1 17.1 51.303 8 PVC 0.013 0.979 0.025 4427 MH-7296 185.94 636 185.87 17.2 0.4 6 PVC 0.013 5.1573 3.24 5090 MH-7297 0 528 0 17.5 0 6 Asbestos Cement 0.013 27.0989 1,076.09 118 9 0.85 783 0.82 17.5 0.15 15 PVC 0.013 85.2561 7.6 4653 MH-7298 0 1216 118.6 17.6 Min. Slope 8 PVC 0.013 0.2582 0.002 117 783 0.82 MH-7299 0.8 17.9 0.112 18 PVC 0.013 307.6868 19.54 7339 MH-7300 145.64 MH-7301 134.11 18 64.056 6 PVC 0.013 2.1442 0.106 3961 MH-7302 0 178 227.58 18.1 Min. Slope 8 PVC 0.013 17.5151 0.091 6250 1148 0 538 0 18.3 0 8 PVC 0.013 3.2619 60.145 3171 869 1.68 857 1.61 18.6 0.4 10 0.013 82.6087 13.279 6917 MH-7303 0 MH-7304 224.94 18.7 Min. Slope 6 PVC 0.013 0.6038 0.007 8030 1458 0 1214 62.82 19.2 Min. Slope 8 0.013 0.2364 0.002 1415 MH-7305 38.16 490 38.08 19 0.4 8 PVC 0.013 0.3148 0.092 4784 MH-7306 0 1232 230.47 19.9 Min. Slope 8 PVC 0.013 0.4566 0.002 6259 MH-7307 0 714 229.99 20 Min. Slope 8 PVC 0.013 0.6038 0.003 6656 MH-7308 0 1333 0 20 0 6 PVC 0.013 0.8858 35.175 6852 MH-7309 0 974 0 20 0 8 PVC 0.013 0.587 10.823 7644 850 12.04 1070 15.65 20.1 Min. Slope 8 PVC 0.013 2.3368 0.102 8004 MH-7310 229.8 MH-7311 229.72 20.1 0.399 6 PVC 0.013 0.8236 0.518 2636 987 5.97 MH-7315 5.95 20.4 0.08 24 PVC 0.013 4,606.70 160.249 81 MH-7314 0 181 207.93 20.3 Min. Slope 6 PVC 0.013 0.7631 0.009 3949 MH-7316 0 509 33.34 20.8 Min. Slope 6 PVC 0.013 0.816 0.026 6444 MH-7317 54.14 MH-7272 54.08 21 0.28 10 PVC 0.013 559.8948 107.603 4628 1211 200.67 W-Hamilton Heights 0 21 954.232 8 PVC 0.013 9.0703 0.054 7743 MH-7318 13.05 1382 12.97 21.1 0.399 6 Vitrified Clay 0.013 7.2295 4.542 3804 MH-7319 0 MH-7320 0 21.3 0 6 PVC 0.013 0.8222 32.65 7225 MH-7323 0 MH-7324 0 22 0 6 PVC 0.013 14.0222 556.815 3948 MH-7321 0 1050 60.71 22 Min. Slope 8 PVC 0.013 2.0476 0.023 4797 1233 165.9 MH-7322 0 22 754.961 8 PVC 0.013 2.8818 0.019 7195 MH-7325 0 38 0 22 0 8 PVC 0.013 0.2582 4.761 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 2 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 4793 MH-7326 0 457 0 22.2 0 6 PVC 0.013 0.4493 17.842 1175 MH-7327 0 118 216.24 22.7 Min. Slope 8 PVC 0.013 0.8544 0.005 6639 6 3.68 1328 3.62 22.6 0.28 10 Vitrified Clay 0.013 50.5609 9.725 6526 849 22.79 MH-7328 22.77 22.8 0.088 18 Concrete 0.013 1,530.18 109.69 6779 MH-7329 90.12 MH-7330 90.02 24 0.4 6 PVC 0.013 0.6905 0.434 2002 377 0 586 0 24.4 0 6 Concrete 0.013 33.585 1,333.65 7192 41 0 MH-7331 0 24.6 0 8 PVC 0.013 3.3532 61.828 4085 MH-7332 0 708 0 24.6 0 6 PVC 0.013 0.1805 7.168 5290 MH-7333 2.89 887 2.79 24.7 0.401 6 PVC 0.013 3.6344 2.28 4393 MH-7334 0 1174 37.1 24.7 Min. Slope 8 PVC 0.013 0.2582 0.004 4017 1087 16.07 1086 16.04 24.7 0.122 30 PVC 0.013 4,146.89 64.62 2791 MH-7335 0 618 182.45 25 Min. Slope 8 PVC 0.013 1.2863 0.009 5611 MH-7336 38.69 MH-7337 38.59 25.5 0.4 6 PVC 0.013 9.173 5.759 5080 1255 55.28 1164 0 25.5 216.568 8 PVC 0.013 2.6264 0.033 2811 726 210.79 725 210.4 25.6 1.523 8 PVC 0.013 7.2919 1.09 5430 1088 6.2 1279 6.1 25.8 0.401 8 PVC 0.013 15.2678 4.448 4164 1125 0 475 0 26 0 6 PVC 0.013 1.9543 77.605 1104 MH-7338 0 129 0 26.2 0 8 PVC 0.013 9.6233 177.44 3806 MH-7339 0 325 0 26.2 0 6 PVC 0.013 3.4043 135.184 4905 MH-7340 0 1243 245.5 26.5 Min. Slope 8 PVC 0.013 0 0 5432 MH-7341 13.16 MH-7318 13.05 26.8 0.4 6 PVC 0.013 7.1121 4.466 848 MH-7342 0 MH-7343 0 26.9 0 8 PVC 0.013 0.9313 17.171 4904 MH-7344 0 1241 244.91 26.9 Min. Slope 8 PVC 0.013 0 0 6778 MH-7282 90.23 MH-7329 90.12 27 0.4 6 Concrete 0.013 0.5731 0.36 1161 158 118.13 159 117.39 254.2 0.291 18 PVC 0.013 762.7453 29.988 SM 1 2335 630 142.13 631 129.09 27.3 47.673 8 PVC 0.013 8.9959 0.24 4348 MH-7346 0 1159 34.13 27.7 Min. Slope 8 PVC 0.013 1.1629 0.019 3798 MH-7320 0 326 0 27.7 0 8 PVC 0.013 1.0804 19.921 6428 1310 150.56 396 144.34 28.2 22.047 6 Vitrified Clay 0.013 11.0673 0.936 3221 MH-7348 168.73 898 163.4 47.2 11.283 6 Vitrified Clay 0.013 35.1577 4.156 4697 MH-7347 0 1225 256 28.4 Min. Slope 8 PVC 0.013 0 0 2188 513 0 511 0 28.5 0 8 PVC 0.013 6.3257 116.637 7602 819 90.93 818 79.5 29 39.369 6 PVC 0.013 1.6296 0.103 5452 782 1.83 MH-7349 1.75 29 0.28 10 Vitrified Clay 0.013 77.659 14.93 3954 MH-7350 0 724 218.49 29.5 Min. Slope 6 PVC 0.013 0.6038 0.009 3963 79 245.17 1062 244.61 30.1 1.863 8 PVC 0.013 10.1779 1.375 7224 MH-7324 0 544 0 30.1 0 6 Concrete 0.013 14.2586 566.202 2344 595 0 594 0 30.2 0 8 Concrete 0.013 9.8083 180.849 6440 1423 0 MH-7351 0 30.4 0 8 PVC 0.013 0.895 16.502 3945 MH-7352 0 954 44.48 30.4 Min. Slope 8 PVC 0.013 0.1946 0.003 4346 MH-7353 0 1158 43.3 31 Min. Slope 8 PVC 0.013 0.2364 0.004 908 71 0 65 18.15 31.1 Min. Slope 8 PVC 0.013 19.2636 0.465 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 3 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 8029 MH-7354 56.81 1403 56.68 31.5 0.4 6 Vitrified Clay 0.013 28.1987 17.705 6317 1307 226.73 49 226.02 32.3 2.198 8 PVC 0.013 4.2203 0.525 7728 1380 153.85 MH-7355 119.88 32.7 104.037 6 Vitrified Clay 0.013 0.9706 0.038 3172 858 1.7 857 1.61 32.8 0.28 10 0.013 827.1801 159.01 6273 657 189.42 1293 187.63 33.1 5.41 8 PVC 0.013 3.4351 0.272 6652 MH-7356 86.62 MH-7357 86.49 33.1 0.399 6 Vitrified Clay 0.013 0.3349 0.21 3950 MH-7358 0 509 33.34 33.3 Min. Slope 4 PVC 0.013 2.15 0.252 34 259 0 1073 0 33.5 0 8 PVC 0.013 15.9214 293.567 776 516 0 518 0 33.7 0 6 Asbestos Cement 0.013 22.3982 889.424 6536 252 19.72 MH-7359 19.58 33.8 0.414 18 PVC 0.013 1,674.55 55.181 3444 918 13.84 970 13.8 33.9 0.118 8 Asbestos Cement 0.013 37.2288 19.989 3785 MH-7360 64.36 MH-7361 64.23 34 0.4 6 PVC 0.013 5.8958 3.702 137 MH-7362 0 914 59.55 35 Min. Slope 6 PVC 0.013 1.2108 0.037 915 67 17 68 16.7 35.1 0.854 30 PVC 0.013 4,116.37 24.193 7582 1354 270.4 1348 263.2 35.4 20.321 8 PVC 0.013 103.4432 4.231 4323 1152 23.88 MH-7363 0 35.6 67.086 8 PVC 0.013 6.9006 0.155 140 MH-7365 0 10 0 36 0 8 PVC 0.013 1.2438 22.934 3957 MH-7364 0 142 167.92 35.9 Min. Slope 8 PVC 0.013 0.6216 0.005 1695 MH-7366 0 610 0 36.8 0 6 PVC 0.013 1.0166 40.37 4623 MH-7367 0 1209 233 37 Min. Slope 8 PVC 0.013 0.7979 0.006 7691 1377 0 1215 237.3 37.1 Min. Slope 8 PVC 0.013 0.6216 0.005 38 530 0 848 0 37.1 0 8 PVC 0.013 5.7216 105.498 3811 MH-7368 0 324 0 37.5 0 8 PVC 0.013 6.0062 110.745 24 MH-7369 0 44 224.41 37.6 Min. Slope 8 PVC 0.013 0.6038 0.005 7821 1393 61.2 240 59.6 37.9 4.219 8 PVC 0.013 2.0656 0.185 7338 651 145.79 MH-7300 145.64 38 0.4 6 Vitrified Clay 0.013 2.0751 1.303 4737 1228 0 1200 42.99 38.1 Min. Slope 6 Concrete 0.013 16.3964 0.613 8048 1406 41.07 MH-7370 40.92 38.3 0.4 8 Vitrified Clay 0.013 0.2348 0.068 7593 1352 256.2 1359 256 38.1 0.524 8 PVC 0.013 108.2736 27.568 107 MH-7371 91.74 MH-7276 91.59 37.1 0.4 6 PVC 0.013 0.5847 0.367 7887 MH-7374 0 MH-7375 0 39 0 8 Ductile Iron 0.013 2.6317 48.524 4773 MH-7376 0 1231 228.5 39.4 Min. Slope 6 PVC 0.013 1.0769 0.018 3685 984 8.31 986 8.34 39.5 Min. Slope 18 PVC 0.013 148.07 11.395 8078 1487 242.62 1417 242.34 39.8 0.704 8 0.013 0.6216 0.137 1993 MH-7377 0 598 0 39.8 0 6 Concrete 0.013 0.5261 20.889 4052 1091 74.56 MH-7378 48.91 39.9 64.249 8 PVC 0.013 6.6898 0.154 3080 MH-7379 0 809 0 40 0 8 PVC 0.013 2.0523 37.841 58 MH-7380 0 519 0 40 0 8 PVC 0.013 0.5353 9.87 813 249 0 250 24.49 40.4 Min. Slope 8 PVC 0.013 15.9471 0.377 4774 MH-7382 0 1231 228.5 40.5 Min. Slope 6 PVC 0.013 0.367 0.006 4098 411 68.14 MH-7383 68.3 40.7 Min. Slope 6 PVC 0.013 0.5081 0.319 7597 MH-7384 0 136 0 41.6 0 8 PVC 0.013 30.8961 569.678 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 4 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 4413 MH-7387 0 1173 35.4 42 Min. Slope 8 PVC 0.013 1.7526 0.035 4507 MH-7388 0 1187 29.54 42.1 Min. Slope 8 PVC 0.013 0.1447 0.003 3029 817 4.97 828 4.8 42.1 0.4 8 PVC 0.013 1.1672 0.34 1204 189 0 190 171.7 42.7 Min. Slope 8 PVC 0.013 32.5148 0.299 3996 867 5.72 1076 6.08 42.7 Min. Slope 8 Vitrified Clay 0.013 151.5498 30.635 6742 MH-7389 0 1315 0 43 0 8 Ductile Iron 0.013 2.2465 41.422 7680 MH-7390 242.87 1373 242.7 43.1 0.4 8 PVC 0.013 0.6216 0.181 4276 MH-7391 6 862 5.83 43.2 0.4 6 0.013 0.8442 0.53 938 MH-7392 0 74 212.1 43.4 Min. Slope 8 PVC 0.013 0.3914 0.003 4809 MH-7393 0 MH-7394 0 43.6 0 8 PVC 0.013 0.8494 15.662 4345 MH-7395 0 1158 43.3 43.6 Min. Slope 8 PVC 0.013 0.2364 0.004 4282 1151 10.62 908 9.54 44.1 2.447 8 PVC 0.013 1.413 0.167 4018 1086 16.04 1073 15.99 44.2 0.113 30 PVC 0.013 4,147.12 66.992 2136 479 90.04 481 89.04 44.4 2.252 12 Concrete 0.013 1,287.69 53.666 3953 MH-7396 0 409 221.44 44.6 Min. Slope 8 PVC 0.013 1.8622 0.015 7744 1382 12.97 MH-7570 12.79 44.7 0.4 6 PVC 0.013 7.3469 4.613 6281 1303 0 1294 0 45 0 4 0.013 0.3822 44.745 5100 583 87.42 MH-7397 15.18 45.4 159.225 6 Vitrified Clay 0.013 4.3238 0.136 4130 24 0 1089 0 45.5 0 6 PVC 0.013 1.4425 57.279 627 MH-7400 0 975 0 46.3 0 6 Concrete 0.013 2.2182 88.084 3684 986 8.34 987 5.97 46.2 5.135 18 PVC 0.013 156.686 1.467 7617 MH-7398 0 MH-7399 0 46.2 0 6 PVC 0.013 2.15 85.374 1159 156 124.8 157 123.66 265.8 0.429 18 PVC 0.013 758.2723 24.557 SM 1 5626 MH-7278 95.28 1189 95.28 46.7 0 6 Vitrified Clay 0.013 3.9358 156.29 5252 MH-7401 0 MH-7402 0 46.9 0 6 PVC 0.013 0.6038 23.977 4142 818 79.5 303 0 46.9 169.573 6 PVC 0.013 1.7743 0.054 906 1070 15.65 63 15.52 46.9 0.277 30 PVC 0.013 4,184.74 43.186 6285 1296 0 413 232.63 48.2 Min. Slope 8 PVC 0.013 3.9364 0.033 2417 405 234.19 406 233.93 48.2 0.539 8 PVC 0.013 5.6829 1.427 3768 MH-7405 0 319 0 48.8 0 8 PVC 0.013 1.3723 25.304 6662 1335 68.14 MH-7404 78.46 48.8 Min. Slope 6 PVC 0.013 0.5643 0.049 213 356 31.83 1112 31.62 49.7 0.423 12 PVC 0.013 68.7933 6.618 5103 MH-7264 241.06 1237 240.86 49.8 0.4 6 Vitrified Clay 0.013 4.135 2.596 339 253 18.56 31 18.01 50 1.1 18 PVC 0.013 1,680.63 33.997 3946 MH-7406 0 951 23.84 50 Min. Slope 8 PVC 0.013 0.1946 0.005 6436 1317 216.12 1320 215.13 50.4 1.966 6 Vitrified Clay 0.013 3.831 1.085 4381 MH-7407 0 1171 0 51 0 8 PVC 0.013 0.6216 11.461 2291 535 0 534 0 51.3 0 8 PVC 0.013 22.4123 413.249 6304 1264 0 1149 0 51.6 0 6 Concrete 0.013 17.5054 695.133 3112 1071 0 841 0 51.7 0 8 PVC 0.013 2.7164 50.085 7258 MH-7408 86.23 MH-7409 86.02 51.7 0.4 6 Vitrified Clay 0.013 1.3834 0.868 7810 MH-7410 0 1387 0 52.6 0 8 PVC 0.013 0.7322 13.501 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 5 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 536 MH-7411 0 62 0 53 0 6 PVC 0.013 0.326 12.944 1523 MH-7412 0 424 230.12 53.1 Min. Slope 6 PVC 0.013 0.6888 0.013 6434 1315 0 1314 207.55 53.3 Min. Slope 8 PVC 0.013 4.0766 0.038 4331 1222 245.52 1156 0 53.2 461.678 8 PVC 0.013 1.3156 0.011 5118 MH-7413 33.41 195 33.2 53.4 0.4 8 PVC 0.013 3.2156 0.937 3085 762 9.04 811 8.83 53.6 0.4 8 PVC 0.013 10.5406 3.073 752 MH-7414 0 592 0 53.9 0 8 PVC 0.013 1.3599 25.075 8073 1486 0 1418 240.14 54 Min. Slope 8 0.013 0.7656 0.007 6529 1323 0 1322 0 54.2 0 8 Concrete 0.013 27.1772 501.106 247 15 0 18 109.67 54.5 Min. Slope 8 PVC 0.013 3.0088 0.039 5465 682 97.34 MH-7415 86.06 55.1 20.487 8 Vitrified Clay 0.013 110.5613 4.504 7824 MH-7416 123.42 1391 123.2 55.4 0.4 6 PVC 0.013 0.2582 0.162 46 76 0 622 164.08 55.6 Min. Slope 8 PVC 0.013 1.6453 0.018 4364 1166 247.99 1165 247.75 56 0.428 8 PVC 0.013 2.698 0.76 2015 399 227.39 395 0 56.4 402.843 8 PVC 0.013 5.0064 0.046 4853 1239 118.24 MH-7348 117.92 79.3 0.4 6 Vitrified Clay 0.013 4.52 2.838 4508 MH-7418 0 1187 29.54 57.1 Min. Slope 8 PVC 0.013 1.4805 0.038 249 MH-7419 0 14 0 57.9 0 6 PVC 0.013 2.1138 83.939 1784 MH-7420 0 723 216.42 58.2 Min. Slope 6 PVC 0.013 1.256 0.026 1150 318 13.94 120 13.71 58.1 0.396 30 PVC 0.013 4,191.49 36.196 4178 1316 204.4 1130 204.6 58.2 Min. Slope 8 PVC 0.013 4.9752 1.564 1265 167 230.66 173 229.42 58.4 2.123 8 Concrete 0.013 7.489 0.948 3198 MH-7421 3.38 MH-7422 0 59 5.72 6 PVC 0.013 2.3943 0.398 4626 1212 204 1206 202.4 59.4 2.694 8 PVC 0.013 4.6262 0.52 7156 1340 0 188 0 59.8 0 8 PVC 0.013 30.8174 568.226 5190 1266 240.91 215 240.77 60 0.233 8 PVC 0.013 130.024 49.647 4522 MH-7423 0 1190 25.25 60 Min. Slope 6 PVC 0.013 0.6429 0.039 3380 MH-7424 0 914 59.55 60.3 Min. Slope 8 PVC 0.013 1.7042 0.032 5377 640 65.92 MH-7252 65.68 60.4 0.4 6 Vitrified Clay 0.013 0.0691 0.043 4006 1078 0 1077 0 60.3 0 8 PVC 0.013 12.1259 223.584 2322 508 0 4 79.38 60.3 Min. Slope 8 Asbestos Cement 0.013 17.8298 0.287 6003 1145 0 MH-7425 0 60.7 0 6 PVC 0.013 1.2502 49.644 3696 978 0 975 0 60.7 0 8 PVC 0.013 3.1548 58.169 341 31 18.01 1309 17.86 61 0.246 30 PVC 0.013 3,421.65 37.489 7598 650 65.03 1416 64.78 61.1 0.4 6 Vitrified Clay 0.013 3.4286 2.153 4149 MH-7429 0 1114 0 62 0 8 PVC 0.013 0.7146 13.176 6648 MH-7427 98.48 MH-7428 98.23 62 0.4 6 Ductile Iron 0.013 0.1174 0.074 1173 MH-7426 0 118 216.24 62 Min. Slope 8 PVC 0.013 9.1175 0.09 254 MH-7431 0 232 168.8 62.3 Min. Slope 6 Concrete 0.013 2.0647 0.05 26 45 0 MH-7432 0 62.8 0 8 PVC 0.013 3.163 58.322 116 793 0.89 MH-7299 0.8 62.9 0.15 15 PVC 0.013 889.6713 79.204 5464 MH-7415 86.06 MH-7433 85.8 63.5 0.4 8 PVC 0.013 113.2054 33.007 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 6 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 6418 MH-7434 0 489 116.09 64 Min. Slope 8 PVC 0.013 2.1168 0.029 7537 1342 0 1345 165.16 64.2 Min. Slope 8 PVC 0.013 0.7916 0.009 3929 MH-7435 0 1121 12.47 64.5 Min. Slope 8 PVC 0.013 28.5391 1.197 6315 1305 227.68 1306 227.09 64.7 0.912 8 PVC 0.013 1.2671 0.245 7257 MH-7409 86.02 MH-7436 85.76 65 0.4 6 PVC 0.013 1.4525 0.912 4614 MH-7437 0 1208 224.51 65.3 Min. Slope 8 PVC 0.013 0.9575 0.01 4025 MH-7438 174.99 1262 174.73 66.1 0.4 6 Vitrified Clay 0.013 3.2299 2.028 3971 591 0 1072 0 66.2 0 8 Asbestos Cement 0.013 4.6033 84.877 6653 MH-7357 86.49 MH-7408 86.23 66.1 0.4 6 PVC 0.013 1.1256 0.707 2093 438 0 440 0 66.4 0 8 PVC 0.013 0.4493 8.284 5363 554 66.74 1278 66.48 66.3 0.4 8 Concrete 0.013 10.0545 2.93 7984 1450 0 1401 74.5 66.4 Min. Slope 8 0.013 1.0016 0.017 6112 971 12.63 1285 12.17 66.6 0.69 10 PVC 0.013 140.0614 17.145 1705 MH-7439 0 738 0 66.6 0 6 PVC 0.013 0.1447 5.746 2302 MH-7440 0 456 201.47 67 Min. Slope 6 PVC 0.013 2.6169 0.06 5331 MH-7441 104.57 MH-7442 74.78 67.4 44.203 6 Vitrified Clay 0.013 4.862 0.29 8062 781 2.48 843 2.21 67.9 0.397 8 Asbestos Cement 0.013 219.0043 64.051 6671 MH-7443 0 MH-7444 0 68.5 0 8 PVC 0.013 0.4739 8.738 4394 1368 47.44 1175 47.1 68.7 0.495 8 PVC 0.013 2.8451 0.746 1287 203 229.22 205 228.88 68.7 0.495 8 PVC 0.013 4.8578 1.273 1011 200 77.26 89 76.98 69 0.4 8 PVC 0.013 1.9512 0.569 2330 MH-7445 120.79 665 113.91 69.3 9.919 8 Vitrified Clay 0.013 60.9415 3.568 2285 567 0 562 0 69.7 0 8 PVC 0.013 0.9805 18.079 4768 MH-7447 0 1229 222.79 69.9 Min. Slope 8 PVC 0.013 0.5072 0.005 959 86 1.41 824 1.13 70 0.4 8 Asbestos Cement 0.013 77.6579 22.634 4488 MH-7448 0 1184 0 70.3 0 6 PVC 0.013 0.6038 23.977 1291 MH-7449 0 217 0 70.4 0 8 PVC 0.013 1.2432 22.923 4636 MH-7450 0 1215 237.3 70.9 Min. Slope 8 PVC 0.013 30.4379 0.307 1260 159 117.39 160 116 265.7 0.523 18 PVC 0.013 1,039.83 30.492 SM 1 2277 537 0 536 0 71.5 0 8 PVC 0.013 7.5573 139.345 4132 17 242.87 MH-7451 242.59 71.7 0.4 6 PVC 0.013 1.8527 1.163 1773 MH-7452 0 728 214.12 71.7 Min. Slope 6 Asbestos Cement 0.013 0.9903 0.023 8058 1415 254.57 1361 254.2 73.3 0.498 8 PVC 0.013 110.1384 28.78 6293 1300 0 191 155.6 72 Min. Slope 8 PVC 0.013 3.129 0.039 3683 981 19.17 986 8.34 72.1 15.015 8 PVC 0.013 8.3579 0.398 6471 1319 148.44 447 144.4 73 5.538 8 Concrete 0.013 22.8907 1.793 5061 MH-7454 0 MH-7455 0 72.8 0 6 PVC 0.013 0.3869 15.364 4867 MH-7456 0 180 215.1 73 Min. Slope 8 0.013 0.4493 0.005 4218 1135 6.12 987 5.97 73.3 0.205 30 PVC 0.013 4,397.19 52.786 1001 MH-7457 0 168 232.2 73.3 Min. Slope 6 PVC 0.013 2.2693 0.051 3160 540 0 225 33.71 74 Min. Slope 8 Asbestos Cement 0.013 9.0411 0.247 5094 491 95.78 MH-7458 76.94 74.2 25.391 6 PVC 0.013 5.7589 0.454 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 7 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 335 29 17.57 28 17.31 74.4 0.35 30 PVC 0.013 4,064.46 37.339 7626 MH-7459 79.05 1364 78.75 74.7 0.4 6 Vitrified Clay 0.013 3.936 2.472 1290 MH-7460 0 216 0 74.8 0 8 PVC 0.013 0.6216 11.461 1668 MH-7461 124.66 575 124.36 74.9 0.4 6 Vitrified Clay 0.013 0.1174 0.074 4627 MH-7462 0 1211 200.67 75.1 Min. Slope 8 PVC 0.013 9.0703 0.102 3628 917 30.66 MH-7463 0 75.2 40.79 8 PVC 0.013 1.0544 0.03 3138 MH-7359 19.58 254 19.21 75.8 0.488 18 Concrete 0.013 1,675.00 50.853 619 MH-7464 113.51 659 113.21 76.1 0.4 6 Vitrified Clay 0.013 0.9426 0.592 6025 MH-7466 253.41 1283 253.1 76.4 0.4 8 PVC 0.013 1.8971 0.553 7578 1349 260.5 1350 260 76.6 0.653 8 PVC 0.013 105.2546 24.016 6290 423 229.23 1297 227.99 76.8 1.614 8 PVC 0.013 20.9532 3.041 3987 MH-7467 65.4 MH-7468 65.09 77.6 0.4 6 PVC 0.013 0.0691 0.043 3988 MH-7468 65.09 1416 64.78 77.8 0.4 6 PVC 0.013 2.227 1.398 33 1073 15.99 1074 15.9 78.1 0.115 30 PVC 0.013 4,163.28 66.631 508 MH-7469 2.05 782 1.83 78.2 0.28 10 Vitrified Clay 0.013 77.5416 14.906 2911 804 0 797 0 77.9 0 8 PVC 0.013 1.9846 36.593 4119 1105 260.05 1104 259.37 79.1 0.86 8 PVC 0.013 0.1417 0.028 6314 MH-7470 0 1305 227.68 79.9 Min. Slope 8 PVC 0.013 0.4493 0.005 601 MH-7471 0 67 0 80 0 8 PVC 0.013 23.9154 440.963 6284 MH-7508 32.22 873 12 98.5 20.537 8 Vitrified Clay 0.013 19.6835 0.801 SM 10 2256 612 0 1149 0 80.3 0 8 PVC 0.013 3.455 63.705 5093 1258 121.11 MH-7445 120.79 80.4 0.4 6 Vitrified Clay 0.013 8.9788 5.637 2566 MH-7255 0 518 0 80.3 0 8 PVC 0.013 1.8286 33.717 3787 304 0 305 0 80.3 0 8 Concrete 0.013 9.5875 176.78 1230 MH-7473 0 106 212.61 81 Min. Slope 8 Concrete 0.013 1.3044 0.015 8070 215 240.77 1418 240.14 81.5 0.773 8 PVC 0.013 130.6455 27.406 4823 MH-7474 244.39 1235 244.06 81.6 0.4 6 PVC 0.013 0.5973 0.375 4613 1205 210.25 1206 202.4 81.7 9.605 8 PVC 0.013 4.2207 0.251 4150 1114 0 1113 0 82.1 0 8 PVC 0.013 1.1901 21.944 1598 553 66.01 551 65.68 82.4 0.4 6 Concrete 0.013 10.932 6.862 2113 402 235.19 401 234.64 84.3 0.653 8 PVC 0.013 10.8513 2.477 7538 144 0 1345 165.16 84.2 Min. Slope 6 Concrete 0.013 15.8794 0.45 918 65 17.1 66 17 84.4 0.12 30 PVC 0.013 4,084.58 64.041 3673 993 7.64 989 6.99 84.5 0.77 8 Concrete 0.013 51.9841 10.926 2112 1270 0 402 235.19 83.3 Min. Slope 8 PVC 0.013 7.426 0.081 354 33 0 MH-7478 0 84.7 0 8 PVC 0.013 1.6467 30.363 4179 MH-7477 0 1131 218.5 84.7 Min. Slope 8 PVC 0.013 4.4688 0.051 5487 MH-7479 0 MH-7480 0 85 0 4 Vitrified Clay 0.013 0.7997 93.628 261 21 0 MH-7481 0 85.5 0 6 PVC 0.013 2.6047 103.431 3783 MH-7361 64.23 785 63.88 86.5 0.4 6 Vitrified Clay 0.013 6.0132 3.776 6527 873 12 1321 10.4 205 0.78 8 Vitrified Clay 0.013 19.7526 4.123 SM 10 4143 MH-7483 0 323 0 87.1 0 6 PVC 0.013 0.6144 24.399 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 8 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 4494 1185 210.84 725 0 87.6 240.821 8 PVC 0.013 1.5319 0.018 1656 MH-7330 90.02 560 89.67 87.8 0.4 6 Concrete 0.013 0.977 0.613 4229 988 15.76 1141 10.23 87.9 6.291 12 PVC 0.013 164.2444 4.095 1015 MH-7485 77.61 200 77.26 88 0.4 8 PVC 0.013 1.527 0.445 1991 MH-7484 0 689 0 88 0 8 PVC 0.013 0.269 4.959 251 MH-7486 0 MH-7487 0 88.2 0 6 PVC 0.013 1.3007 51.65 4000 1077 0 W-Hamilton Heights 0 88.6 0 8 PVC 0.013 24.1577 445.432 2060 MH-7397 15.18 MH-7488 14.82 88.6 0.4 6 PVC 0.013 4.8472 3.043 7845 831 5 1395 4.64 89 0.4 8 Asbestos Cement 0.013 207.5928 60.521 5010 1250 223.56 712 222.88 89.2 0.762 8 PVC 0.013 3.4979 0.739 44 74 0 75 192.04 89.2 Min. Slope 8 PVC 0.013 0.5719 0.007 2266 606 0 602 0 90 0 8 PVC 0.013 2.558 47.165 946 MH-7489 0 185 197.59 89.7 Min. Slope 8 Asbestos Cement 0.013 1.0563 0.013 4538 1195 34.7 1196 32.82 90.2 2.085 8 PVC 0.013 4.5961 0.587 2110 394 237.31 402 235.19 88.3 2.401 8 PVC 0.013 2.9759 0.354 6552 1326 41.17 MH-7490 0 90.8 45.317 8 PVC 0.013 0.4675 0.013 3269 878 104.94 MH-7441 104.57 90.6 0.4 6 PVC 0.013 4.7303 2.97 3773 317 0 316 0 90.6 0 8 Concrete 0.013 22.5206 415.246 2238 MH-7260 230.38 668 230.02 91 0.4 6 Vitrified Clay 0.013 1.2594 0.791 6528 1322 0 MH-7869 0 91.2 0 8 Concrete 0.013 27.6247 509.357 355 MH-7492 0 33 0 91.5 0 8 PVC 0.013 0.7478 13.789 1392 MH-7493 0 436 159.78 91.5 Min. Slope 6 Vitrified Clay 0.013 1.243 0.037 3820 320 0 321 15.46 92.1 Min. Slope 8 PVC 0.013 8.0274 0.361 6614 1327 144.9 654 0 92.3 156.909 8 PVC 0.013 0.2894 0.004 907 258 14.57 66 17 92.5 Min. Slope 8 PVC 0.013 2.1229 0.242 2246 MH-7494 222.6 670 222.23 92.8 0.4 6 PVC 0.013 2.0309 1.275 4125 1118 0 MH-7405 0 93.6 0 8 PVC 0.013 1.1141 20.543 4539 1196 32.82 703 0 93.7 35.041 8 PVC 0.013 4.8325 0.151 1201 136 0 MH-7495 0 93.5 0 8 PVC 0.013 31.3454 577.962 8089 1494 0 1422 0 93.9 0 8 PVC 0.013 0.4493 8.284 4290 1108 0 1080 0 93.7 0 8 PVC 0.013 5.1082 94.187 2634 919 9.29 984 8.31 93.9 1.044 18 PVC 0.013 147.8118 3.069 7976 MH-7496 115.88 MH-7497 115.51 94.2 0.4 8 0.013 14.3516 4.184 6334 MH-7498 72.91 382 72.53 94.2 0.4 6 PVC 0.013 0.6586 0.414 2372 MH-7500 0 542 0 94.6 0 8 PVC 0.013 6.7663 124.761 4612 MH-7499 0 1207 212.33 94.5 Min. Slope 8 PVC 0.013 0 0 730 MH-7501 0 588 0 94.9 0 6 PVC 0.013 2.5895 102.829 1896 MH-7502 37.42 360 37.04 95 0.4 8 PVC 0.013 0.8727 0.254 2429 455 199.74 460 198.98 95 0.8 8 Asbestos Cement 0.013 186.6809 38.492 2259 618 182.45 MH-7374 0 95.4 191.218 8 PVC 0.013 2.4512 0.033 350 MH-7503 107.71 20 107.33 95.5 0.4 6 PVC 0.013 0.591 0.371 4625 MH-7504 0 1208 224.51 95.6 Min. Slope 8 PVC 0.013 0.3032 0.004 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 9 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 204 13 0 271 0 95.7 0 8 PVC 0.013 6.4713 119.321 4362 1168 249.74 1167 249.1 95.9 0.667 8 PVC 0.013 1.0403 0.235 7579 1350 260 1351 259.6 95.4 0.419 8 PVC 0.013 105.8584 30.151 4802 MH-7505 0 MH-7449 0 96.7 0 8 PVC 0.013 0.6216 11.461 2028 MH-7301 134.11 398 133.72 97 0.4 6 Vitrified Clay 0.013 2.7829 1.748 5212 MH-7422 3.61 897 4 97 Min. Slope 6 Concrete 0.013 11.5316 7.241 7601 1097 0 606 0 97.4 0 8 PVC 0.013 2.3775 43.837 2180 551 65.68 558 65.29 97.7 0.4 6 Concrete 0.013 11.0494 6.936 1062 1341 4.53 196 4.14 97.9 0.4 8 Asbestos Cement 0.013 12.6873 3.699 6316 1306 227.09 1307 226.73 98.1 0.367 8 PVC 0.013 2.8221 0.859 2164 MH-7497 115.51 MH-7507 115.11 98 0.4 6 Vitrified Clay 0.013 17.9147 11.25 2333 641 127.77 644 127.38 98.4 0.4 8 PVC 0.013 12.1545 3.543 4635 1215 237.3 213 236.33 152 0.638 15 PVC 0.013 484.5417 20.921 SM 2 2338 638 186.89 37 186.5 98.6 0.4 8 PVC 0.013 1.1085 0.323 6263 1291 0 1290 0 99.1 0 8 PVC 0.013 1.045 19.269 866 58 0 59 72.38 99.5 Min. Slope 8 PVC 0.013 1.2068 0.026 2354 576 106.35 574 105.95 99.9 0.4 6 Concrete 0.013 5.7704 3.623 2251 599 0 MH-7511 0 100.2 0 6 Concrete 0.013 23.4363 930.645 426 MH-7509 0 87 142.64 100 Min. Slope 6 PVC 0.013 0.8575 0.029 3887 MH-7510 69.74 333 69.34 100 0.4 8 PVC 0.013 0.9565 0.279 1929 1067 186.17 770 175 100.5 11.111 8 PVC 0.013 2.5719 0.142 812 251 0 249 24.53 100.4 Min. Slope 8 PVC 0.013 15.7107 0.586 6538 MH-7514 0 MH-7424 0 100.7 0 8 PVC 0.013 0.5831 10.752 160 MH-7515 109.13 11 108.73 100.8 0.4 6 PVC 0.013 0.4557 0.286 1882 MH-7513 0 414 206.6 100.6 Min. Slope 8 PVC 0.013 0.4493 0.006 2280 MH-7512 0 627 0 100.6 0 8 PVC 0.013 3.9428 72.699 7886 MH-7375 0 609 134.8 101 Min. Slope 8 PVC 0.013 3.166 0.051 5082 MH-7516 0 1256 63.14 100.9 Min. Slope 8 PVC 0.013 1.553 0.036 1683 MH-7520 0 622 0 101.5 0 8 PVC 0.013 0.1805 3.328 5609 1101 55.5 MH-7336 38.69 102.2 16.441 6 Vitrified Clay 0.013 9.0218 0.884 1296 212 0 206 0 102.6 0 6 Vitrified Clay 0.013 10.3902 412.592 3997 MH-7522 6.49 1076 6.08 102.5 0.4 6 Vitrified Clay 0.013 24.2231 15.209 2255 MH-7521 171.84 632 128.73 102.4 42.106 6 PVC 0.013 12.4061 0.759 775 511 0 516 0 102.9 0 8 PVC 0.013 21.5362 397.096 5292 1275 0 380 148.98 103 Min. Slope 6 Concrete 0.013 3.4083 0.113 4243 1146 0 MH-7527 0 102.9 0 8 PVC 0.013 0.6216 11.461 2 MH-7528 0 477 147.39 103 Min. Slope 8 PVC 0.013 3.9196 0.06 3111 841 0 80 0 103.4 0 8 PVC 0.013 3.7424 69.004 3107 MH-7530 253.91 1065 253.49 104.1 0.4 8 PVC 0.013 2.8754 0.838 2425 549 0 543 0 105.2 0 8 PVC 0.013 4.7869 88.263 1160 157 123.66 158 118.13 105.6 5.237 8 Concrete 0.013 761.1854 61.33 311 25 237.34 MH-7534 235.75 106 1.499 8 PVC 0.013 1.6072 0.242 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 10 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 768 MH-7533 0 521 0 106 0 8 PVC 0.013 1.4635 26.984 3094 MH-7472 22.7 246 22.6 106.9 0.094 18 Concrete 0.013 1,531.07 106.185 2742 385 0 384 0 107.2 0 8 PVC 0.013 7.3075 134.74 3065 833 245.19 834 244.54 107.3 0.606 8 PVC 0.013 126.2943 29.925 4053 MH-7535 97.17 1094 96.74 107 0.4 8 PVC 0.013 0.2582 0.075 7591 1360 255.1 1415 254.57 107.4 0.498 8 PVC 0.013 109.5168 28.613 8086 1493 0 1421 78.12 107.6 Min. Slope 8 PVC 0.013 0.0959 0.002 2783 MH-7540 0 491 95.78 108.1 Min. Slope 8 Vitrified Clay 0.013 5.3114 0.104 3928 1120 12.76 1121 12.47 107.9 0.269 30 PVC 0.013 4,200.77 44.01 2349 MH-7539 135.6 614 135.17 108.1 0.4 6 Vitrified Clay 0.013 0.3349 0.21 2103 MH-7541 0 387 247.06 108.7 Min. Slope 8 PVC 0.013 1.5322 0.019 2027 398 133.72 655 133.28 108.8 0.4 6 Vitrified Clay 0.013 6.2263 3.91 8052 1410 0.26 MH-7870 -0.18 109 0.4 6 Vitrified Clay 0.013 7.1275 4.475 2626 708 0 707 0 109.2 0 8 PVC 0.013 3.0773 56.741 4605 MH-7542 0 MH-7543 0 109.4 0 6 PVC 0.013 0.2582 10.253 1286 MH-7545 0 203 229.22 110.4 Min. Slope 8 PVC 0.013 0.7333 0.009 2128 MH-7546 0 453 0 110.5 0 6 PVC 0.013 1.5016 59.628 7596 MH-7547 0 1304 227.84 110.5 Min. Slope 8 PVC 0.013 1.5364 0.02 6308 1304 227.84 MH-7548 0 110.5 206.19 8 PVC 0.013 2.6618 0.034 3033 811 8.83 813 8.38 111.1 0.4 8 PVC 0.013 22.1841 6.466 3470 926 11.48 990 11.09 111.1 0.351 8 Asbestos Cement 0.013 49.3272 15.354 7599 636 185.87 637 172.86 110.8 11.738 8 PVC 0.013 9.2199 0.496 2101 758 249.26 760 248.56 112 0.625 8 PVC 0.013 17.0777 3.983 763 MH-7455 0 607 0 111.9 0 6 PVC 0.013 0.5674 22.531 7841 MH-7549 0 327 0 111.9 0 8 PVC 0.013 1.8821 34.703 4692 MH-7550 0 977 35.66 113 Min. Slope 8 PVC 0.013 1.5694 0.052 2627 MH-7551 0 708 0 113.2 0 8 PVC 0.013 2.7163 50.085 4946 1246 72.64 1245 63.94 113.3 7.675 8 PVC 0.013 1.6252 0.108 7595 416 231.45 MH-7552 230.12 113.5 1.172 8 PVC 0.013 10.1795 1.734 5997 11 108.73 1282 107.78 114.3 0.83 6 Concrete 0.013 1.1979 0.522 516 753 250.23 756 249.53 114.5 0.611 8 PVC 0.013 15.6972 3.702 3288 996 0 MH-7553 0 114.7 0 8 PVC 0.013 0.8321 15.343 3780 MH-7554 0 306 0 115.1 0 6 PVC 0.013 1.619 64.29 5317 1277 116.83 1198 105.51 115.2 9.825 6 Vitrified Clay 0.013 1.4108 0.179 2489 784 1.09 793 0.89 116.5 0.17 18 PVC 0.01 889.5539 35.203 7370 652 162 MH-7555 161.53 116.3 0.4 6 Vitrified Clay 0.013 4.6977 2.95 2182 1278 66.48 553 66.01 116.4 0.4 8 Concrete 0.013 10.8146 3.153 54 46 0 546 0 116.9 0 6 PVC 0.013 0.7692 30.544 2479 1069 15.16 1068 14.95 116.7 0.18 30 PVC 0.013 4,185.21 53.583 1176 118 216.24 117 216.39 116.8 Min. Slope 8 PVC 0.013 10.5935 5.449 3118 842 7.39 247 6.92 117.1 0.4 8 PVC 0.013 7.1977 2.099 4610 1210 212.28 1207 212.33 117.2 Min. Slope 8 PVC 0.013 1.7152 1.531 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 11 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 6 MH-7556 0 838 207.93 117.2 Min. Slope 8 Asbestos Cement 0.013 0.7701 0.011 72 MH-7557 109.2 11 108.73 117.3 0.4 6 PVC 0.013 0.6248 0.392 1750 MH-7558 0 408 232.78 117.7 Min. Slope 6 PVC 0.013 2.4654 0.07 4846 1238 149.74 MH-7438 149.27 117.6 0.4 6 Vitrified Clay 0.013 2.4772 1.555 1140 108 0 109 0 117.9 0 8 Concrete 0.013 1.051 19.379 2635 1051 8.54 919 9.29 118.1 Min. Slope 18 PVC 0.013 147.5536 3.928 1964 27 0 MH-7552 0 118.5 0 8 PVC 0.013 1.0573 19.495 7491 619 0 MH-7559 0 118.8 0 8 PVC 0.013 5.2772 97.304 2066 563 65.25 566 41.54 119 19.927 8 Concrete 0.013 11.8593 0.49 441 88 218.26 177 217.98 119.5 0.234 8 Concrete 0.013 196.9159 75.01 3657 997 17.52 995 16.65 119.5 0.728 12 Asbestos Cement 0.013 163.5964 11.99 1413 MH-7560 29.26 780 28.78 119.4 0.4 8 PVC 0.013 0.3826 0.112 7858 1398 59.2 MH-7562 0 120.1 49.289 8 PVC 0.013 2.0735 0.054 2082 425 0 426 178.41 119.9 Min. Slope 8 PVC 0.013 3.3929 0.051 1928 MH-7561 0 770 175 120 Min. Slope 8 PVC 0.013 1.333 0.02 6551 MH-7563 0 1326 41.17 119.7 Min. Slope 8 PVC 0.013 0.3228 0.01 1802 MH-7564 0 450 0 120.3 0 8 PVC 0.013 1.4292 26.353 4458 1181 27.15 1179 25.69 120.7 1.21 8 PVC 0.013 2.3009 0.386 4156 1122 0 587 0 120.7 0 8 PVC 0.013 1.1866 21.879 1262 126 137.95 125 0 120.9 114.073 8 PVC 0.013 14.8964 0.257 3437 916 0 976 0 121.1 0 8 Asbestos Cement 0.013 1.5564 28.698 668 338 61.59 339 61.11 120.9 0.4 8 PVC 0.013 4.8441 1.412 2228 745 0 750 0 121.2 0 8 Concrete 0.013 0.7639 14.085 4824 MH-7565 244.55 1235 244.06 121.2 0.4 6 PVC 0.013 0.5973 0.375 2295 1297 0 428 227.99 121.7 Min. Slope 8 PVC 0.013 21.8939 0.295 2063 696 75.81 MH-7566 75.32 121.7 0.4 6 Vitrified Clay 0.013 4.9486 3.107 4043 1279 6.1 893 5.61 121.6 0.4 8 PVC 0.013 15.3369 4.471 4361 MH-7567 0 1168 249.74 121.9 Min. Slope 8 PVC 0.013 0.591 0.008 4261 MH-7569 0 916 0 122.3 0 6 PVC 0.013 1.3618 54.076 879 MH-7568 0 918 13.84 122 Min. Slope 6 PVC 0.013 0.7625 0.09 4765 1231 228.5 1230 228.5 122.6 0 8 PVC 0.013 1.4439 26.623 7770 1385 3.22 MH-7570 2.85 131.5 0.28 10 Vitrified Clay 0.013 50.7957 9.763 2340 MH-7572 173.35 637 172.86 122.8 0.4 6 Vitrified Clay 0.013 0.9015 0.566 3014 MH-7571 100.93 1119 100.44 122.5 0.4 6 PVC 0.013 0.7086 0.445 911 64 16.22 1087 16.07 122.6 0.122 30 PVC 0.013 4,146.65 64.399 6430 MH-7573 0 1311 214.57 123 Min. Slope 8 PVC 0.013 0.4493 0.006 2480 1068 14.95 687 14.79 122.9 0.13 30 PVC 0.013 4,186.39 63.039 6670 MH-7444 0 542 0 123.5 0 8 PVC 0.013 1.6008 29.517 6261 419 200.5 1249 174.61 123.6 20.952 8 PVC 0.013 108.5139 4.371 4607 1204 0 487 84.9 123.6 Min. Slope 8 PVC 0.013 156.506 3.482 4115 1106 244.91 1107 0 124.1 197.288 8 PVC 0.013 2.6927 0.035 514 755 0 757 0 125 0 8 PVC 0.013 18.9186 348.83 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 12 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 4766 1230 228.5 1229 222.79 126 4.534 8 PVC 0.013 3.9275 0.34 1257 197 4.72 198 4.21 126 0.4 6 PVC 0.013 0.1918 0.12 3703 956 25.36 955 20.78 125.7 3.643 8 Asbestos Cement 0.013 18.4713 1.784 3888 333 69.34 334 62.6 126.3 5.338 8 PVC 0.013 1.8291 0.146 748 602 0 MH-7577 0 126.5 0 8 PVC 0.013 2.7385 50.493 3934 517 27.4 262 24.37 126.2 2.401 8 PVC 0.013 13.0652 1.555 4971 1247 0 912 61.79 126.6 Min. Slope 8 PVC 0.013 0.3892 0.01 202 MH-7578 0 12 0 126.7 0 8 PVC 0.013 0.1447 2.668 4521 1190 25.25 MH-7569 0 127.2 19.852 6 PVC 0.013 0.8375 0.075 1369 MH-7436 85.76 1334 85.25 127 0.4 6 Vitrified Clay 0.013 1.5216 0.955 3896 347 56.18 335 55.74 127.1 0.346 10 PVC 0.013 32.7156 5.655 4170 1127 0 806 235.67 127 Min. Slope 8 PVC 0.013 2.5286 0.034 4503 MH-7579 0 MH-7580 0 127.1 0 8 PVC 0.013 0.1447 2.668 1702 MH-7581 0 715 234.08 127.3 Min. Slope 8 PVC 0.013 0.6038 0.008 3509 MH-7582 0 1056 0 127.9 0 8 PVC 0.013 2.5362 46.764 624 MH-7583 0 552 0 128 0 8 Asbestos Cement 0.013 2.3612 43.536 2174 MH-7566 75.32 603 74.81 128.5 0.4 6 Vitrified Clay 0.013 6.8589 4.306 1401 MH-7584 0 503 0 135.8 0 6 PVC 0.013 1.0685 42.428 1120 199 1.93 86 1.41 128.7 0.4 8 Asbestos Cement 0.013 15.522 4.526 5038 MH-7585 106.9 1276 106.39 128.9 0.4 6 PVC 0.013 0.2865 0.18 3149 363 21.95 227 21.99 128.6 Min. Slope 18 Concrete 0.013 1,566.80 188.416 2784 492 83.53 494 76.41 129.2 5.509 8 PVC 0.013 3.7295 0.293 7560 1346 9.34 811 8.83 129.6 0.4 8 PVC 0.013 11.5476 3.367 1289 MH-7586 0 204 231.18 129.7 Min. Slope 8 PVC 0.013 0.6216 0.009 7817 1391 123.2 1390 121.8 129.7 1.08 8 PVC 0.013 0.5164 0.092 1301 210 232.83 204 231.18 247.7 0.666 15 PVC 0.013 502.0371 21.217 SM 2 4162 MH-7588 62.72 1124 62.2 130.3 0.4 6 PVC 0.013 0.3439 0.216 6545 MH-7587 0 1325 0 130 0 6 PVC 0.013 2.0062 79.666 2621 706 0 705 0 130.1 0 8 PVC 0.013 2.1393 39.446 45 75 0 76 168.11 130.7 Min. Slope 8 PVC 0.013 0.7524 0.012 2004 MH-7589 0 458 192.87 130.4 Min. Slope 6 Asbestos Cement 0.013 2.2845 0.075 1172 107 0 116 0 131.5 0 8 Concrete 0.013 4.6255 85.288 2810 723 215.47 726 210.79 131.5 3.56 8 PVC 0.013 6.6881 0.654 4972 MH-7590 0 1247 0 131.5 0 8 PVC 0.013 0.1946 3.588 867 59 0 60 62.37 131.3 Min. Slope 8 PVC 0.013 4.0647 0.109 7684 1378 238.6 1215 237.3 336.7 0.386 15 PVC 0.013 452.8606 25.137 SM 2 3439 967 32.63 966 29.62 131.4 2.29 8 PVC 0.013 2.361 0.288 8072 1419 0 1267 242.47 132 Min. Slope 6 PVC 0.013 0.6216 0.018 4079 378 0 425 0 132.1 0 8 PVC 0.013 2.0933 38.597 1329 236 90.87 237 90.34 132.6 0.4 8 PVC 0.013 4.8415 1.412 3764 MH-7592 0 297 0 132.7 0 6 PVC 0.013 1.8368 72.937 1635 MH-7591 208.51 669 207.98 132.6 0.4 6 PVC 0.013 0.9265 0.582 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 13 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 3682 989 6.99 987 5.97 132.7 0.769 18 PVC 0.013 52.5711 1.272 4174 1128 203.1 415 205.41 133.1 Min. Slope 8 PVC 0.013 33.0918 4.632 1258 185 197.59 186 193 133.4 3.44 8 Asbestos Cement 0.013 86.4006 8.589 1199 183 202.43 185 197.59 133.5 3.624 8 Asbestos Cement 0.013 46.4477 4.499 430 MH-7593 0 791 100 133.2 Min. Slope 8 PVC 0.013 1.0366 0.022 2592 702 0 701 25.64 133.2 Min. Slope 8 PVC 0.013 7.2429 0.304 1292 MH-7594 0 212 0 133.8 0 6 PVC 0.013 8.0378 319.178 4004 1083 0 1082 0 133.6 0 8 PVC 0.013 11.7782 217.172 4372 MH-7562 0 1169 56.98 134.1 Min. Slope 8 PVC 0.013 2.4559 0.069 1332 243 91.4 236 90.87 134.3 0.395 8 PVC 0.013 2.6241 0.77 2368 903 22.8 529 22.09 133.9 0.53 10 Asbestos Cement 0.013 620.5912 86.672 4639 1220 96.8 1221 82.2 133.9 10.903 8 PVC 0.013 3.34 0.187 1436 MH-7595 0 721 205.4 134 Min. Slope 8 PVC 0.013 0.4493 0.007 7661 1253 0 MH-7596 0 134.4 0 8 PVC 0.013 2.3193 42.764 4097 1447 68.68 411 68.14 134.4 0.4 6 PVC 0.013 0.3163 0.199 4044 893 5.61 871 5.07 134.5 0.4 6 Concrete 0.013 19.0395 11.954 3797 322 0 321 15.36 134.4 Min. Slope 8 PVC 0.013 16.229 0.885 1336 MH-7597 91.95 243 91.4 135.6 0.406 6 PVC 0.013 1.8315 1.142 3892 352 74.2 351 73.66 134.5 0.4 8 PVC 0.013 23.4135 6.827 211 MH-7598 93.15 1093 92.61 135 0.4 8 PVC 0.013 2.171 0.633 3122 904 23.82 262 23.71 135.2 0.081 18 Concrete 0.013 1,474.15 109.622 2127 486 98.91 1204 84.9 135.2 10.365 8 PVC 0.013 155.1101 8.883 2553 692 0 691 116.38 135.5 Min. Slope 8 PVC 0.013 3.6166 0.072 415 MH-7599 0 93 204.2 135.7 Min. Slope 6 Concrete 0.013 2.3249 0.075 1711 374 0 654 0 135.7 0 8 PVC 0.013 5.42 99.936 6242 1287 0 211 233.2 135.6 Min. Slope 8 0.013 3.4053 0.048 7806 1386 204.68 1067 186.17 136 13.61 8 PVC 0.013 0.9312 0.047 2785 18 109.67 MH-7540 0 136 80.635 8 PVC 0.013 4.6088 0.095 912 69 16.38 64 16.22 136.3 0.117 30 Concrete 0.013 4,146.26 65.745 3012 806 235.67 85 234.13 136.1 1.131 8 PVC 0.013 4.6613 0.808 807 514 0 520 0 136.5 0 8 PVC 0.013 6.3963 117.939 3784 382 72.53 MH-7360 64.36 136.4 5.987 6 Vitrified Clay 0.013 5.7784 0.938 1163 1339 227.86 176 223.4 136.6 3.264 8 PVC 0.013 147.1933 15.023 2809 724 218.49 723 215.47 136.2 2.217 8 PVC 0.013 4.8282 0.598 517 417 202.86 419 200.5 136.9 1.724 8 PVC 0.013 108.0646 15.176 2801 MH-7601 0 435 0 136.6 0 6 PVC 0.013 1.2909 51.26 2371 228 0 529 22.09 136.9 Min. Slope 8 PVC 0.013 2.2819 0.105 4076 1095 55.55 336 55 137.7 0.4 8 PVC 0.013 3.8956 1.136 6024 1283 253.1 1060 248.38 137.9 3.423 8 PVC 0.013 2.5187 0.251 1974 727 219.47 431 218.45 146.3 0.697 8 PVC 0.013 127.3564 28.119 2151 503 0 248 24.9 137.7 Min. Slope 8 Asbestos Cement 0.013 2.2591 0.098 6262 1292 0 441 174.03 137.8 Min. Slope 8 PVC 0.013 3.5214 0.058 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 14 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 2032 80 0 81 0 138.2 0 8 PVC 0.013 5.5307 101.979 6297 MH-7602 0 807 0 138 0 6 PVC 0.013 1.328 52.734 6433 1313 212.57 MH-7389 0 138.1 153.953 8 PVC 0.013 1.7972 0.027 595 50 0 35 205.6 138.5 Min. Slope 8 PVC 0.013 5.439 0.082 3442 MH-7603 0 963 16.79 138.5 Min. Slope 6 PVC 0.013 0.8858 0.101 5291 1274 43.5 364 33.4 138.6 7.29 6 Vitrified Clay 0.013 6.4429 0.948 4336 MH-7604 0 1159 34.13 138.8 Min. Slope 8 PVC 0.013 0.2364 0.009 902 62 0 617 254.05 138.6 Min. Slope 8 PVC 0.013 0.652 0.009 1977 375 232.16 371 231.48 139.1 0.489 8 PVC 0.013 1.7082 0.45 4638 1221 82.2 941 61 139 15.247 8 PVC 0.013 3.5982 0.17 7066 624 0 1325 0 139.4 0 6 Concrete 0.013 2.1421 85.063 2191 528 0 363 0 140.1 0 6 Concrete 0.013 34.2877 1,361.55 2625 707 0 689 0 140.2 0 8 PVC 0.013 3.5822 66.049 7121 175 232.45 1339 227.86 140.6 3.265 8 PVC 0.013 145.2565 14.823 3788 MH-7607 0 313 0 140.6 0 6 Concrete 0.013 1.4421 57.265 4615 1206 202.4 MH-7462 0 140.6 143.905 8 PVC 0.013 8.8469 0.136 809 520 0 524 0 140.6 0 8 PVC 0.013 8.5369 157.408 3400 MH-7606 0 949 37.79 140.4 Min. Slope 8 PVC 0.013 0.8222 0.029 2274 MH-7610 0 MH-7323 0 140.9 0 6 Concrete 0.013 13.0733 519.137 1210 194 33.76 195 33.2 141 0.4 8 PVC 0.013 7.2097 2.102 3260 877 162.38 882 71.71 141 64.326 6 Vitrified Clay 0.013 53.011 2.625 1433 MH-7608 51.18 778 50.62 140.7 0.4 8 PVC 0.013 0.918 0.268 1876 1123 52.04 496 37.5 141.2 10.298 6 PVC 0.013 1.0957 0.136 2350 MH-7609 135.73 614 135.17 140.8 0.4 6 Vitrified Clay 0.013 0.9485 0.596 1379 MH-7548 0 369 219.22 141.4 Min. Slope 8 PVC 0.013 4.2448 0.063 4495 MH-7611 0 1185 210.84 141.4 Min. Slope 8 PVC 0.013 0.9281 0.014 6613 MH-7612 0 1327 144.9 141.8 Min. Slope 8 PVC 0.013 0.1447 0.003 8081 1420 237.45 1288 0 142 167.169 8 PVC 0.013 1.2432 0.018 2057 1328 3.62 1385 3.22 141.8 0.28 10 Vitrified Clay 0.013 50.6783 9.739 6435 1314 207.55 1316 204.4 141.7 2.223 8 PVC 0.013 4.5259 0.56 6340 1308 0 584 0 142.1 0 8 PVC 0.013 1.3638 25.146 2241 666 254.78 668 230.02 143.3 17.283 6 Vitrified Clay 0.013 3.7437 0.358 751 MH-7613 0 572 0 143 0 6 PVC 0.013 1.3085 51.962 2552 691 0 580 0 143.2 0 8 Concrete 0.013 5.97 110.078 2613 1213 50.37 704 28.34 143.6 15.344 8 PVC 0.013 3.5335 0.166 4550 1198 105.51 878 104.94 143.7 0.4 6 Vitrified Clay 0.013 2.5441 1.597 3614 939 0 940 31.03 143.9 Min. Slope 8 PVC 0.013 5.9759 0.237 489 756 249.53 758 249.26 145 0.186 8 PVC 0.013 16.3311 6.978 4502 MH-7580 0 12 0 144.5 0 8 PVC 0.013 0.2894 5.336 4518 397 106.81 MH-7277 95.28 145 7.954 6 Vitrified Clay 0.013 3.0245 0.426 2281 627 0 384 0 144.8 0 8 PVC 0.013 5.191 95.714 2119 434 0 441 174.03 145.5 Min. Slope 8 PVC 0.013 111.9336 1.887 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 15 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 2184 560 89.67 555 83.23 145.6 4.424 6 Concrete 0.013 1.0944 0.207 4999 MH-7615 0 1248 0 145.7 0 8 PVC 0.013 1.043 19.231 3119 360 29.36 361 28.78 145.8 0.4 8 PVC 0.013 3.3374 0.973 6292 1299 0 840 201.29 145.6 Min. Slope 8 PVC 0.013 12.6156 0.198 4700 1223 253.1 1222 245.52 146.1 5.189 8 PVC 0.013 1.3156 0.106 1145 121 178.65 122 177.84 146 0.555 8 Concrete 0.013 1.3919 0.345 2051 1381 2.49 764 1.9 148.4 0.4 6 Concrete 0.013 1.6396 1.03 3438 966 29.62 968 27.14 146 1.699 8 PVC 0.013 4.3787 0.619 749 MH-7577 0 591 0 146.6 0 4 Asbestos Cement 0.013 4.4228 517.803 2419 587 0 588 0 146.2 0 6 Concrete 0.013 2.1338 84.73 3630 974 0 973 27.56 146.2 Min. Slope 8 PVC 0.013 0.8452 0.036 7589 1362 250.5 1363 249.9 146.3 0.41 8 PVC 0.013 111.3816 32.066 2279 539 0 538 0 146.3 0 8 PVC 0.013 8.9587 165.185 2847 800 255.05 802 251.55 146.5 2.389 8 PVC 0.013 5.879 0.701 6077 1248 0 1284 0 146.9 0 8 PVC 0.013 3.0656 56.526 2230 749 0 748 0 146.9 0 8 Concrete 0.013 0.9648 17.79 164 MH-7511 0 589 0 147 0 8 PVC 0.013 24.4536 450.888 3139 543 20.59 905 20.22 147 0.252 8 Asbestos Cement 0.013 6.0294 2.216 2293 412 232.96 410 232.39 146.7 0.388 8 PVC 0.013 8.007 2.369 2248 MH-7559 0 615 0 146.8 0 8 Concrete 0.013 5.9594 109.883 260 MH-7487 0 21 0 146.9 0 8 PVC 0.013 2.3683 43.668 7464 MH-7616 0 486 98.91 147 Min. Slope 8 PVC 0.013 0.9354 0.021 1994 MH-7617 0 506 0 147 0 8 PVC 0.013 1.0452 19.273 2448 MH-7555 161.53 658 160.95 147.2 0.4 6 Vitrified Clay 0.013 5.4822 3.442 838 MH-7618 0 701 25.64 147.8 Min. Slope 6 PVC 0.013 1.3931 0.133 5072 MH-7351 0 549 0 147.9 0 8 PVC 0.013 1.3425 24.754 1350 743 0 311 0 147.5 0 8 Concrete 0.013 1.0293 18.978 2306 433 0 432 219.23 147.6 Min. Slope 8 Asbestos Cement 0.013 0.6038 0.009 2084 379 0 1275 148.98 148.3 Min. Slope 6 Concrete 0.013 1.2929 0.051 2983 754 0 802 251.55 148.3 Min. Slope 8 PVC 0.013 1.6277 0.023 1765 MH-7619 0 464 0 148 0 6 PVC 0.013 0.7238 28.742 1198 181 207.93 183 202.43 148.4 3.705 8 Asbestos Cement 0.013 6.4171 0.615 2146 361 28.78 842 14.96 148.9 9.284 8 PVC 0.013 3.6275 0.22 1256 196 4.14 201 3.54 148.8 0.4 8 Asbestos Cement 0.013 12.7832 3.727 509 MH-7349 1.75 792 1.42 148.6 0.22 12 Vitrified Clay 0.013 77.7764 10.368 6953 788 0 1058 198.66 148.6 Min. Slope 8 Asbestos Cement 0.013 11.7951 0.188 5424 1150 0 1333 0 149 0 6 Concrete 0.013 2.7766 110.257 4118 MH-7620 0 1105 260.05 149.1 Min. Slope 8 PVC 0.013 0.1417 0.002 1330 237 90.33 238 89.74 148.6 0.4 8 PVC 0.013 7.0023 2.041 1138 133 165.9 132 0 149.1 111.233 8 Concrete 0.013 145.5871 2.545 2474 MH-7622 0 789 209.04 149.6 Min. Slope 8 PVC 0.013 1.6883 0.026 1367 MH-7624 118.84 1239 118.24 149.7 0.4 6 Vitrified Clay 0.013 3.0837 1.936 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 16 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 3551 920 21.72 1001 21.3 149.5 0.281 10 Asbestos Cement 0.013 77.8746 14.944 5018 MH-7623 62.8 1124 62.2 149.7 0.4 6 PVC 0.013 0.1743 0.109 2337 633 187.49 638 186.89 150.2 0.4 6 PVC 0.013 1.0394 0.653 2250 MH-7625 0 589 0 150 0 6 Concrete 0.013 1.1304 44.889 630 MH-7626 0 MH-7400 0 150.5 0 6 PVC 0.013 1.3744 54.576 3966 208 235.01 211 233.2 342.9 0.528 15 PVC 0.013 496.9947 23.596 SM 2 4444 MH-7337 38.59 MH-7469 11.98 152 17.505 6 Vitrified Clay 0.013 14.8344 1.408 3829 327 0 294 0 152.2 0 8 PVC 0.013 9.2454 170.471 3362 913 30.43 942 30.16 152.2 0.177 12 PVC 0.013 95.4529 14.172 973 MH-7629 0 137 0 151.9 0 6 Asbestos Cement 0.013 1.7189 68.255 798 MH-7534 235.75 790 235.75 152.4 0 8 PVC 0.013 4.357 80.336 3819 326 0 319 24.41 152 Min. Slope 8 PVC 0.013 1.5761 0.073 1144 105 195.1 111 181.73 153.2 8.728 8 Concrete 0.013 1.3634 0.085 4225 1142 10.62 1141 10.23 152.7 0.255 30 PVC 0.013 4,229.89 45.464 5881 1281 0 124 191.96 153 Min. Slope 8 PVC 0.013 0.8169 0.013 6341 MH-7630 0 1308 0 153.4 0 8 PVC 0.013 0.3869 7.134 1010 89 76.98 194 76.37 153.6 0.4 8 PVC 0.013 3.7475 1.093 4461 1179 25.69 1178 23.98 153.4 1.115 8 PVC 0.013 4.0788 0.712 7 838 0 839 0 153.9 0 8 PVC 0.013 29.4476 542.969 2249 610 0 615 0 154 0 6 Concrete 0.013 1.494 59.326 3542 957 35.19 956 25.36 153.7 6.394 8 Asbestos Cement 0.013 16.9019 1.232 623 MH-7631 9.66 762 9.04 153.9 0.4 8 PVC 0.013 10.4447 3.045 4451 MH-7632 0 1177 111.73 154.1 Min. Slope 8 PVC 0.013 1.243 0.027 2160 MH-7253 65.64 650 65.03 154.7 0.4 6 Vitrified Clay 0.013 1.2327 0.774 2414 MH-7633 0 526 0 154.5 0 8 PVC 0.013 2.7469 50.649 4099 MH-7634 68.76 411 68.14 154.7 0.4 6 PVC 0.013 0.0959 0.06 4586 MH-7635 169.77 1201 169.15 155 0.4 6 PVC 0.013 0.3204 0.201 203 12 0 13 0 155.4 0 8 PVC 0.013 1.6475 30.377 805 550 0 545 0 155.3 0 8 PVC 0.013 4.3902 80.948 3123 733 202.85 788 198.66 155.2 2.7 8 Asbestos Cement 0.013 7.9816 0.896 7819 1389 120.3 1388 119.5 156.1 0.512 8 PVC 0.013 1.0328 0.266 4443 MH-7636 0 MH-7419 0 156.2 0 6 PVC 0.013 1.4396 57.165 439 145 150.77 146 148.88 156.3 1.209 8 Concrete 0.013 1.0344 0.173 4236 700 164.16 1144 158.3 156.5 3.744 6 Vitrified Clay 0.013 1.4685 0.301 1131 91 0 92 205.7 157.1 Min. Slope 8 Concrete 0.013 0.72 0.012 120 37 186.5 636 185.87 157.2 0.4 8 PVC 0.013 2.7886 0.813 2286 562 0 557 0 157.8 0 8 PVC 0.013 1.2169 22.437 3681 1050 60.71 946 60.11 157.3 0.381 8 PVC 0.013 4.2307 1.263 7586 1351 259.6 1357 258.8 157.6 0.508 8 PVC 0.013 106.4622 27.552 4767 1229 222.79 1212 204 158 11.896 8 PVC 0.013 4.4347 0.237 2798 435 0 235 0 158.6 0 8 PVC 0.013 1.9102 35.222 2215 MH-7637 61.09 1234 60.46 158.5 0.4 6 Vitrified Clay 0.013 17.714 11.122 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 17 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 5192 1267 242.47 1266 240.91 159.2 0.98 8 PVC 0.013 129.4023 24.102 3227 871 5.07 900 4.44 159.1 0.4 6 Concrete 0.013 19.1086 11.998 1147 122 177.84 127 176.8 244.8 0.425 15 PVC 0.013 587.3245 31.079 SM 3 518 415 205.41 417 202.86 160 1.594 8 PVC 0.013 107.6153 15.718 2229 598 0 747 0 159.6 0 6 Concrete 0.013 0.6708 26.635 25 MH-7402 0 44 224.58 160.4 Min. Slope 6 PVC 0.013 1.3516 0.045 6240 1289 0 1288 0 160 0 8 0.013 0.9189 16.943 1710 MH-7638 0 374 0 160 0 6 PVC 0.013 0.8229 32.676 7081 801 0 753 250.23 160.9 Min. Slope 8 PVC 0.013 4.1541 0.061 989 MH-7639 0 182 209.5 160.9 Min. Slope 8 PVC 0.013 1.3078 0.021 3159 225 33.31 226 32.76 161.5 0.34 12 Asbestos Cement 0.013 9.4886 1.017 1202 MH-7495 0 184 0 161.4 0 8 PVC 0.013 36.2755 668.865 360 MH-7641 0 34 248.19 161.6 Min. Slope 8 PVC 0.013 1.1125 0.017 3599 MH-7640 0 265 0 161.5 0 6 PVC 0.013 1.8687 74.203 3471 980 11.89 926 11.48 162.3 0.253 8 Asbestos Cement 0.013 42.1467 15.46 1721 MH-7643 0 420 204.32 162.4 Min. Slope 6 PVC 0.013 2.1099 0.075 2827 714 229.99 715 229.22 162 0.475 8 PVC 0.013 120.4948 32.226 3249 MH-7442 74.78 884 74.13 162.1 0.4 6 Vitrified Clay 0.013 5.6031 3.518 2807 716 215.84 719 215.05 162.6 0.486 8 PVC 0.013 271.8975 71.933 27 44 0 45 222.17 162.4 Min. Slope 8 PVC 0.013 2.5592 0.04 2362 MH-7644 0 MH-7871 0 169.1 0 6 PVC 0.013 1.6171 64.213 4001 1082 0 1077 0 164.5 0 8 PVC 0.013 12.0318 221.848 917 66 17 67 16.7 164.1 0.183 30 PVC 0.013 4,092.22 51.999 7585 1348 263.2 1356 262.1 164.7 0.668 8 PVC 0.013 104.047 23.474 1072 198 4.21 201 3.54 167.6 0.4 6 PVC 0.013 0.2877 0.181 4460 MH-7648 0 1180 34.8 164.8 Min. Slope 1 PVC 0.013 0.2364 2.428 2307 432 219.23 431 218.45 164.8 0.473 8 Asbestos Cement 0.013 12.1446 3.255 1180 112 197.86 114 194.7 164.8 1.917 8 Concrete 0.013 259.8057 34.598 3195 865 0.69 1408 0.03 165.2 0.4 8 PVC 0.013 2.6723 0.78 4157 MH-7650 0 1122 0 165.8 0 8 PVC 0.013 1.0061 18.551 1847 MH-7649 0 420 204.32 165.3 Min. Slope 6 PVC 0.013 0.5627 0.02 1269 186 193 187 186.1 165.8 4.161 8 Concrete 0.013 94.7467 8.564 2070 MH-7651 240.05 78 239.39 166 0.4 8 PVC 0.013 1.0711 0.312 2292 534 0 533 0 165.5 0 8 PVC 0.013 23.5392 434.028 1158 149 156.42 147 148.49 165.6 4.789 8 Concrete 0.013 1.2998 0.11 3121 248 24.9 901 24.5 165.9 0.241 18 Concrete 0.013 1,471.10 63.551 2114 401 234.64 404 234.07 166.3 0.343 8 PVC 0.013 63.7087 20.068 2620 705 0 549 0 165.8 0 8 PVC 0.013 2.9969 55.258 2466 629 132.17 630 142.13 166.2 Min. Slope 6 Vitrified Clay 0.013 4.3278 0.702 5191 1268 243.27 1267 242.47 166.6 0.48 8 PVC 0.013 128.1591 34.105 4416 1284 0 1176 179 166.7 Min. Slope 8 PVC 0.013 4.9101 0.087 2741 626 0 385 0 166.3 0 8 PVC 0.013 5.0748 93.572 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 18 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 7982 494 76.41 1400 48.54 166.9 16.703 8 PVC 0.013 5.5092 0.249 513 791 100 779 49.54 166.9 30.226 8 PVC 0.013 4.0338 0.135 2297 445 210.15 444 209.12 166.7 0.618 8 PVC 0.013 27.1568 6.371 2970 797 0 798 0 167.2 0 8 PVC 0.013 9.238 170.335 6118 1286 26.17 947 22.22 167.9 2.352 8 PVC 0.013 97.1947 11.685 2328 656 126.67 660 126 167.7 0.4 8 PVC 0.013 39.1975 11.427 3019 MH-7652 77.74 822 77.07 168 0.4 6 PVC 0.013 1.7926 1.125 4139 MH-7653 0 26 0 168.3 0 8 PVC 0.013 1.6587 30.583 1189 155 130.39 159 117.39 168.6 7.712 8 Concrete 0.013 276.0876 18.332 6887 711 230.34 1337 222.88 169 4.414 8 PVC 0.013 258.5448 22.69 402 MH-7655 0 1115 0 169.2 0 8 PVC 0.013 1.3007 23.983 4238 MH-7654 0 1145 0 168.8 0 6 PVC 0.013 0.8619 34.224 2108 400 0 401 236.76 168.9 Min. Slope 8 PVC 0.013 25.6494 0.399 5024 1252 0 1253 0 169.6 0 8 PVC 0.013 1.87 34.479 4487 1184 0 713 231.68 169.2 Min. Slope 8 PVC 0.013 2.7492 0.043 3615 942 30.16 1286 26.17 169.8 2.349 8 PVC 0.013 95.7111 11.514 2278 542 0 539 0 169.4 0 8 PVC 0.013 8.6036 158.637 7998 MH-7311 229.72 1318 229.04 169.9 0.4 6 Vitrified Clay 0.013 0.8927 0.56 4268 MH-7657 130.41 1425 129.73 170.2 0.4 6 PVC 0.013 0.4869 0.306 2294 424 230.12 423 229.23 169.9 0.524 8 PVC 0.013 15.6048 3.975 1550 MH-7343 0 844 193.76 170.2 Min. Slope 8 PVC 0.013 1.5351 0.027 3648 MH-7463 0 973 27.56 170.6 Min. Slope 8 PVC 0.013 2.1793 0.1 73 1282 107.78 579 107.1 170.2 0.4 6 Concrete 0.013 2.2962 1.442 3726 MH-7658 0 968 27.14 171.1 Min. Slope 6 PVC 0.013 2.102 0.21 4571 MH-7659 0 736 30.7 171.3 Min. Slope 8 PVC 0.013 1.0017 0.044 7079 512 0 23 0 170.9 0 8 PVC 0.013 4.4899 82.788 1686 MH-7660 0 613 0 171.5 0 8 PVC 0.013 1.46 26.921 3034 813 8.38 812 7.69 171.9 0.4 8 PVC 0.013 22.28 6.495 3776 305 0 306 0 171.3 0 8 Concrete 0.013 10.7348 197.933 4459 1180 34.8 1179 25.69 171.6 5.309 8 PVC 0.013 0.7993 0.064 2804 1337 0 712 222.88 172 Min. Slope 8 PVC 0.013 260.1067 4.213 2263 MH-7662 0 584 0 172 0 6 Concrete 0.013 1.3305 52.832 6530 MH-7661 126.21 1324 125.52 171.7 0.4 6 Vitrified Clay 0.013 0.388 0.244 440 MH-7663 0 88 224.56 172.6 Min. Slope 8 PVC 0.013 1.6359 0.026 4902 1242 236.4 MH-7437 0 172.8 136.828 8 PVC 0.013 0.9575 0.015 2143 779 49.54 780 28.78 173.3 11.977 8 PVC 0.013 5.617 0.299 1164 218 224.89 177 223.55 173.4 0.773 8 PVC 0.013 22.5014 4.72 3749 MH-7664 0 307 0 177.6 0 6 PVC 0.013 1.3 51.624 1167 101 214.9 100 213.24 173 0.96 8 Concrete 0.013 222.9837 41.971 4498 MH-7665 0 1186 136.12 174.7 Min. Slope 6 PVC 0.013 1.0307 0.046 1194 160 116 161 109.03 273 2.553 18 PVC 0.013 1,043.20 13.848 SM 3 4690 MH-7666 0 1191 111.58 175.1 Min. Slope 6 PVC 0.013 1.3135 0.065 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 19 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 2282 MH-7667 0 385 0 175.3 0 8 PVC 0.013 1.1017 20.314 1366 MH-7433 85.8 896 85.1 175.6 0.4 8 Vitrified Clay 0.013 113.6518 33.13 3611 357 32.63 356 31.83 175.4 0.456 12 PVC 0.013 68.5351 6.347 804 559 0 550 0 175.9 0 8 PVC 0.013 3.7679 69.474 6889 712 222.88 1338 215.84 176 4 8 PVC 0.013 266.1226 24.534 3055 816 5.68 823 2.57 175.6 1.77 8 PVC 0.013 58.5565 8.116 2332 644 127.38 656 126.67 176.5 0.4 8 PVC 0.013 28.1404 8.205 963 822 77.07 194 76.37 176.1 0.4 8 PVC 0.013 2.6 0.758 4609 1208 224.51 1210 212.28 176.1 6.944 8 PVC 0.013 1.3163 0.092 4008 1081 0 1080 0 176.9 0 8 PVC 0.013 4.5982 84.783 1152 141 0 140 161.24 176.8 Min. Slope 8 Concrete 0.013 0.6216 0.012 1934 MH-7668 0 80 0 176.9 0 8 PVC 0.013 1.1668 21.513 4141 1102 112.27 819 90.93 177.4 12.027 6 PVC 0.013 0.9505 0.109 4457 1182 35.04 1181 27.15 177.7 4.441 8 PVC 0.013 1.5895 0.139 3289 MH-7553 0 997 0 177.2 0 8 Asbestos Cement 0.013 3.1885 58.791 520 590 99 583 87.42 177.8 6.513 6 Vitrified Clay 0.013 3.9697 0.618 1347 744 0 313 0 177.6 0 8 Concrete 0.013 1.0554 19.46 2239 MH-7671 257.09 653 256.38 178 0.4 6 Vitrified Clay 0.013 0.0691 0.043 622 MH-7669 0 492 83.53 177.7 Min. Slope 8 PVC 0.013 1.5813 0.043 427 87 142.64 157 123.66 178.3 10.646 8 PVC 0.013 1.4791 0.084 3907 MH-7670 92.99 345 92.28 177.9 0.4 8 PVC 0.013 1.3043 0.38 6272 MH-7672 188.34 1293 187.63 178 0.4 6 PVC 0.013 0.8083 0.508 2932 805 260.23 795 260.37 178.5 Min. Slope 8 PVC 0.013 1.0725 0.706 1261 129 0 126 137.95 178.6 Min. Slope 8 PVC 0.013 13.1826 0.277 6318 MH-7673 0 1306 227.09 178.5 Min. Slope 8 PVC 0.013 0.9334 0.015 3777 311 0 309 0 179 0 8 Concrete 0.013 1.9111 35.238 2476 1110 178.9 461 175.47 178.5 1.921 8 PVC 0.013 4.6707 0.621 4002 1085 0 1084 0 178.8 0 8 PVC 0.013 1.6168 29.812 7844 MH-7674 5.36 1395 4.64 179 0.4 8 PVC 0.013 0.3204 0.093 2183 555 83.23 554 66.74 178.9 9.217 6 Concrete 0.013 9.9371 1.3 803 568 0 559 0 179.7 0 8 PVC 0.013 2.6409 48.694 2233 742 0 741 0 179.7 0 8 Concrete 0.013 1.2357 22.784 4551 MH-7677 106.23 1198 105.51 179.8 0.4 6 PVC 0.013 0.2559 0.161 2003 MH-7675 0 495 100.19 179.5 Min. Slope 8 PVC 0.013 1.9144 0.047 1605 MH-7676 0 408 232.78 179.7 Min. Slope 8 PVC 0.013 2.4283 0.039 1328 239 89.01 241 82.76 180.5 3.464 8 PVC 0.013 7.964 0.789 3969 168 232.2 166 233.24 180.4 Min. Slope 8 PVC 0.013 3.1154 0.757 4391 MH-7543 0 1172 0 181.1 0 6 PVC 0.013 0.5164 20.506 2284 MH-7678 0 567 0 181.8 0 8 PVC 0.013 0.2364 4.359 3436 976 0 980 11.89 182 Min. Slope 6 Vitrified Clay 0.013 1.751 0.272 4569 MH-7679 0 245 31.7 182.6 Min. Slope 8 PVC 0.013 0.5646 0.025 2790 MH-7680 188.23 MH-7681 187.49 183.1 0.4 6 Concrete 0.013 1.9506 1.225 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 20 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 1331 238 89.74 239 89.01 183.1 0.399 8 PVC 0.013 7.2605 2.12 4428 MH-7682 1.47 870 0.73 183.2 0.4 8 PVC 0.013 1.6172 0.472 3430 MH-7490 0 272 0 183.1 0 8 PVC 0.013 0.8794 16.214 405 1117 0 1118 0 182.4 0 8 PVC 0.013 0.8559 15.782 4785 MH-7683 0 1212 204 183.7 Min. Slope 8 PVC 0.013 0.1915 0.003 433 MH-7684 0 137 0 184 0 6 PVC 0.013 0.5933 23.562 3926 1285 12.17 910 10.89 184 0.696 10 PVC 0.013 140.3196 17.109 3129 541 20.24 252 19.72 184 0.283 10 Concrete 0.013 94.8984 18.155 125 MH-7685 239.24 25 237.34 184.1 1.032 8 PVC 0.013 1.1579 0.21 1023 188 0 189 0 184.2 0 8 PVC 0.013 31.2667 576.511 3449 221 39.44 231 38.29 184.8 0.622 10 PVC 0.013 67.0872 8.649 5105 1263 0 483 87.05 185.2 Min. Slope 6 Concrete 0.013 8.6519 0.501 1768 502 0 508 0 185.2 0 8 Asbestos Cement 0.013 16.7666 309.15 625 552 0 546 0 185.5 0 8 Asbestos Cement 0.013 3.874 71.431 3051 830 5.74 831 5 185.5 0.4 8 Asbestos Cement 0.013 204.2459 59.543 3598 266 0 267 0 185.3 0 6 Concrete 0.013 0.4137 16.427 6264 1290 0 1292 0 186.2 0 8 PVC 0.013 2.3692 43.684 4171 MH-7686 0 1127 0 186.4 0 6 PVC 0.013 1.3763 54.653 1166 202 216.89 101 214.9 186.5 1.067 8 Concrete 0.013 1.3923 0.249 2802 709 238.29 710 234.93 186.6 1.801 8 PVC 0.013 252.4458 34.688 4116 1156 0 1106 244.91 186.6 Min. Slope 8 PVC 0.013 1.8863 0.03 2288 547 0 1148 0 187 0 8 PVC 0.013 2.6693 49.218 865 MH-7687 0 59 72.38 187.2 Min. Slope 8 PVC 0.013 1.0632 0.032 2803 710 234.93 711 230.34 187.4 2.449 8 PVC 0.013 256.4438 30.213 4181 1133 227.8 1132 225.7 187.6 1.12 8 PVC 0.013 12.0224 2.095 30 MH-7688 0 190 171.7 187.4 Min. Slope 6 PVC 0.013 0.617 0.026 7635 1367 49.42 1368 47.44 188.7 1.049 8 PVC 0.013 1.78 0.32 6982 MH-7690 41.83 1406 41.07 188.7 0.4 8 Vitrified Clay 0.013 0.1174 0.034 1149 MH-7689 0 134 167.93 188.6 Min. Slope 6 PVC 0.013 2.2771 0.096 4341 1160 31.2 MH-7500 0 189.2 16.492 8 PVC 0.013 5.9362 0.27 3796 324 0 322 16.48 188.7 Min. Slope 8 PVC 0.013 10.105 0.63 4334 MH-7691 0 1158 43.3 189.3 Min. Slope 6 PVC 0.013 2.73 0.227 4161 1124 62.2 1123 52.04 189.8 5.354 6 PVC 0.013 0.9998 0.172 8094 1496 116.62 1424 115.86 189.8 0.4 8 PVC 0.013 0.6586 0.192 1187 150 153.74 152 145.37 190.4 4.397 8 Concrete 0.013 274.5592 24.143 4363 1167 249.1 1166 247.99 189.4 0.586 8 PVC 0.013 1.4896 0.359 2467 MH-7692 132.99 629 132.17 204 0.4 6 Vitrified Clay 0.013 0.4489 0.282 1426 MH-7693 29.54 780 28.78 190 0.4 8 PVC 0.013 1.6213 0.473 3830 294 0 328 0 190.7 0 8 PVC 0.013 10.0416 185.151 2210 681 105.09 263 102.77 191 1.215 6 PVC 0.013 10.1044 3.641 6431 1311 214.57 1312 213.62 191.5 0.496 8 PVC 0.013 0.8986 0.235 1123 170 213.9 171 212.59 191.2 0.685 8 Concrete 0.013 25.7449 5.734 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 21 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 1116 98 0 126 137.95 191.8 Min. Slope 8 PVC 0.013 1.4501 0.032 7592 1359 256 1360 255.1 191.6 0.47 8 PVC 0.013 108.8952 29.3 2734 274 23.79 273 23.25 192 0.281 10 Concrete 0.013 62.2507 11.936 5249 MH-7696 4.18 876 3.4 194.2 0.4 6 Vitrified Clay 0.013 0.1976 0.124 1948 MH-7697 0 773 0 193 0 8 PVC 0.013 1.2752 23.512 2253 622 0 612 0 192.9 0 8 PVC 0.013 2.6594 49.036 7682 1374 240.8 1378 238.6 192.5 1.143 8 PVC 0.013 2.8392 0.49 4289 1107 0 1108 0 192.7 0 8 PVC 0.013 4.4436 81.933 7456 MH-7292 0 68 0 192.7 0 8 Asbestos Cement 0.013 27.2915 503.215 2156 509 33.34 517 27.4 193.5 3.07 6 PVC 0.013 11.2915 2.559 3972 1072 0 578 0 193.6 0 6 Concrete 0.013 5.226 207.524 3520 977 35.66 978 0 193.2 18.455 8 PVC 0.013 2.5119 0.108 2433 613 0 1264 0 193.4 0 6 Concrete 0.013 17.1809 682.246 3382 915 37.3 967 32.63 193.7 2.411 8 PVC 0.013 0.787 0.093 1188 152 145.37 155 130.39 194.4 7.704 8 Concrete 0.013 275.4661 18.299 3150 262 23.71 522 23.41 194.6 0.154 18 Concrete 0.013 1,489.13 80.441 4122 1109 253.42 57 0 194.9 130.004 8 PVC 0.013 3.474 0.056 3405 MH-7698 0 977 35.66 195.1 Min. Slope 8 PVC 0.013 0.5532 0.024 6306 154 126.8 156 124.8 194.9 1.026 8 PVC 0.013 6.2442 1.137 7681 1373 242.7 1374 240.8 195.2 0.974 8 PVC 0.013 2.2176 0.414 3106 1065 253.49 1061 245.38 196 4.138 8 PVC 0.013 3.6681 0.332 3270 889 2.38 891 1.6 196.1 0.4 8 Asbestos Cement 0.013 4.0833 1.191 1171 106 212.61 107 0 196 108.498 8 Concrete 0.013 1.926 0.034 4901 1240 236 MH-7367 0 195.9 120.476 8 PVC 0.013 0.7979 0.013 2739 MH-7399 0 515 0 196 0 6 PVC 0.013 2.7538 109.351 4796 MH-7699 0 1233 165.9 197 Min. Slope 6 PVC 0.013 1.8656 0.081 3409 MH-7274 0 943 45.91 197.4 Min. Slope 6 PVC 0.013 0.4337 0.036 1478 MH-7700 92.25 679 91.46 197.7 0.4 8 PVC 0.013 3.0974 0.903 4329 MH-7701 0 730 199.65 198.2 Min. Slope 6 Concrete 0.013 1.5623 0.062 4239 MH-7425 0 599 0 198.1 0 6 Concrete 0.013 1.4307 56.811 6654 MH-7702 0 1330 146.72 198.3 Min. Slope 6 Vitrified Clay 0.013 0.5571 0.026 2848 799 0 800 255.05 198.4 Min. Slope 8 PVC 0.013 1.0725 0.017 2357 MH-7480 0 564 0 198.9 0 6 Asbestos Cement 0.013 2.0467 81.275 4180 1132 225.7 1131 218.5 199 3.617 8 PVC 0.013 16.3354 1.584 3443 MH-7703 0 917 30.66 199.2 Min. Slope 8 PVC 0.013 0.4973 0.023 2423 250 0 261 22.82 198.9 Min. Slope 8 PVC 0.013 16.1835 0.881 3194 868 1.49 865 0.69 199.5 0.401 8 PVC 0.013 2.0832 0.607 3889 334 62.6 349 61.8 199.4 0.4 8 PVC 0.013 2.6216 0.764 3897 335 55.74 336 55 199.4 0.371 10 PVC 0.013 32.9738 5.504 943 840 201.29 77 0 200.1 100.597 8 PVC 0.013 285.7207 5.253 2100 759 0 760 248.56 199.8 Min. Slope 8 PVC 0.013 1.6645 0.028 1165 177 217.98 101 214.9 199.8 1.542 8 Concrete 0.013 220.0389 32.677 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 22 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 1141 109 0 110 0 200 0 8 Concrete 0.013 2.9564 54.512 429 MH-7705 0 1109 253.42 200.5 Min. Slope 8 PVC 0.013 2.545 0.042 3001 MH-7704 0 807 0 200.2 0 6 PVC 0.013 2.557 101.536 3816 308 0 310 0 200.3 0 8 Concrete 0.013 0.5587 10.302 3278 MH-7706 67.71 874 66.91 200.8 0.4 6 Vitrified Clay 0.013 1.0637 0.668 4281 MH-7708 0 1151 10.62 201.4 Min. Slope 8 PVC 0.013 0.5272 0.042 8071 1417 242.24 1418 240.14 200.9 1.045 8 0.013 1.2432 0.224 1133 94 203.24 99 200.73 278.4 0.902 15 PVC 0.013 566.2303 20.568 SM 3 617 585 70.46 MH-7341 13.16 201.5 28.441 6 PVC 0.013 6.9947 0.521 3936 MH-7707 5.52 197 4.72 201.3 0.4 6 PVC 0.013 0.0959 0.06 2287 557 0 547 0 201.9 0 8 PVC 0.013 1.8392 33.912 4948 1244 62.89 349 61.8 202.1 0.539 8 PVC 0.013 2.1416 0.538 820 485 132.79 488 117.9 202.6 7.348 8 PVC 0.013 339.5258 23.095 7983 1401 74.5 1397 66.95 203 3.719 8 0.013 1.6843 0.161 2065 558 65.29 563 65.25 203 0.02 6 Concrete 0.013 11.1668 31.589 6668 MH-7428 98.23 1336 97.42 203 0.4 6 Vitrified Clay 0.013 0.3363 0.211 4224 1141 10.23 1140 9.28 202.8 0.468 30 PVC 0.013 4,394.28 34.879 3940 MH-7552 0 424 230.12 204 Min. Slope 8 PVC 0.013 13.5185 0.235 3982 1074 15.9 1070 15.65 204.1 0.123 30 PVC 0.013 4,182.17 64.906 1724 MH-7709 0 517 27.4 203.8 Min. Slope 4 PVC 0.013 0.816 0.261 3609 231 38.29 358 33.4 204.2 2.394 10 PVC 0.013 67.3454 4.426 2090 436 159.78 1319 148.44 204.7 5.539 8 Concrete 0.013 22.2633 1.744 41 533 0 MH-7291 0 204.2 0 8 Asbestos Cement 0.013 25.7041 473.945 3440 MH-7710 0 967 32.63 205 Min. Slope 8 PVC 0.013 0.9717 0.045 966 193 104.52 810 101.88 530.6 0.498 18 PVC 0.013 1,206.40 36.28 SM 4 2104 387 247.06 390 241.4 206.3 2.743 8 PVC 0.013 22.4724 2.502 3255 MH-7711 84.75 875 83.93 206 0.4 6 Vitrified Clay 0.013 1.2844 0.806 3623 1057 0 1056 0 206 0 8 PVC 0.013 16.9649 312.806 3237 880 7.5 885 6.67 206.6 0.4 6 Vitrified Clay 0.013 13.3654 8.392 1200 130 0 MH-7384 0 207.1 0 8 PVC 0.013 29.9231 551.737 7823 1394 145.2 1388 123.8 207.1 10.333 8 PVC 0.013 0.2582 0.015 2265 611 0 1097 0 207.5 0 8 PVC 0.013 1.7576 32.408 3236 1155 3.62 887 2.79 207.1 0.4 8 Asbestos Cement 0.013 9.4969 2.769 2102 760 248.56 387 247.06 207.5 0.723 8 PVC 0.013 20.3053 4.404 4947 1245 63.94 1244 62.89 209 0.502 8 PVC 0.013 1.8834 0.49 3185 859 6.56 867 5.72 208.9 0.4 8 Asbestos Cement 0.013 0.2764 0.081 4738 MH-7714 0 1228 0 208.6 0 8 PVC 0.013 1.1189 20.631 2321 501 91.32 5 82.87 209.4 4.035 8 Asbestos Cement 0.013 568.6896 52.204 144 527 0 528 0 208.9 0 8 PVC 0.013 6.7413 124.3 3665 998 17.87 997 17.52 209.5 0.167 12 Asbestos Cement 0.013 159.6356 24.424 3678 MH-7378 48.91 292 48.07 209.7 0.4 8 PVC 0.013 7.3067 2.13 89 52 16.61 53 16.15 210.5 0.219 12 PVC 0.013 0.4728 0.063 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 23 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 2298 MH-7394 0 444 209.12 210.7 Min. Slope 8 PVC 0.013 3.2815 0.061 7583 1353 282.5 1355 279.4 211.4 1.467 8 PVC 0.013 101.4638 15.448 88 51 17.08 52 16.61 211.5 0.222 12 PVC 0.013 0.2364 0.031 6288 MH-7715 144.44 623 143.41 258.6 0.4 6 Vitrified Clay 0.013 0.0691 0.043 4456 1183 43.48 1182 35.04 211.2 3.996 8 PVC 0.013 1.3531 0.125 7662 MH-7717 0 1370 0 212 0 8 PVC 0.013 0.6038 11.133 7620 MH-7716 227.17 1272 166.79 211.8 28.507 6 Vitrified Clay 0.013 10.0967 0.751 5129 MH-7718 134.74 1265 133.89 212 0.4 6 PVC 0.013 1.3604 0.854 3054 828 4.8 826 3.95 212.5 0.4 8 Asbestos Cement 0.013 2.4243 0.707 4155 1121 12.47 911 11.92 212.4 0.259 30 PVC 0.013 4,229.46 45.146 1125 164 223.38 165 222.71 71.2 0.942 8 Concrete 0.013 524.1191 99.589 SM 5 330 MH-7719 22.85 227 21.99 214.4 0.401 6 Concrete 0.013 1.1006 0.69 6294 1301 160.15 1300 0 213.9 74.871 8 PVC 0.013 2.0563 0.044 6432 1312 213.62 1313 212.57 214.9 0.489 8 PVC 0.013 1.3479 0.356 8092 1495 0 1423 0 214.8 0 8 PVC 0.013 0.4475 8.251 2320 495 100.19 501 91.32 214.8 4.129 8 Asbestos Cement 0.013 566.5281 51.406 5102 MH-7720 108.28 1261 107.42 214.5 0.4 6 Vitrified Clay 0.013 5.9937 3.763 3241 MH-7721 80.03 881 79.17 214.9 0.4 6 Vitrified Clay 0.013 0.5036 0.316 2329 655 133.28 1258 121.11 218 5.585 6 Vitrified Clay 0.013 7.5045 1.261 3634 979 0 982 0 215.1 0 8 PVC 0.013 2.4813 45.752 2147 MH-7722 38.36 496 37.5 215 0.4 8 PVC 0.013 0.5747 0.168 3821 321 0 296 0 215.7 0 8 PVC 0.013 28.1362 518.789 2342 669 207.98 MH-7723 190.32 215.9 8.179 6 Vitrified Clay 0.013 1.5237 0.212 4585 MH-7724 170.02 1201 169.15 216 0.4 6 Vitrified Clay 0.013 2.722 1.709 425 MH-7725 0 174 238.7 216.5 Min. Slope 8 PVC 0.013 1.0468 0.018 1607 372 1.43 783 0.82 216.6 0.282 10 Asbestos Cement 0.013 222.3133 42.604 3965 211 233.2 210 232.83 86.6 0.427 8 PVC 0.013 501.0216 141.299 SM 5 2217 1320 215.13 677 171.71 217.5 19.959 6 Vitrified Clay 0.013 4.7301 0.42 340 1309 17.86 30 17.72 217.7 0.064 30 PVC 0.013 4,048.09 86.711 1953 MH-7596 0 771 0 218.5 0 8 PVC 0.013 2.7686 51.048 2538 MH-7726 166.59 690 165.72 218.1 0.4 6 Vitrified Clay 0.013 0.7601 0.477 4003 1084 0 1083 0 218.6 0 8 PVC 0.013 7.863 144.981 98 57 0 1081 0 218.7 0 8 PVC 0.013 4.1689 76.868 2370 MH-7727 0 228 0 219.2 0 6 PVC 0.013 1.4406 57.207 3600 291 90.91 290 84.11 218.7 3.109 8 PVC 0.013 5.1015 0.533 7576 1355 279.4 1354 270.4 219.8 4.095 8 PVC 0.013 102.8394 9.371 815 461 175.47 470 165.46 220.2 4.546 8 PVC 0.013 320.7768 27.74 4689 MH-7728 58.47 MH-7287 57.59 219.7 0.4 8 PVC 0.013 0.8816 0.257 1311 1418 240.14 174 238.7 220.5 0.653 8 PVC 0.013 133.276 30.412 3693 951 23.84 955 20.78 220.6 1.387 8 PVC 0.013 3.6442 0.571 3446 368 41.3 3 40.51 220.9 0.358 10 PVC 0.013 66.5708 11.322 1441 MH-7730 0 769 223.73 220.5 Min. Slope 8 PVC 0.013 0.4493 0.008 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 24 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 2235 738 0 737 0 221.2 0 6 PVC 0.013 0.2894 11.492 822 406 233.93 412 232.96 221.8 0.437 8 PVC 0.013 6.2867 1.753 4168 MH-7731 0 18 109.67 221.5 Min. Slope 6 PVC 0.013 0.4475 0.025 1192 1345 165.16 153 0 222.2 74.314 6 Concrete 0.013 17.1204 0.789 2221 MH-7732 154.74 1380 153.85 222.8 0.4 6 Vitrified Clay 0.013 0.2559 0.161 1335 240 59.6 244 58.33 222.8 0.57 8 PVC 0.013 31.941 7.801 2424 628 0 619 0 223.7 0 8 PVC 0.013 0.6818 12.571 7577 1356 262.1 1349 260.5 223.8 0.715 8 PVC 0.013 104.6508 22.82 7633 MH-7733 99.37 1366 98.48 223.7 0.4 6 Vitrified Clay 0.013 3.3663 2.114 3641 954 44.48 957 35.19 223.8 4.151 8 PVC 0.013 11.2016 1.014 4903 1243 245.5 1242 236.4 224 4.063 8 PVC 0.013 0.6862 0.063 786 430 189.16 437 183.54 224.7 2.501 6 Concrete 0.013 9.0386 2.269 2662 1089 0 691 116.55 224 Min. Slope 8 PVC 0.013 2.117 0.054 8099 192 131.43 193 104.52 224.8 11.97 8 Concrete 0.013 137.9047 7.35 4900 1241 244.91 1240 236 224.4 3.971 8 PVC 0.013 0.2234 0.021 3762 310 0 299 0 225.2 0 8 Concrete 0.013 7.5296 138.834 1136 131 166.8 133 165.9 224.7 0.4 8 Concrete 0.013 137.9571 40.223 2209 MH-7734 162.9 652 162 225 0.4 6 Vitrified Clay 0.013 0.7907 0.496 3251 MH-7735 64.35 1197 63.45 225.1 0.4 6 Vitrified Clay 0.013 1.3983 0.878 2426 MH-7723 190.32 657 189.42 225.5 0.4 6 Vitrified Clay 0.013 2.3474 1.474 3250 MH-7736 136.63 879 135.73 225.6 0.4 6 Vitrified Clay 0.013 2.355 1.479 2050 764 3.39 781 2.48 226 0.403 8 Asbestos Cement 0.013 216.8911 63.018 3254 MH-7737 86 896 85.1 226.1 0.4 6 Vitrified Clay 0.013 1.1705 0.735 32 MH-7738 0 329 34.13 227 Min. Slope 8 PVC 0.013 1.3348 0.063 2427 1293 187.63 686 175.77 227 5.225 8 PVC 0.013 4.6922 0.378 3366 MH-7739 0 939 0 227.1 0 8 PVC 0.013 0.2582 4.761 1646 60 0 515 0 227.5 0 8 PVC 0.013 6.0997 112.469 1965 MH-7740 0 405 234.19 227.7 Min. Slope 8 PVC 0.013 4.8155 0.088 818 476 148.35 477 147.39 227.2 0.423 8 PVC 0.013 327.3509 92.846 2910 796 0 794 0 227.3 0 8 PVC 0.013 3.0003 55.32 2080 767 0 768 234 227.6 Min. Slope 8 PVC 0.013 0.8691 0.016 709 370 100.91 791 100 227.7 0.4 8 PVC 0.013 2.8263 0.824 2059 573 40.51 561 39.6 228.3 0.4 8 Vitrified Clay 0.013 45.0094 13.123 3431 MH-7741 0 270 0 228.2 0 8 PVC 0.013 0.4915 9.063 3885 353 80.97 348 81.38 228.7 Min. Slope 8 PVC 0.013 13.0203 5.67 2094 440 0 448 156.38 229 Min. Slope 8 PVC 0.013 1.3548 0.03 7603 504 0 60 0 228.9 0 8 PVC 0.013 0.6038 11.133 3610 358 33.4 357 32.63 228.5 0.337 10 PVC 0.013 67.6036 11.844 2035 MH-7745 150.66 1238 149.74 228.8 0.4 6 Vitrified Clay 0.013 1.8422 1.157 3225 MH-7744 1.66 870 0.73 230.5 0.4 8 Vitrified Clay 0.013 2.0455 0.596 3613 941 61 939 0 228.5 26.696 8 PVC 0.013 4.2748 0.153 130 MH-7527 0 393 0 228.8 0 8 PVC 0.013 1.4967 27.596 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 25 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 3774 316 0 315 0 229.5 0 8 Concrete 0.013 24.1101 444.554 3640 948 50.41 954 44.48 229.9 2.579 8 PVC 0.013 9.9457 1.142 262 MH-7481 0 692 0 229.9 0 8 PVC 0.013 3.1676 58.406 1168 100 213.24 102 210.86 229.8 1.036 8 Concrete 0.013 223.7232 40.531 1999 MH-7747 0 586 0 230.4 0 6 Concrete 0.013 1.0283 40.831 93 56 0 790 235.75 230 Min. Slope 8 PVC 0.013 0.7314 0.013 2072 766 239.24 765 235.35 230.7 1.686 8 PVC 0.013 0.9901 0.141 1764 MH-7746 0 1062 244.61 232.7 Min. Slope 8 PVC 0.013 0.8169 0.015 2223 642 0 645 0 230.6 0 8 Concrete 0.013 3.1943 58.898 1785 1273 0 485 132.79 231.4 Min. Slope 8 PVC 0.013 3.1477 0.077 5053 MH-7748 102.75 625 101.82 231.5 0.4 6 PVC 0.013 0.591 0.371 3531 330 0 279 0 231.3 0 8 Concrete 0.013 18.0276 332.402 6327 MH-7750 0 533 0 232 0 6 Concrete 0.013 1.3051 51.824 4335 1158 43.3 1159 34.13 231.4 3.962 8 PVC 0.013 3.4392 0.319 819 477 147.39 484 134.98 232.6 5.335 8 PVC 0.013 332.9274 26.578 2107 391 0 400 0 232.9 0 8 PVC 0.013 22.8062 420.512 36 MH-7751 0 524 0 232.3 0 6 PVC 0.013 0.2364 9.387 3629 973 27.56 981 19.17 233.3 3.597 8 PVC 0.013 3.2827 0.319 2267 MH-7754 0 581 0 233.4 0 6 Concrete 0.013 1.1561 45.91 2075 1100 0 771 0 232.9 0 6 Concrete 0.013 3.8249 151.884 2157 MH-7458 0 MH-7293 0 233.6 0 6 PVC 0.013 7.1002 281.944 4462 1178 23.98 MH-7368 0 233.2 10.284 8 PVC 0.013 5.3542 0.308 4643 MH-7752 0 1217 112 233.2 Min. Slope 8 PVC 0.013 0.6168 0.016 4246 1147 188.13 MH-7753 0 233.3 80.655 8 PVC 0.013 0.6809 0.014 3109 34 248.07 1061 245.38 233.7 1.151 6 PVC 0.013 3.8173 1.413 7588 1363 249.9 1060 248.38 234.7 0.648 8 PVC 0.013 112.0032 25.662 3603 223 45.97 367 44.95 234.3 0.435 10 PVC 0.013 65.2798 10.061 1178 117 216.39 116 0 234.5 92.277 8 PVC 0.013 15.3649 0.295 4131 MH-7755 0 24 0 235.3 0 6 PVC 0.013 1.062 42.172 3794 323 0 322 16.48 235.4 Min. Slope 8 PVC 0.013 2.2034 0.154 4165 1126 0 1125 0 235.7 0 6 PVC 0.013 1.505 59.764 2270 581 0 578 0 235.1 0 6 Concrete 0.013 43.6442 1,733.09 2579 MH-7757 257.86 647 256.92 235.7 0.4 6 Asbestos Cement 0.013 0.7482 0.47 957 84 235.82 85 234.13 236 0.716 8 PVC 0.013 1.8384 0.401 2909 794 0 797 0 235.4 0 8 PVC 0.013 4.9268 90.842 3893 348 81.38 352 74.4 235.4 2.966 8 PVC 0.013 23.1553 2.479 2971 795 260.37 800 255.05 236.2 2.253 8 PVC 0.013 3.7341 0.459 2046 MH-7756 118.14 680 117.2 235.7 0.4 6 PVC 0.013 1.4705 0.923 3032 809 0 810 101.88 236.3 Min. Slope 8 Asbestos Cement 0.013 10.8056 0.303 3441 MH-7758 0 979 0 236.5 0 6 PVC 0.013 0.9717 38.585 3235 883 57.76 MH-7354 56.81 236.5 0.4 6 Vitrified Clay 0.013 27.9017 17.518 2415 526 0 359 41.93 236.8 Min. Slope 8 PVC 0.013 4.1457 0.182 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 26 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 4517 1188 31.43 863 3.7 236.3 11.736 10 PVC 0.013 562.1977 16.689 3981 260 0 1074 15.9 236.1 Min. Slope 8 PVC 0.013 18.6489 1.325 2041 20 107.33 1276 106.39 236.3 0.4 6 Concrete 0.013 1.4167 0.89 1153 139 0 140 161.24 236.4 Min. Slope 8 Concrete 0.013 2.6346 0.059 2083 418 206.25 426 178.41 237.1 11.74 8 PVC 0.013 16.3613 0.88 3141 905 20.22 902 19.59 236.4 0.266 18 Concrete 0.013 1,576.41 64.774 2252 1149 0 599 0 237.2 0 6 Concrete 0.013 21.3768 848.864 1185 148 0 150 153.74 237.1 Min. Slope 8 Concrete 0.013 0.6216 0.014 3639 946 60.11 948 50.41 237.7 4.08 8 PVC 0.013 6.1932 0.565 3110 1062 244.61 1064 243.64 237.9 0.408 8 PVC 0.013 12.564 3.628 3638 949 37.79 957 35.19 238.2 1.092 8 PVC 0.013 4.8781 0.861 1177 119 212.58 117 216.39 238.5 Min. Slope 8 PVC 0.013 2.7165 0.396 2116 409 221.44 414 206.6 238.6 6.22 8 PVC 0.013 66.4695 4.914 3276 888 68.07 874 66.91 238.1 0.487 10 Vitrified Clay 0.013 62.992 9.179 3607 222 42.22 368 41.3 238.9 0.385 10 PVC 0.013 66.3126 10.866 2121 474 143.74 473 135.92 238.3 3.281 8 PVC 0.013 6.567 0.668 129 1165 247.75 81 0 239.4 103.504 8 PVC 0.013 4.2208 0.076 1909 776 0 777 99.22 239.3 Min. Slope 6 Concrete 0.013 4.2663 0.263 7600 575 124.36 20 107.33 238.7 7.135 6 Concrete 0.013 0.4039 0.06 442 176 219.28 88 218.26 239.8 0.425 8 Concrete 0.013 194.6585 55.033 4399 1172 0 1111 0 239.7 0 8 PVC 0.013 8.0503 148.436 2124 MH-7322 0 457 160.44 239.1 Min. Slope 8 PVC 0.013 3.3311 0.075 4223 1140 9.28 1139 8.22 239.1 0.443 30 PVC 0.013 4,394.43 35.849 214 1112 31.62 940 31.03 240 0.246 12 PVC 0.013 86.3745 10.894 1652 MH-7759 114.63 373 113.67 240 0.4 6 Vitrified Clay 0.013 0.8616 0.541 2585 MH-7761 0 474 143.74 240.2 Min. Slope 8 PVC 0.013 2.0083 0.048 965 820 238.89 84 235.82 239.9 1.28 8 PVC 0.013 0.8767 0.143 2260 607 0 609 134.8 239.8 Min. Slope 8 PVC 0.013 0.8919 0.022 3646 MH-7363 0 965 21.06 239.9 Min. Slope 8 PVC 0.013 7.8761 0.49 4005 MH-7760 0 1083 0 240.2 0 8 PVC 0.013 0.7609 14.029 3680 938 0 939 0 240.8 0 8 PVC 0.013 0.2582 4.761 3184 860 7.52 859 6.56 241 0.4 8 Asbestos Cement 0.013 0.2073 0.06 7587 1358 257.4 1352 256.2 240.5 0.499 8 PVC 0.013 107.6698 28.103 1012 MH-7762 0 181 207.93 241.2 Min. Slope 8 PVC 0.013 1.0603 0.021 1992 689 0 619 0 240.6 0 8 PVC 0.013 4.0316 74.337 1491 MH-7763 85.73 556 84.76 241.6 0.4 6 PVC 0.013 0.1174 0.074 35 848 0 259 0 241 0 8 PVC 0.013 15.685 289.208 2327 660 121.75 MH-7445 120.79 241.5 0.4 8 Vitrified Clay 0.013 51.8936 15.127 3967 207 235.69 208 235.01 130.2 0.522 8 PVC 0.013 490.1765 125.053 SM 5 4175 1129 227.4 1128 203.1 242.5 10.021 8 PVC 0.013 0.6674 0.039 635 975 0 MH-7764 0 242.6 0 6 Vitrified Clay 0.013 5.9561 236.515 3084 837 0 838 0 242.8 0 8 PVC 0.013 28.0536 517.267 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 27 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 1132 93 204.2 94 203.24 242.4 0.396 8 Concrete 0.013 8.9304 2.616 787 420 204.32 MH-7249 189.16 251.6 6.026 6 PVC 0.013 3.3203 0.537 4499 593 141.94 1186 136.12 242.8 2.397 6 Vitrified Clay 0.013 2.3818 0.611 2232 747 0 739 0 243.3 0 8 Concrete 0.013 4.795 88.412 2175 MH-7767 93.91 646 92.94 243.2 0.4 6 Vitrified Clay 0.013 0.9292 0.583 5294 MH-7765 0 776 0 242.9 0 8 PVC 0.013 0.6571 12.116 3545 283 0 281 0 243.7 0 8 Concrete 0.013 29.9678 552.56 3337 912 61.79 1050 60.71 243.9 0.443 8 PVC 0.013 1.3609 0.377 2152 MH-7768 0 506 0 244 0 8 PVC 0.013 1.8871 34.795 1314 205 228.88 164 223.38 244.1 2.253 8 Concrete 0.013 10.5235 1.293 3532 968 27.14 969 25.13 243.5 0.826 8 PVC 0.013 6.8247 1.385 3931 908 9.54 1051 8.54 244.2 0.409 18 Concrete 0.013 147.2954 4.883 5081 1256 63.14 1255 55.28 243.6 3.227 8 PVC 0.013 2.3682 0.243 2269 592 0 581 0 244.5 0 8 PVC 0.013 2.4276 44.762 3968 213 236.33 207 235.69 131.8 0.486 8 PVC 0.013 488.9186 129.345 SM 5 2129 453 0 464 0 244.8 0 6 PVC 0.013 2.7234 108.144 3687 MH-7331 0 327 0 245.4 0 8 PVC 0.013 3.8804 71.549 3536 961 0 962 0 245.6 0 8 PVC 0.013 21.9487 404.7 3108 1061 245.38 79 245.17 246.4 0.085 8 PVC 0.013 8.7005 5.495 2482 688 15.49 1068 14.95 246.1 0.219 12 PVC 0.013 0.9456 0.126 872 61 240 388 236.16 246.5 1.558 8 PVC 0.013 3.1361 0.463 3539 270 0 271 0 245.9 0 8 PVC 0.013 7.917 145.977 6291 1298 0 445 210.15 246.3 Min. Slope 8 PVC 0.013 25.7331 0.514 6643 MH-7770 0 138 0 246 0 8 PVC 0.013 0.4493 8.284 404 1116 0 MH-7339 0 246.6 0 8 PVC 0.013 3.1461 58.01 942 77 0 1059 191.69 246.9 Min. Slope 8 PVC 0.013 289.018 6.049 3894 340 78.69 337 77.59 274.5 0.4 8 PVC 0.013 10.7228 3.126 80 49 226.02 50 215.21 247.4 4.37 8 PVC 0.013 4.9897 0.44 3083 763 5.96 817 4.97 247.2 0.4 8 PVC 0.013 0.8398 0.245 3151 234 173.42 232 168.8 246.9 1.871 6 Concrete 0.013 19.8014 5.748 7685 1375 242.1 1376 240.2 201.5 0.943 8 PVC 0.013 448.7782 85.223 SM 5 1786 MH-7772 0 1273 0 248 0 6 PVC 0.013 1.4327 56.894 3620 965 21.06 963 16.79 247.4 1.726 8 PVC 0.013 12.3534 1.734 284 MH-7771 0 748 0 254 0 8 PVC 0.013 1.3177 24.296 2224 645 0 649 0 247.7 0 8 Concrete 0.013 5.6114 103.465 1264 173 229.4 164 223.38 241.7 2.491 8 Concrete 0.013 512.4693 59.873 SM 5 2162 MH-7773 161.94 658 160.95 248.5 0.4 6 Vitrified Clay 0.013 288.2728 180.995 2001 596 0 377 0 248.8 0 8 PVC 0.013 6.2471 115.187 4245 MH-7753 0 451 185.69 248.2 Min. Slope 8 PVC 0.013 2.2794 0.049 2033 1262 174.73 656 126.67 248.4 19.346 6 Vitrified Clay 0.013 9.8925 0.893 806 359 0 220 41.57 248 Min. Slope 8 PVC 0.013 4.7408 0.213 1186 142 167.92 150 153.74 249.4 5.686 8 Concrete 0.013 273.316 21.135 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 28 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 1313 206 222.8 163 221.8 249.4 0.4 8 Concrete 0.013 12.0763 3.521 2336 1425 129.73 632 128.73 249.3 0.4 6 PVC 0.013 1.5783 0.991 834 701 0 515 24.5 248.9 Min. Slope 8 PVC 0.013 16.4131 0.965 2271 578 0 572 0 249.6 0 6 Concrete 0.013 49.1984 1,953.65 3030 807 0 808 0 249.8 0 8 PVC 0.013 4.8902 90.167 1154 140 161.24 146 148.88 249.9 4.947 8 Concrete 0.013 746.0528 61.849 1270 179 229.03 178 227.58 250 0.58 8 PVC 0.013 3.2124 0.778 3725 16 0 41 0 250 0 8 PVC 0.013 0.4076 7.516 2099 471 105.31 478 90.95 250 5.744 10 Concrete 0.013 57.7579 2.451 3895 346 57.16 347 56.18 249.7 0.392 8 PVC 0.013 32.4574 9.553 1142 110 0 111 181.73 249.5 Min. Slope 8 Concrete 0.013 4.7106 0.102 1190 137 0 138 0 250.4 0 6 Concrete 0.013 3.301 131.081 1126 165 222.71 172 217.91 254.3 1.888 8 Concrete 0.013 524.7407 70.423 SM 5 1979 371 231.48 714 229.99 250.4 0.595 8 PVC 0.013 112.2762 26.839 1122 169 0 170 213.9 249.9 Min. Slope 8 Concrete 0.013 11.5525 0.23 504 625 101.82 616 100.86 241.3 0.4 6 Vitrified Clay 0.013 2.838 1.782 3096 MH-7774 101.91 370 100.91 250.1 0.4 8 PVC 0.013 1.0105 0.295 636 MH-7764 0 926 11.48 250 Min. Slope 6 Vitrified Clay 0.013 6.7485 1.251 2477 566 41.54 573 40.51 255.9 0.4 8 Concrete 0.013 15.9344 4.645 594 839 0 35 0 250.6 0 8 Asbestos Cement 0.013 31.4802 580.448 4417 1176 179 234 173.42 251 2.223 8 PVC 0.013 6.489 0.802 3622 963 16.79 964 13.74 250.3 1.218 8 PVC 0.013 15.6983 2.622 2166 1201 169.15 693 168.15 250.6 0.4 6 Vitrified Clay 0.013 3.5996 2.26 2062 600 110.06 590 99 251.1 4.405 6 Vitrified Clay 0.013 3.6155 0.684 2141 449 0 450 0 250.6 0 8 PVC 0.013 9.54 175.904 2149 219 25.08 842 14.96 250.7 4.037 8 PVC 0.013 3.2029 0.294 2732 276 0 277 0 250.7 0 8 PVC 0.013 3.7428 69.012 2144 MH-7383 39.09 490 38.08 251.6 0.4 8 PVC 0.013 1.5448 0.45 1196 180 215.1 182 209.5 251.7 2.225 8 Asbestos Cement 0.013 1.6063 0.199 17 38 0 39 131.7 250.8 Min. Slope 8 PVC 0.013 0.9348 0.024 2258 589 0 377 0 250.9 0 6 Concrete 0.013 26.8035 1,064.36 5101 1260 0 569 0 251.7 0 6 Concrete 0.013 8.2688 328.349 1121 163 221.8 170 213.9 251.9 3.136 8 Concrete 0.013 13.5707 1.413 6062 465 0 1099 90.04 251.9 Min. Slope 6 Concrete 0.013 2.3698 0.157 7809 1387 0 MH-7872 0 256.3 0 8 PVC 0.013 1.5864 29.25 3637 944 46.54 949 37.79 251.7 3.476 8 PVC 0.013 2.9646 0.293 2111 392 0 403 0 252.3 0 8 PVC 0.013 3.1469 58.024 8049 861 9.81 1407 8.8 251.9 0.4 8 Asbestos Cement 0.013 0.0691 0.02 3690 950 16.01 960 15.07 252.3 0.373 8 Asbestos Cement 0.013 2.0944 0.633 2247 1325 0 615 0 252.5 0 6 Concrete 0.013 4.3288 171.896 2030 484 134.98 485 132.79 251.9 0.869 8 PVC 0.013 334.3602 66.126 2245 MH-7776 223.24 670 222.23 252.8 0.4 6 Vitrified Clay 0.013 0.9745 0.612 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 29 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 1128 95 0 96 203.5 252.4 Min. Slope 8 PVC 0.013 3.6163 0.074 665 331 84.33 332 62.87 253.2 8.475 8 PVC 0.013 2.5345 0.161 1315 204 231.18 173 229.4 275.7 0.646 8 PVC 0.013 503.7651 115.604 SM 5 1316 178 227.58 218 224.89 253.5 1.061 8 PVC 0.013 21.349 3.822 2122 466 146.56 473 135.92 254.3 4.183 8 PVC 0.013 145.2374 13.093 2262 586 0 584 0 253.4 0 6 Concrete 0.013 35.6193 1,414.43 2168 693 168.15 620 159.92 253.9 3.241 6 Vitrified Clay 0.013 4.6979 1.036 2481 687 14.79 746 14.45 253.9 0.134 30 PVC 0.013 4,186.63 62.146 600 MH-7777 0 36 0 253.9 0 8 PVC 0.013 0.8039 14.823 7683 1376 240.2 1378 238.6 291.9 0.548 8 PVC 0.013 449.3999 111.919 SM 5 5906 992 10.16 994 9.47 254.1 0.271 8 Asbestos Cement 0.013 50.8668 18 506 MH-7778 132.89 697 131.87 254.9 0.4 6 Vitrified Clay 0.013 0.6586 0.414 7860 1397 66.95 1398 59.2 255.2 3.037 8 PVC 0.013 1.8789 0.199 2173 621 133.79 1259 123.85 255.2 3.895 6 Vitrified Clay 0.013 2.1967 0.442 2600 704 0 702 26.24 255.2 Min. Slope 8 PVC 0.013 6.131 0.353 3604 367 44.95 366 44.37 255.5 0.227 10 PVC 0.013 65.538 13.988 2118 1249 0 434 174.61 255.8 Min. Slope 8 PVC 0.013 109.8419 2.451 486 698 99.54 597 89.36 255.7 3.982 6 Vitrified Clay 0.013 5.4745 1.089 2254 637 172.86 MH-7521 171.84 255.3 0.4 6 PVC 0.013 11.7096 7.351 2355 579 107.1 576 106.35 255.3 0.294 6 Concrete 0.013 3.8324 2.807 6437 1318 229.04 1317 216.12 255.5 5.056 6 PVC 0.013 1.2259 0.216 3261 898 163.4 877 162.38 255.9 0.4 6 Vitrified Clay 0.013 35.2268 22.119 2153 506 0 248 24.9 255.8 Min. Slope 8 PVC 0.013 5.1772 0.306 817 470 165.46 476 148.35 256.8 6.664 8 PVC 0.013 325.425 23.244 2148 496 26.1 219 25.08 256.1 0.4 8 PVC 0.013 2.244 0.654 2234 741 0 740 0 256.8 0 8 Concrete 0.013 2.265 41.763 4226 1143 11.26 1142 10.62 256.1 0.25 30 PVC 0.013 4,229.75 45.958 3549 273 23.25 271 22.53 256.9 0.28 10 Asbestos Cement 0.013 63.0485 12.112 3538 272 0 270 0 257.1 0 8 PVC 0.013 6.3902 117.825 1156 151 136.04 154 126.8 257.1 3.594 8 PVC 0.013 4.7823 0.465 3635 982 0 983 0 256.5 0 8 PVC 0.013 3.3633 62.014 4356 1163 46 1162 0 256.5 17.935 8 PVC 0.013 4.8709 0.212 4630 1214 62.82 1213 50.37 257.4 4.836 8 PVC 0.013 1.5487 0.13 3775 313 0 314 0 256.7 0 8 Concrete 0.013 3.1434 57.96 1259 184 0 185 197.59 256.9 Min. Slope 8 PVC 0.013 38.4472 0.808 3689 970 13.8 972 12.96 257.7 0.326 8 Asbestos Cement 0.013 38.8561 12.549 4506 1187 29.54 13 0 257.2 11.485 8 PVC 0.013 1.7699 0.096 1203 187 186.1 190 171.7 258.3 5.574 8 Concrete 0.013 97.2948 7.599 3555 275 22.8 1002 22.13 241.7 0.277 10 Asbestos Cement 0.013 73.4435 14.187 2079 770 175 772 164.46 258.6 4.075 6 Concrete 0.013 4.5795 0.901 4055 1093 92.61 1092 88.54 257.8 1.579 8 PVC 0.013 3.633 0.533 2227 750 0 751 0 258.7 0 8 Concrete 0.013 1.9406 35.782 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 30 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 20 43 0 327 0 258.2 0 8 PVC 0.013 2.8063 51.744 4640 1219 106.2 1220 96.8 258.3 3.64 8 PVC 0.013 3.0818 0.298 1184 135 181.83 142 167.92 259.2 5.367 8 Concrete 0.013 272.0728 21.655 3632 983 0 981 19.17 258.3 Min. Slope 8 PVC 0.013 4.817 0.326 4642 1217 112 1218 108.9 258.3 1.2 8 PVC 0.013 1.6496 0.278 958 825 2.45 86 1.41 259.2 0.4 8 Asbestos Cement 0.013 3.3876 0.988 512 790 235.75 768 234 259.4 0.675 8 PVC 0.013 6.4052 1.438 2095 446 0 447 144.47 258.7 Min. Slope 6 Concrete 0.013 4.1233 0.219 4398 1173 35.4 1172 0 259.4 13.648 8 PVC 0.013 7.2757 0.363 2242 668 230.02 676 214.73 258.9 5.906 6 Vitrified Clay 0.013 5.6758 0.927 3890 350 62.83 349 61.8 258.7 0.398 8 PVC 0.013 23.9299 6.992 7634 1369 52.12 1367 49.42 259.5 1.04 8 PVC 0.013 1.0544 0.191 3547 279 0 278 0 259.6 0 8 Concrete 0.013 57.1239 1,053.28 1205 190 171.7 191 155.73 259.8 6.147 8 Concrete 0.013 132.2711 9.837 3543 1054 0 1053 0 259.7 0 8 Concrete 0.013 27.3785 504.817 4396 1175 47.1 1174 37.1 259 3.861 8 PVC 0.013 3.8397 0.36 3188 1202 3.81 858 1.7 259.7 0.812 8 PVC 0.013 179.6193 36.746 7011 MH-7780 144.45 623 143.41 259.4 0.4 6 Vitrified Clay 0.013 2.7207 1.708 4611 1207 212.33 1205 210.25 260 0.8 8 PVC 0.013 1.9067 0.393 1206 191 155.6 192 131.43 260.2 9.289 8 Concrete 0.013 136.6212 8.265 349 19 0 649 0 260.2 0 8 PVC 0.013 6.5466 120.71 42 70 0 71 20.17 260.3 Min. Slope 8 PVC 0.013 2.6112 0.173 2218 670 222.23 677 171.71 259.7 19.451 6 Vitrified Clay 0.013 5.1766 0.466 4023 337 77.59 353 80.97 260.2 Min. Slope 8 PVC 0.013 11.545 1.868 3544 1053 0 283 0 260.2 0 8 Concrete 0.013 29.3513 541.194 3817 302 0 303 0 259.5 0 8 PVC 0.013 1.4417 26.583 2126 480 115.53 486 98.91 260.5 6.381 8 PVC 0.013 153.7254 11.221 2981 803 0 761 0 260.5 0 8 PVC 0.013 1.7628 32.503 2034 686 175.77 1262 174.73 259.9 0.4 6 Vitrified Clay 0.013 5.5395 3.478 7700 694 123.68 1379 118.56 260 1.971 6 Vitrified Clay 0.013 4.0055 1.133 2436 MH-7355 119.88 MH-7624 118.84 260.4 0.4 6 Vitrified Clay 0.013 2.5208 1.583 2435 677 171.71 684 170.67 260.4 0.4 6 Vitrified Clay 0.013 11.8243 7.424 1191 138 0 144 0 260.8 0 6 Concrete 0.013 4.7033 186.766 3125 730 199.65 83 193.75 260.7 2.263 8 Concrete 0.013 2.5515 0.313 2358 569 0 564 0 260 0 8 Asbestos Cement 0.013 62.2349 1,147.52 3533 994 9.47 991 8.62 259.9 0.327 8 Asbestos Cement 0.013 51.45 16.59 2244 MH-7782 239.7 676 214.73 261.1 9.564 6 Vitrified Clay 0.013 7.9318 1.018 2817 MH-7304 0 722 224.94 260.1 Min. Slope 8 PVC 0.013 1.6338 0.032 3152 441 174.03 232 168.8 260.9 2.004 10 PVC 0.013 116.373 8.359 2145 490 38.08 360 37.04 260.2 0.4 8 PVC 0.013 2.3688 0.691 4321 1154 35.8 1153 28.2 260 2.923 8 PVC 0.013 2.1564 0.233 2733 278 0 277 0 260.8 0 8 Concrete 0.013 57.2686 1,055.95 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 31 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 2225 649 0 654 0 260.2 0 8 Concrete 0.013 13.0399 240.435 6252 886 77.57 MH-7781 76.53 260.5 0.4 10 Vitrified Clay 0.013 132.6865 21.333 19 42 0 43 111.8 260.3 Min. Slope 8 PVC 0.013 1.1548 0.032 2071 78 239.39 765 235.35 260.4 1.552 8 PVC 0.013 28.9823 4.29 4644 1216 118.6 1217 112 261.1 2.528 8 PVC 0.013 0.7746 0.09 2088 381 0 454 135.91 260.5 Min. Slope 8 Concrete 0.013 24.4667 0.625 3836 303 0 276 0 260.4 0 8 PVC 0.013 3.5981 66.344 3795 325 0 324 18.03 261.2 Min. Slope 8 PVC 0.013 3.6625 0.257 2073 765 235.35 836 231.3 260.8 1.553 8 PVC 0.013 33.1579 4.906 1127 172 217.91 96 203.5 261.9 5.503 8 Concrete 0.013 525.3622 41.295 3898 336 55 339 54.34 261.6 0.252 10 PVC 0.013 37.1277 7.517 2555 1379 118.56 937 117.51 261.3 0.4 6 Vitrified Clay 0.013 4.9685 3.119 2097 454 135.91 463 120.87 262 5.742 8 Concrete 0.013 53.2657 4.099 2133 452 0 465 0 262 0 6 PVC 0.013 1.4812 58.816 2731 1009 23.53 275 22.8 257.3 0.284 10 Asbestos Cement 0.013 73.2988 13.995 250 14 0 15 0 262.5 0 8 PVC 0.013 2.5613 47.227 916 68 16.7 69 16.38 262.5 0.122 30 Concrete 0.013 4,145.00 64.485 2170 396 144.34 1103 143.29 262.6 0.4 8 Vitrified Clay 0.013 11.7936 3.438 2131 464 0 472 0 262.8 0 6 Concrete 0.013 5.1627 205.008 3815 314 0 312 0 262.7 0 8 Concrete 0.013 4.47 82.42 3826 295 0 1054 0 262.7 0 8 Concrete 0.013 26.4376 487.47 2077 773 0 774 153.47 262.3 Min. Slope 8 PVC 0.013 2.0668 0.05 2171 1330 146.72 593 141.94 262.5 1.821 6 Vitrified Clay 0.013 1.0128 0.298 3825 299 0 281 0 262.3 0 8 Concrete 0.013 8.8391 162.979 1738 235 0 449 0 263.1 0 8 PVC 0.013 7.5433 139.086 1042 90 0 160 122.44 263.8 Min. Slope 8 PVC 0.013 1.5581 0.042 2729 922 25.06 MH-7784 24.33 263.7 0.277 10 Asbestos Cement 0.013 73.0094 14.112 2313 MH-7478 0 467 0 263.1 0 8 PVC 0.013 2.2505 41.496 2117 414 206.6 415 205.41 263.2 0.452 8 PVC 0.013 74.0742 20.312 3363 940 31.03 913 30.43 264 0.227 12 PVC 0.013 94.2823 12.367 3692 945 29.65 951 23.84 264 2.201 8 PVC 0.013 2.7768 0.345 1349 740 0 304 0 264 0 8 Concrete 0.013 3.0289 55.848 4641 1218 108.9 1219 106.2 263.5 1.025 8 PVC 0.013 2.8236 0.514 816 451 185.69 461 175.47 264.7 3.86 8 PVC 0.013 299.3494 28.093 4380 1171 0 1170 220.4 264.1 Min. Slope 8 PVC 0.013 1.733 0.035 3763 312 0 310 0 264.8 0 8 Concrete 0.013 6.0005 110.641 3031 808 0 809 0 264.9 0 8 PVC 0.013 8.304 153.114 2360 548 0 541 0 264.4 0 8 Concrete 0.013 67.9393 1,252.70 3995 1076 6.08 1075 5.28 264.7 0.302 8 Vitrified Clay 0.013 176.1838 59.091 18 39 0 41 0 264.4 0 8 PVC 0.013 2.3586 43.49 4357 1162 0 1111 0 264.4 0 8 PVC 0.013 7.1614 132.046 951 1119 100.44 MH-7485 77.61 265 8.617 6 PVC 0.013 1.4311 0.194 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 32 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 4379 1170 220.4 95 0 265.8 82.91 8 PVC 0.013 2.3546 0.048 954 85 234.13 175 232.45 265.2 0.634 8 PVC 0.013 8.8003 2.039 2074 775 0 776 0 266 0 8 PVC 0.013 2.0261 37.358 2123 457 0 466 146.56 266 Min. Slope 8 PVC 0.013 144.2342 3.583 1157 146 148.88 147 148.49 27.1 1.44 8 Concrete 0.013 748.1511 114.958 SM 6 2132 472 0 1263 0 266.2 0 6 Concrete 0.013 7.4256 294.866 7916 1399 148.08 660 147.02 266 0.4 8 Vitrified Clay 0.013 10.5414 3.073 487 761 0 755 0 265.5 0 8 PVC 0.013 3.6865 67.974 1129 96 203.5 94 203.24 46.2 0.562 8 Concrete 0.013 529.6001 130.222 SM 6 2276 736 30.7 537 0 265.6 11.559 8 PVC 0.013 7.0537 0.383 4698 1225 256 1224 254.56 265.9 0.542 8 PVC 0.013 0 0 4358 1164 0 1163 46 265.9 Min. Slope 8 PVC 0.013 4.0502 0.18 2085 426 178.41 436 159.78 266.8 6.983 8 PVC 0.013 20.4303 1.426 3964 233 178.3 234 173.42 266.1 1.834 6 Concrete 0.013 12.0836 3.543 7632 1257 110.55 1365 80.3 266.8 11.341 6 Vitrified Clay 0.013 8.8018 1.038 4322 1153 28.2 1152 23.88 266.1 1.623 8 PVC 0.013 6.6424 0.961 3117 780 28.78 853 8.5 267.3 7.586 8 PVC 0.013 8.874 0.594 3605 366 44.37 2 43.41 267.3 0.359 10 PVC 0.013 65.7962 11.164 4140 26 0 272 0 267.8 0 8 PVC 0.013 2.8423 52.408 4699 1224 254.56 1223 253.1 267.3 0.546 8 PVC 0.013 0.9352 0.233 2076 771 0 772 164.46 267.5 Min. Slope 6 Concrete 0.013 7.4287 0.376 3286 267 0 998 0 267.4 0 8 Concrete 0.013 3.7644 69.41 3835 306 0 330 0 267.6 0 8 Concrete 0.013 16.3994 302.379 3694 955 20.78 960 15.07 267.6 2.134 8 Asbestos Cement 0.013 31.089 3.924 3113 1064 243.64 78 239.39 268.6 1.582 8 PVC 0.013 24.5291 3.596 4340 1159 34.13 1160 31.2 267.8 1.094 8 PVC 0.013 5.0749 0.895 4007 MH-7785 0 1085 0 268 0 8 PVC 0.013 0.8877 16.367 2315 MH-7786 0 467 0 268.7 0 6 PVC 0.013 1.3255 52.637 4221 1138 7 1137 6.74 268.5 0.097 30 PVC 0.013 4,395.53 76.735 7580 1357 258.8 1358 257.4 268.9 0.521 8 PVC 0.013 107.066 27.361 3133 531 20.6 1309 19.58 269.7 0.378 10 Asbestos Cement 0.013 625.0506 103.36 3224 890 5.52 900 4.44 269.8 0.4 8 Vitrified Clay 0.013 30.7742 8.972 1351 737 0 302 0 269 0 8 PVC 0.013 0.4341 8.004 3114 81 0 1064 243.64 269.4 Min. Slope 8 PVC 0.013 11.3435 0.22 3922 343 53.24 1 50.02 270.3 1.191 10 PVC 0.013 48.5827 4.527 3667 999 19.6 355 18.7 270.3 0.333 12 Asbestos Cement 0.013 152.3969 16.517 4219 1136 6.48 1135 6.12 269.8 0.133 30 PVC 0.013 4,396.54 65.385 4220 1137 6.74 1136 6.48 270 0.096 30 PVC 0.013 4,396.19 76.958 1959 835 0 837 0 271 0 8 PVC 0.013 25.8586 476.794 3535 947 22.22 952 20.38 270.9 0.679 8 PVC 0.013 99.2461 22.206 2098 463 120.87 471 105.31 271 5.741 10 Concrete 0.013 54.6205 2.318 3814 315 0 295 0 270.2 0 8 Concrete 0.013 25.9096 477.734 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 33 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 2431 388 236.16 399 227.39 271.1 3.235 8 PVC 0.013 4.1072 0.421 1182 124 191.96 128 188.87 271.1 1.14 8 Concrete 0.013 265.7645 45.896 2142 778 50.62 779 49.54 270.4 0.4 8 PVC 0.013 1.0139 0.296 4397 1174 37.1 1173 35.4 270.4 0.629 8 PVC 0.013 4.9838 1.159 2115 404 234.07 409 221.44 271.4 4.653 8 PVC 0.013 64.158 5.484 2061 937 117.51 582 96.33 271.3 7.806 8 Vitrified Clay 0.013 26.4922 1.748 4553 1199 96.87 1066 67 271.4 11.004 8 PVC 0.013 0.7663 0.043 4578 1200 0 510 42.99 271.6 Min. Slope 6 Concrete 0.013 23.541 2.35 2086 774 153.47 381 143.74 271.2 3.588 8 Concrete 0.013 18.6279 1.813 2441 588 0 1260 0 271.8 0 6 Concrete 0.013 4.9038 194.726 1980 408 232.78 371 231.48 271.1 0.48 8 PVC 0.013 108.464 28.878 3153 854 2.81 843 2.21 271.4 0.221 12 Asbestos Cement 0.013 0.5373 0.071 2231 748 0 747 0 272.1 0 8 Concrete 0.013 3.1887 58.795 5215 403 0 1270 0 271.7 0 8 PVC 0.013 5.0769 93.61 2067 1336 97.42 582 96.33 272 0.4 6 Vitrified Clay 0.013 0.5552 0.349 2432 515 0 525 32.88 272.9 Min. Slope 8 PVC 0.013 26.0656 1.385 2000 620 159.92 1310 150.56 272.4 3.436 6 Vitrified Clay 0.013 5.9316 1.271 2096 448 156.38 446 150.53 272.3 2.148 6 Concrete 0.013 2.6786 0.726 2154 1400 0 505 48.54 273.2 Min. Slope 8 PVC 0.013 6.6086 0.289 2290 536 0 535 0 272.4 0 8 PVC 0.013 8.7986 162.233 263 22 90.35 293 89.26 273.2 0.4 8 PVC 0.013 2.3204 0.676 2105 390 241.4 401 234.64 273.4 2.472 8 PVC 0.013 25.9852 3.047 1151 134 167.93 140 161.24 248.7 2.69 8 Concrete 0.013 740.6417 83.262 SM 6 3283 870 0.73 864 0.35 273.4 0.142 10 Asbestos Cement 0.013 81.7109 22.031 3602 354 46.76 223 45.97 273.6 0.289 10 PVC 0.013 65.0216 12.306 3670 914 59.55 948 50.41 272.9 3.349 8 PVC 0.013 3.1096 0.313 3050 832 6.09 831 5 273.4 0.4 8 Asbestos Cement 0.013 3.2294 0.941 4719 MH-7788 0 459 197.28 274 Min. Slope 8 PVC 0.013 2.0053 0.044 2031 450 0 462 0 274.1 0 8 PVC 0.013 13.8112 254.658 2375 572 0 569 0 273.6 0 8 Asbestos Cement 0.013 52.7809 973.201 2078 772 164.46 774 153.47 274.4 4.005 8 Concrete 0.013 13.3622 1.231 2539 690 165.72 634 160.58 273.9 1.877 6 Vitrified Clay 0.013 1.6217 0.47 4452 1177 111.73 471 0 273.9 40.792 8 PVC 0.013 1.6923 0.049 593 35 0 183 202.43 274 Min. Slope 8 Vitrified Clay 0.013 38.2814 0.821 1 36 0 618 182.45 274 Min. Slope 8 PVC 0.013 0.9844 0.022 2081 768 234 769 223.73 275.3 3.731 8 PVC 0.013 8.9372 0.853 2331 639 149.18 1399 148.08 275 0.4 8 Vitrified Clay 0.013 6.8223 1.989 1134 99 200.73 103 198.69 250.4 0.815 8 Concrete 0.013 566.8519 115.803 SM 6 2268 584 0 581 0 274.9 0 6 Concrete 0.013 39.2902 1,560.20 1118 115 193.94 123 190.85 275.9 1.12 8 Concrete 0.013 568.1617 98.985 SM 6 1130 171 212.59 94 203.24 276.3 3.384 8 Concrete 0.013 26.9834 2.705 1348 739 0 304 0 275.2 0 8 Concrete 0.013 6.0307 111.196 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 34 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 2226 654 0 751 0 275.2 0 8 Concrete 0.013 18.8939 348.376 2237 663 255.14 673 228.28 275.9 9.737 6 PVC 0.013 4.518 0.575 3891 351 73.66 350 62.83 275.4 3.933 8 PVC 0.013 23.6717 2.201 3601 1 50.02 354 46.76 276.1 1.181 10 PVC 0.013 54.9187 5.14 4222 1139 8.22 1138 7 275.5 0.443 30 PVC 0.013 4,394.72 35.871 3925 910 10.89 909 10.51 275.5 0.138 18 Concrete 0.013 143.0945 8.173 2091 447 144.4 454 135.91 276.7 3.069 8 Concrete 0.013 27.4633 2.891 3162 232 168.8 457 160.44 276.8 3.02 8 PVC 0.013 139.1952 14.768 967 834 244.54 1268 243.37 276.2 0.424 8 PVC 0.013 127.5375 36.129 1354 245 31.7 736 30.7 276.1 0.362 8 PVC 0.013 5.4001 1.654 4942 MH-7790 0 1154 35.8 277 Min. Slope 8 PVC 0.013 1.5135 0.078 2989 MH-7789 0 801 250.23 277.2 Min. Slope 8 PVC 0.013 2.9258 0.057 2037 462 0 461 175.47 276.4 Min. Slope 8 PVC 0.013 15.2992 0.354 2216 673 228.28 MH-7716 227.17 277.3 0.4 6 Vitrified Clay 0.013 6.14 3.855 1135 103 198.69 115 193.94 300.3 1.582 8 Concrete 0.013 567.4736 83.197 SM 6 2730 MH-7784 24.33 1009 23.53 285.7 0.28 10 Asbestos Cement 0.013 73.1541 14.058 2161 1416 64.78 661 63.67 278.6 0.4 6 Vitrified Clay 0.013 5.7247 3.594 1170 104 204.73 112 197.86 279.2 2.46 8 Concrete 0.013 226.0869 26.577 4844 1236 86.56 556 84.76 279 0.645 6 Concrete 0.013 8.4905 4.198 2324 365 45.5 851 25.18 279.7 7.265 10 Asbestos Cement 0.013 591.7132 22.326 3556 1002 22.13 1001 21.3 295.7 0.281 10 Asbestos Cement 0.013 73.5882 14.125 1608 843 2.21 372 1.43 279.9 0.279 10 Asbestos Cement 0.013 222.1959 42.803 2556 1324 125.52 694 123.68 279.6 0.658 6 Vitrified Clay 0.013 1.96 0.959 5425 MH-7791 0 MH-7308 0 279.6 0 6 Concrete 0.013 0.5613 22.288 3316 990 11.09 992 10.16 279.8 0.332 8 Asbestos Cement 0.013 50.2837 16.082 4373 1169 56.98 944 46.54 280.8 3.718 8 PVC 0.013 2.6505 0.253 1183 128 188.87 135 181.83 281.1 2.505 8 Concrete 0.013 266.3861 31.036 1263 111 181.73 122 177.84 281.3 1.383 8 Concrete 0.013 9.4067 1.475 1179 116 0 112 197.86 280.6 Min. Slope 8 Concrete 0.013 31.9011 0.7 3064 1063 246.71 833 245.19 281.6 0.54 8 PVC 0.013 125.0511 31.384 2257 615 0 613 0 280.8 0 6 Concrete 0.013 13.922 552.836 1363 1365 80.3 881 79.17 281.4 0.4 6 Vitrified Clay 0.013 11.1495 7.001 1380 369 219.22 418 206.25 282.1 4.598 8 PVC 0.013 4.6941 0.404 511 1331 79.13 382 72.53 282.1 2.339 6 Vitrified Clay 0.013 4.9685 1.29 2038 1261 107.42 675 106.29 281.8 0.4 6 Vitrified Clay 0.013 10.5062 6.596 4133 MH-7286 244 17 242.87 282 0.4 6 PVC 0.013 1.5968 1.003 3621 959 0 963 16.79 282.5 Min. Slope 8 PVC 0.013 1.3939 0.105 1323 1060 248.38 1063 246.71 282.7 0.591 8 PVC 0.013 117.0047 28.069 4176 1130 204.6 1128 203.1 282.1 0.532 8 PVC 0.013 31.0403 7.848 3095 5 82.87 4 79.38 282.2 1.237 8 Asbestos Cement 0.013 570.4208 94.58 3933 1066 67 946 60.11 283 2.435 8 PVC 0.013 1.7678 0.209 811 735 0 251 0 283.1 0 8 PVC 0.013 11.2208 206.895 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 35 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 2158 499 0 498 76.94 282.7 Min. Slope 6 Vitrified Clay 0.013 3.8031 0.289 1197 182 209.5 181 207.93 282.8 0.555 8 Asbestos Cement 0.013 3.6878 0.913 3627 964 13.74 971 12.63 283.6 0.391 8 PVC 0.013 139.2868 41.05 4051 1092 88.54 1091 74.56 281.8 4.96 8 PVC 0.013 6.0132 0.498 3282 894 9.23 862 5.83 283.6 1.198 10 Vitrified Clay 0.013 19.8908 1.848 2140 429 195.31 430 189.16 282.8 2.174 8 PVC 0.013 3.7993 0.475 2207 1186 136.12 605 131.24 283.7 1.72 8 Vitrified Clay 0.013 3.8682 0.544 3771 319 0 320 18.52 284 Min. Slope 8 PVC 0.013 5.6616 0.409 3761 296 0 MH-7435 0 284 0 8 PVC 0.013 28.3944 523.55 1365 1366 98.48 682 97.34 283.9 0.4 6 Vitrified Clay 0.013 4.1787 2.624 2261 609 134.8 596 0 284.4 47.392 8 PVC 0.013 4.7397 0.127 336 30 17.72 29 17.57 283.7 0.053 30 PVC 0.013 4,048.70 95.641 1148 127 176.8 134 167.93 284.8 3.115 8 Concrete 0.013 588.26 61.46 3238 876 3.4 887 3.4 284.6 0 10 Asbestos Cement 0.013 49.2473 500.819 3186 863 3.7 866 2.9 284.5 0.28 10 Vitrified Clay 0.013 562.2668 108.065 4435 1421 78.12 89 76.98 284.5 0.4 8 PVC 0.013 0.1918 0.056 4227 911 11.92 1143 11.26 284.7 0.232 30 PVC 0.013 4,229.60 47.716 790 410 232.39 416 231.45 285.8 0.329 8 PVC 0.013 9.4328 3.033 2326 665 113.91 675 106.29 285.6 2.668 8 Vitrified Clay 0.013 81.4477 9.194 3189 864 0.35 869 -0.8 286.4 0.4 10 Asbestos Cement 0.013 81.78 13.149 810 220 0 530 0 286.5 0 8 PVC 0.013 5.4852 101.139 1162 174 238.7 175 232.45 287.3 2.175 8 PVC 0.013 134.9444 16.871 3272 885 6.67 890 5.52 287.9 0.4 8 Vitrified Clay 0.013 29.2051 8.514 3970 901 24.5 904 23.82 287.9 0.236 18 Concrete 0.013 1,472.62 64.272 1767 500 0 502 0 288.4 0 8 Asbestos Cement 0.013 15.33 282.662 2813 731 0 77 0 288.5 0 8 PVC 0.013 2.0304 37.437 3691 MH-7795 0 950 16.01 289.8 Min. Slope 8 Concrete 0.013 0.9136 0.072 2155 505 48.54 509 33.34 289.9 5.243 8 PVC 0.013 7.8781 0.634 3240 897 4 876 3.4 289.9 0.207 10 Asbestos Cement 0.013 33.9056 7.579 2289 538 0 535 0 290.1 0 8 PVC 0.013 12.7242 234.615 2167 643 163.57 634 160.58 290 1.031 6 Vitrified Clay 0.013 1.96 0.767 6525 MH-7328 22.77 MH-7472 22.7 80 0.087 18 PVC 0.013 1,530.63 109.758 SM 7 2422 MH-7796 150.34 639 149.18 290.5 0.4 6 Vitrified Clay 0.013 2.6136 1.641 3228 892 62.27 895 55.41 290.2 2.365 10 Vitrified Clay 0.013 528.0188 34.915 4845 1237 240.86 MH-7782 239.7 290.6 0.4 6 Vitrified Clay 0.013 5.5318 3.473 3778 309 0 307 0 290.8 0 8 Concrete 0.013 2.0558 37.907 960 823 2.57 86 1.41 290.3 0.4 8 PVC 0.013 58.6524 17.099 3550 271 22.53 920 21.72 290.2 0.279 10 Asbestos Cement 0.013 77.7299 14.961 1181 114 194.7 124 191.96 291.4 0.94 8 Concrete 0.013 260.4273 49.522 2109 389 240.33 394 237.31 291.3 1.037 8 PVC 0.013 1.3803 0.25 3142 906 20.32 905 20.22 159.1 0.063 18 Concrete 0.013 1,569.94 132.842 SM 7 6241 1288 0 1287 0 291.1 0 8 0.013 2.7837 51.327 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 36 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 2264 617 0 611 0 291.8 0 8 PVC 0.013 1.4339 26.438 4075 1096 57.53 1095 55.55 291.6 0.679 8 PVC 0.013 2.5468 0.57 2058 561 4.5 6 3.68 292 0.28 10 PVC 0.013 45.479 8.741 1963 MH-7797 0 1100 0 292.8 0 6 PVC 0.013 1.2196 48.429 3257 896 85.1 875 83.93 292.5 0.4 8 Vitrified Clay 0.013 118.5201 34.552 2135 478 90.95 479 90.04 174.8 0.521 12 Concrete 0.013 1,283.21 111.211 SM 7 3273 1321 10.4 894 9.23 293.1 0.4 8 Vitrified Clay 0.013 19.8217 5.779 2172 1103 143.29 605 131.24 293.1 4.111 8 Vitrified Clay 0.013 14.9514 1.36 3908 339 54.34 343 53.24 293.7 0.375 10 PVC 0.013 42.23 7.017 2367 525 23.48 903 22.8 217.3 0.313 10 Asbestos Cement 0.013 618.9599 112.517 SM 7 2068 605 131.24 937 117.51 293.7 4.675 8 Vitrified Clay 0.013 20.0871 1.713 3256 875 83.93 886 77.57 293.8 2.165 8 Vitrified Clay 0.013 125.4139 15.716 3242 881 79.17 885 6.67 293.4 24.707 6 Vitrified Clay 0.013 15.3148 1.223 2069 393 0 78 239.39 293.3 Min. Slope 8 PVC 0.013 2.1183 0.043 2026 1189 95.28 696 75.81 294.1 6.619 6 Vitrified Clay 0.013 4.5268 0.699 3239 364 33.4 MH-7508 32.22 294.5 0.4 6 PVC 0.013 7.0058 4.398 2087 380 148.98 381 143.74 294.8 1.777 6 Concrete 0.013 4.449 1.325 2169 634 160.58 1310 150.56 294.5 3.402 6 Vitrified Clay 0.013 4.8153 1.037 2137 481 89.04 483 87.05 290.6 0.685 12 Concrete 0.013 1,289.18 97.423 SM 7 3253 1364 78.75 886 77.57 294.5 0.4 6 Vitrified Clay 0.013 5.1065 3.206 2273 577 0 570 0 295.1 0 8 Concrete 0.013 11.0569 203.872 3090 MH-7798 0 1100 0 294.6 0 6 Concrete 0.013 0.8795 34.925 507 661 63.67 671 62.48 295.5 0.4 6 Vitrified Clay 0.013 8.4772 5.323 3616 952 20.38 958 15.03 295.9 1.808 8 PVC 0.013 99.5043 13.646 2353 574 105.95 565 87.46 295.4 6.259 6 Concrete 0.013 7.0379 1.117 2797 721 205.4 429 195.31 296.1 3.407 8 PVC 0.013 1.0403 0.104 2125 473 135.92 480 116.16 296.3 6.668 8 PVC 0.013 152.2537 10.872 3537 1000 20.5 999 19.6 296.3 0.304 12 0.013 151.7522 17.22 2490 845 2.18 855 1 295.8 0.4 8 Asbestos Cement 0.013 0.1174 0.034 3190 862 5.83 866 2.9 296.8 0.987 10 Vitrified Clay 0.013 20.8041 2.13 3271 887 2.79 891 1.6 296.9 0.4 10 Asbestos Cement 0.013 65.5479 10.54 92 MH-7799 0 54 146.1 297.7 Min. Slope 8 PVC 0.013 1.2694 0.033 2056 MH-7570 2.85 MH-7469 2.05 288.5 0.28 10 Vitrified Clay 0.013 58.26 11.196 3053 829 5.99 828 4.8 298 0.4 8 Asbestos Cement 0.013 1.1613 0.339 3073 MH-7800 0 833 245.19 297.7 Min. Slope 8 PVC 0.013 0.6216 0.013 2434 1272 166.79 685 165.6 297.9 0.4 6 Vitrified Clay 0.013 12.1814 7.648 3124 844 193.76 1059 191.69 297.8 0.695 8 PVC 0.013 3.285 0.726 1317 349 61.8 242 60.8 298.2 0.334 8 PVC 0.013 29.0919 9.285 2462 565 87.46 1236 86.56 298.1 0.302 6 Concrete 0.013 7.4598 5.391 6278 MH-7801 0 258 0 299 0 8 PVC 0.013 1.1444 21.101 4535 1192 62.89 1193 38.3 299.2 8.217 8 PVC 0.013 2.6975 0.174 90 53 16.15 688 15.49 299.6 0.22 12 PVC 0.013 0.7092 0.095 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 37 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 1978 729 215.17 732 207.11 299.8 2.689 8 PVC 0.013 4.4264 0.498 7818 1390 121.8 1389 120.3 299.2 0.501 8 PVC 0.013 0.7746 0.202 2138 483 87.05 487 84.9 301.1 0.714 12 Concrete 0.013 1,298.73 96.124 SM 7 3154 852 -0.2 854 -1.4 299.8 0.4 8 Asbestos Cement 0.013 0.4199 0.122 3546 281 0 279 0 300.5 0 8 Concrete 0.013 38.9515 718.208 4608 1209 233 1205 210.25 299.7 7.591 8 PVC 0.013 1.8831 0.126 3534 991 8.62 993 7.64 299.6 0.327 8 Asbestos Cement 0.013 51.7259 16.676 808 519 0 520 0 299.9 0 8 PVC 0.013 0.7717 14.228 2220 675 106.29 682 97.34 300.8 2.976 8 Vitrified Clay 0.013 98.032 10.478 2491 855 1 852 -0.2 300.6 0.4 8 Asbestos Cement 0.013 0.2348 0.068 3187 866 2.9 858 1.7 300.5 0.4 10 Vitrified Clay 0.013 643.504 103.477 503 697 131.87 625 101.82 310.1 9.688 6 Vitrified Clay 0.013 1.2496 0.159 2042 23 0 513 0 300.7 0 8 PVC 0.013 5.8782 108.386 3245 899 58.96 883 57.76 301.4 0.4 6 Vitrified Clay 0.013 26.4274 16.594 1334 242 60.8 240 59.6 301.2 0.4 8 PVC 0.013 29.6172 8.635 2039 MH-7507 115.11 665 113.91 301.2 0.4 6 Vitrified Clay 0.013 19.5788 12.292 3140 902 19.59 252 19.72 315.1 Min. Slope 18 Concrete 0.013 1,578.83 164.868 SM 7 109 8 91.54 237 90.33 300.9 0.401 8 PVC 0.013 1.398 0.407 3036 812 7.69 814 6.49 302 0.4 8 PVC 0.013 50.9478 14.854 3161 437 183.54 233 178.3 302 1.735 6 Concrete 0.013 10.4516 3.151 620 MH-7488 14.82 6 13.62 302.4 0.4 6 Vitrified Clay 0.013 4.9646 3.117 1360 683 4.7 897 4 302.5 0.231 10 Asbestos Cement 0.013 22.3049 4.715 3702 943 45.91 945 29.65 302.6 5.374 8 PVC 0.013 0.8674 0.069 2475 MH-7802 0 1110 178.9 302.3 Min. Slope 8 PVC 0.013 1.2728 0.031 3668 1001 21.3 1000 20.5 303.2 0.264 12 0.013 151.6075 18.458 4134 646 92.94 55 87.91 303.1 1.659 6 Asbestos Cement 0.013 2.332 0.719 2043 672 5.5 683 4.7 303.4 0.264 10 Asbestos Cement 0.013 19.6394 3.889 2310 460 198.98 459 197.28 302.7 0.562 8 Asbestos Cement 0.013 187.813 46.213 2134 1099 0 479 90.04 304.1 Min. Slope 6 Concrete 0.013 3.7 0.27 2743 384 0 500 0 304.1 0 8 PVC 0.013 13.4831 248.608 3618 958 15.03 964 13.74 304.5 0.424 8 PVC 0.013 99.7625 28.262 3445 960 15.07 918 13.84 305.3 0.403 8 Asbestos Cement 0.013 35.2854 10.25 2159 498 76.94 1228 42.99 305.5 11.113 6 Concrete 0.013 13.1577 1.567 2190 507 0 511 0 305.6 0 6 Asbestos Cement 0.013 14.4749 574.793 3277 MH-7781 76.53 MH-7295 75.67 305 0.28 10 PVC 0.013 136.0781 26.152 3230 872 63.58 892 62.27 326.6 0.4 10 Vitrified Clay 0.013 72.2253 11.614 2469 570 0 MH-7610 0 305.9 0 6 Concrete 0.013 11.9464 474.386 3169 856 6.95 867 5.72 305.4 0.4 8 Vitrified Clay 0.013 151.2043 44.081 37 524 0 848 0 306 0 8 PVC 0.013 9.727 179.351 2312 459 197.28 458 192.87 305.3 1.444 8 Asbestos Cement 0.013 191.6569 29.404 4135 55 87.91 1331 79.13 306 2.869 6 Vitrified Clay 0.013 3.7349 0.876 4177 1131 218.5 1130 204.6 306.5 4.535 8 PVC 0.013 23.3724 2.024 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 38 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 2311 456 201.47 455 199.74 305.6 0.566 8 Asbestos Cement 0.013 179.6645 44.027 628 344 93.5 345 92.28 306 0.4 8 PVC 0.013 0.9195 0.268 91 54 0 482 146.25 307.8 Min. Slope 8 PVC 0.013 2.3864 0.064 4602 1203 5.08 1202 3.81 306.5 0.414 10 PVC 0.013 176.322 27.855 1318 244 58.33 346 57.16 306.9 0.381 8 PVC 0.013 32.1992 9.616 1326 MH-7803 0 1060 248.38 306.7 Min. Slope 8 PVC 0.013 1.1708 0.024 3258 MH-7804 80.28 MH-7459 79.05 307.6 0.4 6 Vitrified Clay 0.013 1.892 1.188 7414 MH-7805 108.93 MH-7806 107.69 307.8 0.4 6 Vitrified Clay 0.013 1.7291 1.086 2314 467 0 468 175.36 307.9 Min. Slope 8 PVC 0.013 4.1799 0.102 7677 1372 245 1373 242.7 309.2 0.744 8 PVC 0.013 0.9744 0.208 3226 891 1.6 870 0.73 309.1 0.28 10 Asbestos Cement 0.013 71.2411 13.69 666 MH-7807 85.56 331 84.33 308.4 0.4 8 PVC 0.013 0.7663 0.223 4536 1193 38.3 1194 36.5 309.6 0.581 8 PVC 0.013 2.9339 0.709 3779 307 0 306 0 309.6 0 8 Concrete 0.013 3.6337 67 2303 422 0 421 228.26 309.5 Min. Slope 8 PVC 0.013 0.8958 0.019 7822 1392 92 1393 61.2 310 9.937 8 PVC 0.013 1.8074 0.106 2557 MH-7808 167.57 695 166.33 310 0.4 6 Vitrified Clay 0.013 0.1851 0.116 3666 355 18.7 998 17.87 311.1 0.267 12 Asbestos Cement 0.013 154.2507 18.677 2812 725 0 1299 201.29 310.4 Min. Slope 8 PVC 0.013 9.8669 0.226 3074 1395 4.64 764 3.39 311.4 0.4 8 Asbestos Cement 0.013 214.8973 62.648 3686 328 0 1057 0 310.9 0 8 PVC 0.013 16.1388 297.575 2438 MH-7809 87.75 MH-7810 86.51 311.4 0.4 6 Vitrified Clay 0.013 0.6008 0.377 3145 1059 191.69 451 185.69 312.5 1.92 8 PVC 0.013 294.9876 39.255 2818 MH-7432 0 728 214.12 313.4 Min. Slope 6 PVC 0.013 4.462 0.214 5012 MH-7811 0 1251 225.4 313.3 Min. Slope 8 PVC 0.013 1.4294 0.031 2189 497 0 507 0 314.6 0 6 Asbestos Cement 0.013 1.2488 49.59 3072 MH-7812 0 834 244.54 313.9 Min. Slope 8 PVC 0.013 0.6216 0.013 2351 614 135.17 629 132.17 314.8 0.953 8 Vitrified Clay 0.013 1.926 0.364 2222 MH-7813 99.98 678 98.72 314.6 0.4 6 Vitrified Clay 0.013 3.3513 2.104 4151 1113 0 7 0 314.3 0 8 PVC 0.013 1.6058 29.609 3675 293 89.26 290 88 315.5 0.4 8 PVC 0.013 2.8177 0.822 5011 1251 225.4 1250 223.56 315 0.584 8 PVC 0.013 2.8941 0.698 3955 161 109.03 162 107.29 317.7 0.548 12 Concrete 0.013 1,062.68 89.806 SM 7 1169 102 210.86 104 204.73 315.8 1.941 8 Concrete 0.013 225.3768 29.826 3679 289 51.28 1 50.02 315.9 0.4 8 PVC 0.013 5.8387 1.702 3523 1090 95.74 288 94.47 317 0.4 8 PVC 0.013 1.2807 0.373 1282 216 0 214 0 317.2 0 8 PVC 0.013 1.3311 24.543 2443 674 107.93 681 105.09 318.2 0.893 6 PVC 0.013 9.1117 3.83 3281 895 55.41 MH-7317 54.14 317.8 0.4 10 Vitrified Clay 0.013 558.5724 89.813 3143 362 20.86 906 20.32 483.2 0.112 18 Concrete 0.013 1,568.79 99.539 SM 7 2047 699 131.65 680 117.2 318.6 4.537 6 Vitrified Clay 0.013 2.2201 0.414 3274 1403 56.68 895 55.41 318.5 0.4 6 Vitrified Clay 0.013 29.3277 18.415 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 39 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 2211 680 117.2 1257 110.55 318.9 2.085 6 Vitrified Clay 0.013 5.2666 1.448 2808 719 215.05 840 201.29 319.6 4.306 8 PVC 0.013 272.5013 24.214 2308 431 218.45 442 206.2 319.6 3.833 8 Asbestos Cement 0.013 140.8841 13.268 682 342 94.72 341 83.56 318.7 3.502 8 PVC 0.013 3.3856 0.334 3548 277 0 274 0 319.9 0 8 Concrete 0.013 61.1561 1,127.63 683 341 83.56 343 62.29 319.4 6.66 8 PVC 0.013 4.7795 0.341 3183 1407 8.8 860 7.52 319.7 0.4 8 Asbestos Cement 0.013 0.1382 0.04 403 1115 0 1116 0 319.6 0 8 PVC 0.013 1.8671 34.427 664 332 62.87 338 61.59 319.8 0.4 8 PVC 0.013 4.2871 1.25 2352 623 143.41 630 142.13 320.5 0.4 6 Vitrified Clay 0.013 4.599 2.888 1283 217 0 209 0 320.4 0 8 PVC 0.013 2.9556 54.496 3886 MH-7814 70.63 333 69.34 322.6 0.4 8 PVC 0.013 0.4363 0.127 681 MH-7815 96.01 342 94.72 323.4 0.4 8 PVC 0.013 1.8123 0.528 3674 923 25.98 922 25.06 326 0.282 10 Asbestos Cement 0.013 72.8647 13.949 2300 443 207.81 442 206.2 325.1 0.495 8 Asbestos Cement 0.013 32.6393 8.552 3595 269 0 268 0 325.1 0 8 PVC 0.013 2.42 44.621 522 597 89.36 585 70.46 326 5.798 6 Vitrified Clay 0.013 6.6743 1.101 7820 1388 119.5 1392 92 325.9 8.439 8 PVC 0.013 1.5492 0.098 1124 166 233.24 167 230.66 326.3 0.791 8 Concrete 0.013 5.6644 1.175 2814 715 229.22 720 0 327 70.098 8 PVC 0.013 123.5308 2.72 784 732 207.11 455 199.74 327.4 2.251 8 Asbestos Cement 0.013 6.2116 0.763 952 MH-7816 0 179 229.03 326.6 Min. Slope 8 PVC 0.013 0.6216 0.014 3677 292 48.07 354 46.76 327.2 0.4 8 PVC 0.013 9.3366 2.722 2206 616 100.86 698 99.54 329.3 0.4 6 Vitrified Clay 0.013 4.1393 2.599 6298 MH-7370 40.92 561 39.6 329.5 0.4 8 Vitrified Clay 0.013 0.3522 0.103 2334 631 129.09 641 127.77 330.2 0.4 8 PVC 0.013 11.5501 3.368 3664 995 16.65 988 15.76 330.5 0.269 12 Asbestos Cement 0.013 164.0997 19.777 3262 1334 85.25 875 83.93 330.1 0.4 6 Vitrified Clay 0.013 2.3882 1.499 2795 MH-7817 0 711 230.34 330 Min. Slope 8 PVC 0.013 1.4972 0.033 3093 246 22.6 363 21.95 330.4 0.197 18 Concrete 0.013 1,532.06 73.265 3597 229 35.9 355 18.7 330.2 5.209 8 PVC 0.013 1.4401 0.116 3248 MH-7818 118.15 1277 116.83 330.7 0.4 6 Vitrified Clay 0.013 0.6646 0.417 3676 MH-7819 92.23 291 90.91 330.9 0.4 8 PVC 0.013 0.867 0.253 521 1259 123.85 600 110.06 332.9 4.142 6 Vitrified Clay 0.013 2.9568 0.577 2369 529 22.09 531 20.6 335.7 0.444 10 Asbestos Cement 0.013 624.4469 95.322 814 261 0 260 20.03 334.7 Min. Slope 8 PVC 0.013 17.1027 1.289 2343 MH-7283 0 595 0 335.1 0 8 Concrete 0.013 4.6426 85.602 2794 MH-7820 0 710 234.93 335.5 Min. Slope 8 PVC 0.013 1.6428 0.036 1208 162 107.29 193 104.52 513.3 0.54 12 Concrete 0.013 1,066.50 90.794 SM 7 2040 MH-7821 145.8 MH-7780 144.45 337.2 0.4 6 Vitrified Clay 0.013 2.6516 1.665 2341 632 128.73 644 127.38 338.7 0.4 6 PVC 0.013 14.8946 9.352 2678 241 82.76 348 81.38 344 0.4 8 PVC 0.013 8.9643 2.614 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 40 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 821 488 117.9 489 116.09 338.2 0.535 8 PVC 0.013 340.2359 85.749 4537 1194 36.5 1195 34.7 339.6 0.53 8 PVC 0.013 3.1703 0.803 4182 1134 241.4 1133 227.8 340.2 3.998 8 PVC 0.013 5.1543 0.475 1907 MH-7268 85.85 487 84.9 340.2 0.28 10 Concrete 0.013 2.3215 0.446 3075 810 101.88 777 99.22 532.7 0.499 12 Concrete 0.013 1,218.96 107.88 SM 7 4332 1157 44.19 1153 28.2 343.1 4.66 8 PVC 0.013 3.8094 0.325 2029 MH-7822 135.09 398 133.72 343 0.4 6 Vitrified Clay 0.013 2.8045 1.761 2055 603 74.81 1101 55.5 343.5 5.622 6 Vitrified Clay 0.013 7.8896 1.321 2584 695 166.33 700 164.16 343.6 0.631 6 Vitrified Clay 0.013 0.4716 0.236 3474 969 25.13 955 20.78 344.7 1.262 8 PVC 0.013 8.6402 1.418 2304 413 232.63 421 228.26 345 1.267 8 PVC 0.013 5.761 0.944 3088 MH-7823 0 82 249.08 344.1 Min. Slope 8 PVC 0.013 2.3844 0.052 961 1396 7.37 829 5.99 344.7 0.4 8 Asbestos Cement 0.013 1.0654 0.311 4054 1094 96.74 1093 92.61 344.3 1.199 8 PVC 0.013 0.7854 0.132 1103 97 0 129 0 345.5 0 8 PVC 0.013 1.2524 23.091 3720 972 12.96 980 11.89 345.7 0.309 8 Asbestos Cement 0.013 40.1266 13.3 3071 82 249.08 1063 246.71 345.6 0.686 8 PVC 0.013 5.9109 1.316 2437 678 98.72 682 97.34 345.9 0.4 6 Vitrified Clay 0.013 7.4081 4.651 2805 1338 0 716 215.84 347.3 Min. Slope 8 PVC 0.013 267.1123 6.248 2416 469 0 470 165.46 346.4 Min. Slope 8 PVC 0.013 1.9301 0.051 1155 143 150.42 151 136.04 347.4 4.14 8 PVC 0.013 3.512 0.318 4121 1104 259.37 1109 253.42 348 1.71 8 PVC 0.013 0.4881 0.069 2045 671 62.48 MH-7637 61.09 348.7 0.4 6 Vitrified Clay 0.013 15.1897 9.537 1353 300 30.3 251 25.11 348.8 1.488 8 PVC 0.013 4.2535 0.643 2318 482 146.25 489 116.09 350.2 8.613 8 Asbestos Cement 0.013 219.6101 13.798 7590 1361 254.2 1362 250.5 349.2 1.06 8 PVC 0.013 110.76 19.841 626 MH-7824 0 514 0 350.4 0 8 PVC 0.013 5.8366 107.618 2323 4 79.38 365 45.5 350.1 9.678 10 Asbestos Cement 0.013 589.0839 19.257 3156 226 32.76 257 30.09 350.5 0.762 12 Asbestos Cement 0.013 10.3017 0.738 3091 MH-7825 26.15 849 22.79 394.6 0.851 10 Asbestos Cement 0.013 11.8739 1.309 1143 113 0 111 181.73 351 Min. Slope 8 Concrete 0.013 2.2477 0.058 2428 MH-7806 107.69 675 106.29 351.2 0.4 6 Vitrified Clay 0.013 5.1567 3.238 1368 MH-7810 86.51 896 85.1 351.4 0.4 6 Vitrified Clay 0.013 2.1096 1.324 621 556 84.76 555 83.23 352.7 0.434 6 Concrete 0.013 8.7253 5.261 2430 407 229.17 399 227.39 353.3 0.504 8 PVC 0.013 0.5522 0.143 785 442 206.2 456 201.47 353.4 1.339 8 Asbestos Cement 0.013 175.4035 27.954 332 28 17.31 MH-7270 17.11 352.8 0.058 30 PVC 0.013 4,064.69 92.027 3144 1058 198.66 458 192.87 354 1.635 8 Asbestos Cement 0.013 12.3989 1.788 2982 802 251.55 753 250.23 353.7 0.373 8 PVC 0.013 9.446 2.851 3619 953 26.49 965 21.06 354.9 1.53 8 PVC 0.013 2.2308 0.333 2815 720 0 727 219.47 355 Min. Slope 8 PVC 0.013 125.0696 2.933 1725 510 42.99 1323 0 355.8 12.083 8 Concrete 0.013 26.3612 1.398 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 41 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 2305 421 228.26 432 219.23 356.8 2.531 8 PVC 0.013 9.136 1.059 1352 301 0 735 0 356.7 0 8 PVC 0.013 9.6486 177.905 1119 92 205.7 93 204.2 357.1 0.42 8 Concrete 0.013 5.2199 1.485 148 544 0 MH-7471 0 358.3 0 6 Concrete 0.013 22.0166 874.27 280 594 0 40 0 359.9 0 8 Concrete 0.013 10.49 193.42 2450 1294 0 645 0 360.1 0 8 Asbestos Cement 0.013 0.7644 14.094 2325 851 25.18 525 23.48 360.7 0.471 10 Asbestos Cement 0.013 591.7132 87.654 1280 209 0 208 235.01 362.3 Min. Slope 8 PVC 0.013 5.4694 0.125 2178 383 2.97 787 2.35 364.3 0.17 14 Asbestos Cement 0.013 880.0009 88.491 2064 582 96.33 573 40.51 365.1 15.289 8 Vitrified Clay 0.013 27.8075 1.311 2319 489 116.09 495 100.19 366 4.345 8 Asbestos Cement 0.013 563.428 49.84 2054 786 1.72 784 1.09 366.5 0.17 14 Asbestos Cement 0.013 889.4365 89.432 2177 648 3.59 383 2.97 367.3 0.17 14 Asbestos Cement 0.013 876.8052 88.169 2317 468 175.36 482 146.25 369 7.889 8 Asbestos Cement 0.013 213.5964 14.022 2980 798 0 755 0 369 0 8 PVC 0.013 11.9308 219.985 2740 1098 0 626 0 369.7 0 8 PVC 0.013 3.927 72.408 3608 3 40.51 221 39.44 368.7 0.29 10 PVC 0.013 66.829 12.615 3917 290 84.11 340 78.79 370 1.438 8 PVC 0.013 9.3663 1.44 1209 MH-7404 78.46 89 76.98 369.6 0.4 6 PVC 0.013 1.5085 0.947 1281 214 0 213 236.33 370.2 Min. Slope 8 PVC 0.013 3.5913 0.083 2243 MH-7451 242.59 MH-7263 241.1 372.3 0.4 6 Vitrified Clay 0.013 3.7327 2.344 2816 722 224.94 729 215.17 373.3 2.617 8 PVC 0.013 3.628 0.413 5226 685 165.6 1271 164.11 372.5 0.4 6 Vitrified Clay 0.013 14.7457 9.258 1362 1234 60.46 899 58.96 373.6 0.4 6 Vitrified Clay 0.013 21.491 13.493 2165 MH-7827 147.28 651 145.79 372.9 0.4 6 Vitrified Clay 0.013 0.7527 0.473 2648 224 37.3 300 30.3 372.6 1.879 8 PVC 0.013 2.9141 0.392 2179 787 2.35 786 1.72 373.9 0.17 14 Asbestos Cement 0.013 889.319 89.425 3921 345 92.28 291 90.91 373.7 0.367 8 PVC 0.013 3.1095 0.947 2176 667 4.23 648 3.59 374.2 0.17 14 Asbestos Cement 0.013 876.5863 88.143 3827 268 0 298 0 373.6 0 8 PVC 0.013 5.2903 97.545 4764 1232 230.47 1230 228.5 373.7 0.527 8 PVC 0.013 2.2186 0.563 2272 580 0 577 0 373.7 0 8 Concrete 0.013 8.8019 162.294 2120 475 0 474 143.74 374.6 Min. Slope 8 PVC 0.013 3.3673 0.1 3040 826 3.95 825 2.45 375.5 0.4 8 Asbestos Cement 0.013 3.2917 0.96 1472 MH-7828 93.75 MH-7700 92.25 375.4 0.4 8 Vitrified Clay 0.013 1.3572 0.396 769 521 0 527 0 449 0 8 PVC 0.013 2.7628 50.941 3524 288 94.47 289 51.28 375.5 11.5 8 PVC 0.013 3.2846 0.179 2150 487 84.9 493 58.21 377.5 7.07 12 Concrete 0.013 1,459.28 34.322 2819 728 214.12 733 202.85 378 2.981 8 Asbestos Cement 0.013 6.6956 0.715 777 518 0 MH-7297 0 380.1 0 6 PVC 0.013 26.3493 1,046.32 1139 132 0 134 167.93 380.5 Min. Slope 8 Concrete 0.013 146.8869 4.077 4534 1191 111.58 1192 62.89 381.7 12.757 8 PVC 0.013 2.1776 0.112 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 42 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 1688 MH-7829 0 580 0 382 0 6 Concrete 0.013 1.1748 46.65 4148 7 0 328 0 382 0 8 PVC 0.013 3.5078 64.679 3818 298 0 301 0 382.7 0 8 PVC 0.013 8.0546 148.514 3280 900 4.44 866 2.9 384.1 0.4 8 Vitrified Clay 0.013 49.9519 14.563 1355 746 14.45 318 13.94 385.1 0.132 30 PVC 0.013 4,186.87 62.5 4137 MH-7681 187.49 MH-7296 185.94 388.6 0.4 6 Concrete 0.013 3.8497 2.417 3828 265 0 297 0 387.2 0 8 PVC 0.013 4.4772 82.553 2316 458 192.87 468 175.36 388.9 4.503 8 Asbestos Cement 0.013 207.1771 18.002 3092(1)522 23.41 MH-7869 22.88 341 0.155 18 Concrete 0.013 1,490.23 80.181 SM 7 2473 789 209.04 788 0 390.5 53.526 8 PVC 0.013 2.4589 0.062 1653 373 113.67 397 106.81 391.1 1.754 6 Vitrified Clay 0.013 2.1629 0.648 3606 2 43.41 222 42.22 390.5 0.305 10 PVC 0.013 66.0544 12.168 3998 1080 0 1079 0 392.5 0 8 PVC 0.013 10.6987 197.268 3999 1079 0 1078 0 394.3 0 8 PVC 0.013 12.0308 221.83 3116 247 6.92 853 5.19 395 0.438 8 PVC 0.013 7.2936 2.032 947 195 10.93 1346 9.34 396.2 0.4 8 PVC 0.013 11.178 3.259 3089 836 231.3 821 225.36 396.7 1.497 8 Concrete 0.013 40.6647 6.128 1117 147 148.49 156 124.8 398.5 5.945 8 Concrete 0.013 750.925 56.785 962 821 225.36 176 219.28 397.7 1.529 8 Concrete 0.013 45.5843 6.798 2591 703 0 701 25.64 399.8 Min. Slope 8 PVC 0.013 6.6951 0.487 2240 653 256.38 666 254.78 399.7 0.4 6 Vitrified Clay 0.013 2.4297 1.525 3035 815 4.88 816 3.27 400.3 0.4 8 PVC 0.013 58.4606 17.043 944 MH-7830 0 186 193 400 Min. Slope 8 Vitrified Clay 0.013 2.3662 0.063 3833 287 0 319 24.41 400.2 Min. Slope 8 PVC 0.013 1.3862 0.104 3037 814 6.49 815 4.88 402.3 0.4 8 PVC 0.013 51.2079 14.928 2806 717 0 716 215.84 403 Min. Slope 8 PVC 0.013 3.1143 0.078 1212 201 3.54 199 1.93 404.6 0.4 8 Asbestos Cement 0.013 15.4261 4.497 1146 123 190.85 122 177.84 408.3 3.186 8 Concrete 0.013 574.75 59.368 2478 63 15.52 1069 15.16 409.5 0.088 30 PVC 0.013 4,184.97 76.675 2296 428 227.99 1298 210.15 410.4 4.347 8 PVC 0.013 24.0411 2.126 1193 153 0 161 109.03 414.4 Min. Slope 6 Concrete 0.013 17.8264 1.38 1346 751 0 317 0 414.7 0 8 Concrete 0.013 22.3759 412.577 2275 546 0 544 0 415.3 0 8 Asbestos Cement 0.013 6.4529 118.982 4113 297 0 1120 13.64 423.1 Min. Slope 8 PVC 0.013 8.5664 0.88 4117 MH-7832 0 1107 0 424 0 1 PVC 0.013 1.0733 5,066.39 4112 120 13.71 1120 12.76 423 0.225 30 PVC 0.013 4,191.73 48.049 1137 MH-7833 0 133 165.9 426 Min. Slope 8 PVC 0.013 4.6415 0.137 2106 757 0 391 0 431.3 0 8 PVC 0.013 21.5027 396.477 1370 1271 164.11 877 162.38 432.4 0.4 6 Vitrified Clay 0.013 16.296 10.231 3259 882 71.71 888 68.07 435.4 0.836 10 Vitrified Clay 0.013 61.6527 6.858 1781 718 226.52 724 218.49 439.1 1.829 8 PVC 0.013 3.3257 0.453 2442 659 113.21 674 107.93 440.9 1.197 6 Vitrified Clay 0.013 4.7335 1.718 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 43 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 43 545 0 66 0 444.3 0 8 PVC 0.013 5.2797 97.349 2236 647 256.92 663 255.14 444.1 0.4 6 Vitrified Clay 0.013 2.7413 1.721 1976 713 231.68 714 229.99 443.5 0.381 8 PVC 0.013 6.3582 1.899 3596 230 37.8 229 35.9 443.9 0.428 8 PVC 0.013 0.6698 0.189 141 10 0 527 0 448.3 0 8 PVC 0.013 1.6913 31.185 2471 MH-7834 217.93 1317 216.12 451.5 0.4 6 Vitrified Clay 0.013 0.7859 0.493 3625 962 0 964 13.74 450.8 Min. Slope 8 PVC 0.013 22.949 2.424 2359 564 0 548 0 460.1 0 8 Concrete 0.013 65.4156 1,206.17 3157 227 21.99 362 20.86 459.7 0.246 18 Concrete 0.013 1,568.34 67.095 2796 MH-7835 0 712 222.88 461.4 Min. Slope 8 PVC 0.013 1.6173 0.043 3158 257 30.09 MH-7825 26.15 462.6 0.852 12 Asbestos Cement 0.013 10.7492 0.728 3624 1056 0 961 0 464.3 0 8 PVC 0.013 20.6559 380.864 2363 MH-7836 0 512 0 465.7 0 8 PVC 0.013 2.4759 45.651 3927 907 11.45 910 10.89 466.1 0.12 18 Concrete 0.013 2.5167 0.154 1195 MH-7837 0 162 107.29 468 Min. Slope 8 Vitrified Clay 0.013 0.4493 0.017 3137 254 19.21 253 18.56 467.9 0.139 18 Concrete 0.013 1,675.61 95.362 1359 MH-7267 9.37 880 7.5 469.4 0.4 6 Vitrified Clay 0.013 11.4734 7.204 1361 679 91.46 1274 43.5 469.5 10.215 6 Vitrified Clay 0.013 6.3738 0.792 6331 MH-7838 0 510 42.99 470 Min. Slope 8 Concrete 0.013 1.6313 0.099 3120 493 58.21 248 24.9 471.7 7.061 12 Concrete 0.013 1,462.52 34.42 2793 MH-7839 0 429 195.31 470.5 Min. Slope 8 PVC 0.013 0.4493 0.013 1766 83 193.75 235 178.3 481.7 3.207 6 Concrete 0.013 3.36 0.745 3813 329 34.13 245 31.7 480.6 0.506 8 PVC 0.013 2.1352 0.554 3092(2)MH-7869 22.88 849 22.79 59.1 0.152 18 Concrete 0.013 1,517.86 82.527 SM 7 2048 662 93.4 679 91.46 485.7 0.4 6 Vitrified Clay 0.013 1.2464 0.783 2465 635 165.52 643 163.57 486.6 0.4 6 Vitrified Clay 0.013 0.9292 0.583 3669 1052 0 264 0 488.3 0 8 PVC 0.013 0.2582 4.761 3932 909 10.51 908 9.54 489.8 0.198 18 Concrete 0.013 144.9965 6.912 1675 MH-7840 0 595 0 493.7 0 8 PVC 0.013 3.4902 64.354 1606 785 63.88 1410 0.26 498.3 12.769 6 Vitrified Clay 0.013 7.0101 0.779 4147 1111 32.72 1112 31.62 500.6 0.22 12 PVC 0.013 17.323 2.31 1364 684 170.67 MH-7348 168.73 483.8 0.4 6 Vitrified Clay 0.013 29.5786 18.571 5196 1269 176.51 655 174.47 510 0.4 6 Vitrified Clay 0.013 0.4489 0.282 2163 658 160.95 664 140.67 214.2 9.465 8 Vitrified Clay 0.013 293.8241 17.61 SM 9 4237 1144 158.3 1103 143.29 519.8 2.888 6 Vitrified Clay 0.013 2.2624 0.529 2219 676 214.73 684 170.67 519.9 8.475 6 Vitrified Clay 0.013 16.5517 2.258 3626 264 0 971 12.63 520.7 Min. Slope 8 PVC 0.013 0.5164 0.061 4120 MH-7841 0 448 156.38 529.3 Min. Slope 6 Concrete 0.013 0.4493 0.033 3252 879 135.73 1197 63.45 292.7 24.692 8 Vitrified Clay 0.013 314.9755 11.688 SM 9 3275 1197 63.45 892 62.27 293.5 0.4 8 Vitrified Clay 0.013 317.1266 92.461 SM 9 3229 874 66.91 872 63.58 533.3 0.624 10 Vitrified Clay 0.013 67.8948 8.738 1528 769 223.73 418 206.25 542.4 3.223 8 PVC 0.013 10.8777 1.117 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 44 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 10-Year (2033) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 7993 664 140.67 1402 139.49 294.8 0.4 6 Vitrified Clay 0.013 298.8354 187.633 SM 9 505 MH-7842 136 621 133.79 553.3 0.4 6 Vitrified Clay 0.013 1.5381 0.966 3115 853 9.92 812 7.69 557 0.4 8 PVC 0.013 17.2487 5.029 2208 1265 133.89 699 131.65 559 0.4 6 Vitrified Clay 0.013 2.151 1.351 1908 1384 99.1 478 91.31 627 1.242 12 Concrete 0.013 1,224.71 68.715 CO-14 824 1.13 W-Port 0 7.5 14.984 8 0.013 77.7538 3.704 CO-18 395 0 W-31st St 212.35 7.9 Min. Slope 8 0.013 5.9062 0.021 CO-20 MH-7299 0.8 W-Gaines St 0.77 20 0.15 15 0.013 1,197.54 106.64 CO-25 MH-7315 5.95 O-2 5.95 5.5 0.079 24 PVC 0.013 4,606.96 161.139 2044 1402 139.49 1332 137.93 389.9 0.4 6 Vitrified Clay 0.013 307.7351 193.218 SM 9 1358 1332 137.93 879 135.73 550.7 0.4 8 Vitrified Clay 0.013 310.1589 90.422 SM 9 121(1)792 1.42 MH-7870 1.31 48.7 0.22 12 Vitrified Clay 0.013 77.8938 10.39 121(2)MH-7870 1.31 9 0.85 211.3 0.22 12 Vitrified Clay 0.013 85.1387 11.351 CO-29 882 71.71 1409 74.51 122.2 2.288 6 Vitrified Clay 0.013 7.3194 1.921 CO-30 1409 74.51 884 74.13 94.1 Min. Slope 6 Vitrified Clay 0.013 5.9801 3.755 2361(1)571 0 MH-7871 0 397.2 0 8 Concrete 0.013 18.7676 346.046 2361(2)MH-7871 0 541 0 221 0 8 Concrete 0.013 22.6747 418.087 343(1)40 0 MH-7872 0 166.4 0 8 Concrete 0.013 11.6157 214.177 343(2)MH-7872 0 571 0 132.2 0 8 Concrete 0.013 13.7921 254.306 CO-35 MH-7882 28.03 968 27.14 222.7 0.4 12 0.013 0 0 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 45 of 45 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 3541 MH-7233 0 977 35.66 4.2 Min. Slope 8 PVC 0.013 0.3324 0.002 6295 MH-7237 0 1301 160.15 5 Min. Slope 8 PVC 0.013 1.9253 0.006 6309 MH-7238 0 1304 227.84 5 Min. Slope 6 PVC 0.013 0.7676 0.005 7697 MH-7236 0 1139 8.22 5 Min. Slope 8 PVC 0.013 0.2472 0.004 6286 MH-7240 0 1296 0 4.7 0 8 PVC 0.013 3.7604 69.337 4349 MH-7241 0 1160 31.2 5.6 Min. Slope 8 PVC 0.013 0.7923 0.006 2661 MH-7242 0 709 238.29 6.1 Min. Slope 6 PVC 0.013 252.2698 1.601 3941 MH-7246 0 375 232.16 7 Min. Slope 8 PVC 0.013 1.1964 0.004 8050 1408 0.03 W-Point Hudson 0 7.5 0.402 8 PVC 0.013 3.3192 0.965 4601 1075 5.28 1203 5.08 7.9 2.529 10 PVC 0.013 176.693 11.298 6968 MH-7249 0 430 189.16 8 Min. Slope 6 PVC 0.013 5.3263 0.043 2744 MH-7251 0 1098 0 8.1 0 8 PVC 0.013 4.8001 88.506 5378 MH-7252 65.68 MH-7253 65.64 8.1 0.401 6 PVC 0.013 0.9196 0.577 2568 MH-7254 0 MH-7255 0 8.3 0 6 PVC 0.013 1.6982 67.435 7664 1371 0 MH-7251 0 8.4 0 8 PVC 0.013 3.7685 69.485 4682 MH-7256 0 423 229.23 8.4 Min. Slope 8 PVC 0.013 5.1723 0.018 5243 MH-7257 7.41 1396 7.37 8.7 0.398 8 PVC 0.013 1.0374 0.303 4277 MH-7258 0 379 0 8.9 0 6 PVC 0.013 1.1619 46.138 7075 MH-7259 230.42 MH-7260 230.38 9 0.4 6 PVC 0.013 0.7216 0.453 5083 MH-7261 0 1256 63.14 9.2 Min. Slope 8 PVC 0.013 0.74 0.005 5293 1276 106.39 576 106.35 9.4 0.401 6 Concrete 0.013 2.3193 1.455 7767 777 99.22 1384 99.1 9.6 1.251 12 Concrete 0.013 1,737.56 97.167 5104 MH-7263 241.1 MH-7264 241.06 9.6 0.399 6 PVC 0.013 4.4082 2.771 5618 263 102.77 MH-7267 102.73 10.1 0.399 6 PVC 0.013 10.418 6.552 8090 1422 0 MH-7268 0 10.7 0 8 PVC 0.013 1.916 35.329 914 532 0 68 0 11.5 0 6 PVC 0.013 1.2628 50.146 4437 125 0 W-Island Vista 0 10.7 0 8 0.013 15.4896 285.605 4074 MH-7269 57.58 1096 57.53 11.8 0.425 8 PVC 0.013 0.4411 0.125 6445 MH-7272 54.08 1188 31.43 12 188.75 10 Vitrified Clay 0.013 568.5213 4.208 909 MH-7270 17.11 65 17.1 12 0.047 30 PVC 0.013 4,751.69 119.185 7636 MH-7271 0 1367 49.42 12 Min. Slope 8 PVC 0.013 0.6503 0.006 4020 386 0 395 0 12.4 0 8 PVC 0.013 0 0 4652 MH-7275 0 1216 118.6 12.9 Min. Slope 8 PVC 0.013 0.4411 0.003 108 MH-7276 91.59 8 91.54 13 0.384 6 PVC 0.013 1.2087 0.774 5627 MH-7277 95.28 MH-7278 95.28 13 0 6 PVC 0.013 4.1508 164.828 4395 MH-7279 0 1175 47.1 13.3 Min. Slope 8 PVC 0.013 0.9193 0.009 2299 444 209.12 443 207.81 13.4 9.746 8 PVC 0.013 39.4206 2.328 6265 MH-7280 0 1291 0 13.6 0 8 PVC 0.013 0.914 16.854 7637 MH-7284 0 1369 52.12 14 Min. Slope 8 PVC 0.013 0.9791 0.009 6780 MH-7281 90.28 MH-7282 90.23 14 0.4 6 PVC 0.013 0.5388 0.338 6655 1333 0 MH-7283 0 14 0 8 PVC 0.013 4.3541 80.283 7663 1370 0 1371 0 14.1 0 8 PVC 0.013 2.0632 38.042 4701 MH-7285 0 1222 245.52 14.7 Min. Slope 8 PVC 0.013 0 0 4822 1235 244.06 MH-7286 244 14.8 0.401 6 PVC 0.013 1.4103 0.884 4073 MH-7287 57.59 1096 57.53 14.8 0.4 8 PVC 0.013 1.5056 0.439 5025 MH-7288 0 1252 0 15 0 8 PVC 0.013 1.1749 21.664 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 1 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 6544 MH-7289 0 624 0 15.2 0 6 Concrete 0.013 2.0894 82.97 8082 1490 0 1420 237.45 15.3 Min. Slope 6 PVC 0.013 1.0619 0.011 4330 MH-7290 0 1156 0 16 0 6 PVC 0.013 0.5706 22.66 7457 MH-7291 0 MH-7292 0 16 0 8 PVC 0.013 32.7467 603.801 5095 MH-7293 0 498 76.94 16.2 Min. Slope 6 Concrete 0.013 11.9091 0.217 3170 857 1.61 W-Monroe 1.56 16.6 0.28 10 0.013 921.7406 177.202 4658 MH-7294 0 1218 108.9 16.8 Min. Slope 8 PVC 0.013 1.0986 0.008 6256 MH-7295 75.67 892 62.27 17 78.826 10 Asbestos Cement 0.013 140.5805 1.61 8093 1424 115.86 579 107.1 17.1 51.303 8 PVC 0.013 1.1452 0.029 4427 MH-7296 185.94 636 185.87 17.2 0.4 6 PVC 0.013 5.304 3.332 5090 MH-7297 0 528 0 17.5 0 6 Asbestos Cement 0.013 30.9041 1,227.19 118 9 0.85 783 0.82 17.5 0.15 15 PVC 0.013 95.2281 8.489 4653 MH-7298 0 1216 118.6 17.6 Min. Slope 8 PVC 0.013 0.4411 0.003 117 783 0.82 MH-7299 0.8 17.9 0.112 18 PVC 0.013 318.9053 20.252 7339 MH-7300 145.64 MH-7301 134.11 18 64.056 6 PVC 0.013 2.2909 0.114 3961 MH-7302 0 178 227.58 18.1 Min. Slope 8 PVC 0.013 17.9554 0.093 6250 1148 0 538 0 18.3 0 8 PVC 0.013 4.2663 78.665 3171 869 1.68 857 1.61 18.6 0.4 10 0.013 83.44 13.412 6917 MH-7303 0 MH-7304 224.94 18.7 Min. Slope 6 PVC 0.013 1.0316 0.012 8030 1458 0 1214 62.82 19.2 Min. Slope 8 0.013 0.4038 0.004 1415 MH-7305 38.16 490 38.08 19 0.4 8 PVC 0.013 0.3827 0.112 4784 MH-7306 0 1232 230.47 19.9 Min. Slope 8 PVC 0.013 0.4566 0.002 6259 MH-7307 0 714 229.99 20 Min. Slope 8 PVC 0.013 1.0316 0.006 6656 MH-7308 0 1333 0 20 0 6 PVC 0.013 1.1414 45.325 6852 MH-7309 0 974 0 20 0 8 PVC 0.013 0.7699 14.195 7644 850 12.04 1070 15.65 20.1 Min. Slope 8 PVC 0.013 2.5042 0.109 8004 MH-7310 229.8 MH-7311 229.72 20.1 0.399 6 PVC 0.013 0.8725 0.548 2636 987 5.97 MH-7315 5.95 20.4 0.08 24 PVC 0.013 5,374.32 186.952 81 MH-7314 0 181 207.93 20.3 Min. Slope 6 PVC 0.013 1.0814 0.013 3949 MH-7316 0 509 33.34 20.8 Min. Slope 6 PVC 0.013 1.1331 0.036 6444 MH-7317 54.14 MH-7272 54.08 21 0.28 10 PVC 0.013 568.4034 109.239 4628 1211 200.67 W-Hamilton Heights 0 21 954.232 8 PVC 0.013 9.0703 0.054 7743 MH-7318 13.05 1382 12.97 21.1 0.399 6 Vitrified Clay 0.013 8.0605 5.064 3804 MH-7319 0 MH-7320 0 21.3 0 6 PVC 0.013 1.0051 39.913 7225 MH-7323 0 MH-7324 0 22 0 6 PVC 0.013 16.5332 656.526 3948 MH-7321 0 1050 60.71 22 Min. Slope 8 PVC 0.013 2.1854 0.024 4797 1233 165.9 MH-7322 0 22 754.961 8 PVC 0.013 3.5184 0.024 7195 MH-7325 0 38 0 22 0 8 PVC 0.013 0.4411 8.133 4793 MH-7326 0 457 0 22.2 0 6 PVC 0.013 0.7676 30.481 1175 MH-7327 0 118 216.24 22.7 Min. Slope 8 PVC 0.013 1.2947 0.008 6639 6 3.68 1328 3.62 22.6 0.28 10 Vitrified Clay 0.013 57.0427 10.972 6526 849 22.79 MH-7328 22.77 22.8 0.088 18 Concrete 0.013 2,112.77 151.453 6779 MH-7329 90.12 MH-7330 90.02 24 0.4 6 PVC 0.013 0.9398 0.59 2002 377 0 586 0 24.4 0 6 Concrete 0.013 39.4638 1,567.09 7192 41 0 MH-7331 0 24.6 0 8 PVC 0.013 4.2677 78.69 4085 MH-7332 0 708 0 24.6 0 6 PVC 0.013 0.3083 12.242 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 2 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 5290 MH-7333 2.89 887 2.79 24.7 0.401 6 PVC 0.013 3.6833 2.311 4393 MH-7334 0 1174 37.1 24.7 Min. Slope 8 PVC 0.013 0.4411 0.007 4017 1087 16.07 1086 16.04 24.7 0.122 30 PVC 0.013 4,845.87 75.512 2791 MH-7335 0 618 182.45 25 Min. Slope 8 PVC 0.013 1.4141 0.01 5611 MH-7336 38.69 MH-7337 38.59 25.5 0.4 6 PVC 0.013 10.0871 6.333 5080 1255 55.28 1164 0 25.5 216.568 8 PVC 0.013 3.358 0.042 2811 726 210.79 725 210.4 25.6 1.523 8 PVC 0.013 9.8587 1.473 5430 1088 6.2 1279 6.1 25.8 0.401 8 PVC 0.013 15.3167 4.462 4164 1125 0 475 0 26 0 6 PVC 0.013 2.5909 102.885 1104 MH-7338 0 129 0 26.2 0 8 PVC 0.013 9.6233 177.44 3806 MH-7339 0 325 0 26.2 0 6 PVC 0.013 4.0894 162.389 4905 MH-7340 0 1243 245.5 26.5 Min. Slope 8 PVC 0.013 0 0 5432 MH-7341 13.16 MH-7318 13.05 26.8 0.4 6 PVC 0.013 7.86 4.935 848 MH-7342 0 MH-7343 0 26.9 0 8 PVC 0.013 1.3591 25.059 4904 MH-7344 0 1241 244.91 26.9 Min. Slope 8 PVC 0.013 0 0 6778 MH-7282 90.23 MH-7329 90.12 27 0.4 6 Concrete 0.013 0.7393 0.464 1161 158 118.13 159 117.39 254.2 0.291 18 PVC 0.013 1,206.81 47.447 SM 1 2335 630 142.13 631 129.09 27.3 47.673 8 PVC 0.013 9.4849 0.253 4348 MH-7346 0 1159 34.13 27.7 Min. Slope 8 PVC 0.013 1.3303 0.022 3798 MH-7320 0 326 0 27.7 0 8 PVC 0.013 1.4462 26.666 6428 1310 150.56 396 144.34 28.2 22.047 6 Vitrified Clay 0.013 11.9814 1.013 3221 MH-7348 168.73 898 163.4 47.2 11.283 6 Vitrified Clay 0.013 36.8203 4.353 4697 MH-7347 0 1225 256 28.4 Min. Slope 8 PVC 0.013 0 0 2188 513 0 511 0 28.5 0 8 PVC 0.013 7.5941 140.024 7602 819 90.93 818 79.5 29 39.369 6 PVC 0.013 1.8346 0.116 5452 782 1.83 MH-7349 1.75 29 0.28 10 Vitrified Clay 0.013 86.4676 16.623 3954 MH-7350 0 724 218.49 29.5 Min. Slope 6 PVC 0.013 1.0316 0.015 3963 79 245.17 1062 244.61 30.1 1.863 8 PVC 0.013 12.6977 1.715 7224 MH-7324 0 544 0 30.1 0 6 Concrete 0.013 16.937 672.561 2344 595 0 594 0 30.2 0 8 Concrete 0.013 10.7029 197.345 6440 1423 0 MH-7351 0 30.4 0 8 PVC 0.013 1.5292 28.196 3945 MH-7352 0 954 44.48 30.4 Min. Slope 8 PVC 0.013 0.3324 0.005 4346 MH-7353 0 1158 43.3 31 Min. Slope 8 PVC 0.013 0.4038 0.006 908 71 0 65 18.15 31.1 Min. Slope 8 PVC 0.013 19.5984 0.473 8029 MH-7354 56.81 1403 56.68 31.5 0.4 6 Vitrified Clay 0.013 28.8833 18.135 6317 1307 226.73 49 226.02 32.3 2.198 8 PVC 0.013 6.0558 0.753 7728 1380 153.85 MH-7355 119.88 32.7 104.037 6 Vitrified Clay 0.013 1.0684 0.042 3172 858 1.7 857 1.61 32.8 0.28 10 0.013 838.1826 161.125 6273 657 189.42 1293 187.63 33.1 5.41 8 PVC 0.013 3.6307 0.288 6652 MH-7356 86.62 MH-7357 86.49 33.1 0.399 6 Vitrified Clay 0.013 0.3838 0.241 3950 MH-7358 0 509 33.34 33.3 Min. Slope 4 PVC 0.013 2.4671 0.289 34 259 0 1073 0 33.5 0 8 PVC 0.013 18.265 336.78 776 516 0 518 0 33.7 0 6 Asbestos Cement 0.013 24.935 990.159 6536 252 19.72 MH-7359 19.58 33.8 0.414 18 PVC 0.013 2,280.77 75.158 3444 918 13.84 970 13.8 33.9 0.118 8 Asbestos Cement 0.013 43.3371 23.269 3785 MH-7360 64.36 MH-7361 64.23 34 0.4 6 PVC 0.013 6.4775 4.067 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 3 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 137 MH-7362 0 914 59.55 35 Min. Slope 6 PVC 0.013 1.3486 0.041 915 67 17 68 16.7 35.1 0.854 30 PVC 0.013 4,808.66 28.261 7582 1354 270.4 1348 263.2 35.4 20.321 8 PVC 0.013 104.7266 4.284 4323 1152 23.88 MH-7363 0 35.6 67.086 8 PVC 0.013 7.77 0.175 140 MH-7365 0 10 0 36 0 8 PVC 0.013 1.5609 28.781 3957 MH-7364 0 142 167.92 35.9 Min. Slope 8 PVC 0.013 1.0619 0.009 1695 MH-7366 0 610 0 36.8 0 6 PVC 0.013 1.1444 45.445 4623 MH-7367 0 1209 233 37 Min. Slope 8 PVC 0.013 0.7979 0.006 7691 1377 0 1215 237.3 37.1 Min. Slope 8 PVC 0.013 1.0619 0.008 38 530 0 848 0 37.1 0 8 PVC 0.013 6.5586 120.931 3811 MH-7368 0 324 0 37.5 0 8 PVC 0.013 7.3454 135.437 24 MH-7369 0 44 224.41 37.6 Min. Slope 8 PVC 0.013 1.0316 0.008 7821 1393 61.2 240 59.6 37.9 4.219 8 PVC 0.013 3.5288 0.317 7338 651 145.79 MH-7300 145.64 38 0.4 6 Vitrified Clay 0.013 2.1729 1.364 4737 1228 0 1200 42.99 38.1 Min. Slope 6 Concrete 0.013 20.8358 0.779 8048 1406 41.07 MH-7370 40.92 38.3 0.4 8 Vitrified Clay 0.013 0.401 0.117 7593 1352 256.2 1359 256 38.1 0.524 8 PVC 0.013 112.9794 28.767 107 MH-7371 91.74 MH-7276 91.59 37.1 0.4 6 PVC 0.013 0.7676 0.482 7887 MH-7374 0 MH-7375 0 39 0 8 Ductile Iron 0.013 3.2707 60.306 4773 MH-7376 0 1231 228.5 39.4 Min. Slope 6 PVC 0.013 1.0769 0.018 3685 984 8.31 986 8.34 39.5 Min. Slope 18 PVC 0.013 180.3517 13.879 8078 1487 242.62 1417 242.34 39.8 0.704 8 0.013 1.0619 0.233 1993 MH-7377 0 598 0 39.8 0 6 Concrete 0.013 0.6286 24.96 4052 1091 74.56 MH-7378 48.91 39.9 64.249 8 PVC 0.013 7.7872 0.179 3080 MH-7379 0 809 0 40 0 8 PVC 0.013 2.3706 43.71 58 MH-7380 0 519 0 40 0 8 PVC 0.013 0.7027 12.956 813 249 0 250 24.49 40.4 Min. Slope 8 PVC 0.013 17.4537 0.413 4774 MH-7382 0 1231 228.5 40.5 Min. Slope 6 PVC 0.013 0.367 0.006 4098 411 68.14 MH-7383 68.3 40.7 Min. Slope 6 PVC 0.013 0.7118 0.447 7597 MH-7384 0 136 0 41.6 0 8 PVC 0.013 31.5327 581.416 4413 MH-7387 0 1173 35.4 42 Min. Slope 8 PVC 0.013 1.9355 0.039 4507 MH-7388 0 1187 29.54 42.1 Min. Slope 8 PVC 0.013 0.2472 0.005 3029 817 4.97 828 4.8 42.1 0.4 8 PVC 0.013 1.303 0.38 1204 189 0 190 171.7 42.7 Min. Slope 8 PVC 0.013 33.4697 0.308 3996 867 5.72 1076 6.08 42.7 Min. Slope 8 Vitrified Clay 0.013 151.8432 30.694 6742 MH-7389 0 1315 0 43 0 8 Ductile Iron 0.013 3.838 70.767 7680 MH-7390 242.87 1373 242.7 43.1 0.4 8 PVC 0.013 1.0619 0.309 4276 MH-7391 6 862 5.83 43.2 0.4 6 0.013 0.8931 0.561 938 MH-7392 0 74 212.1 43.4 Min. Slope 8 PVC 0.013 0.5192 0.004 4809 MH-7393 0 MH-7394 0 43.6 0 8 PVC 0.013 1.2772 23.55 4345 MH-7395 0 1158 43.3 43.6 Min. Slope 8 PVC 0.013 0.4038 0.007 4282 1151 10.62 908 9.54 44.1 2.447 8 PVC 0.013 1.7788 0.21 4018 1086 16.04 1073 15.99 44.2 0.113 30 PVC 0.013 4,846.27 78.286 2136 479 90.04 481 89.04 44.4 2.252 12 Concrete 0.013 1,820.35 75.866 3953 MH-7396 0 409 221.44 44.6 Min. Slope 8 PVC 0.013 2.1805 0.018 7744 1382 12.97 MH-7570 12.79 44.7 0.4 6 PVC 0.013 8.261 5.187 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 4 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 6281 1303 0 1294 0 45 0 4 0.013 0.4847 56.745 5100 583 87.42 MH-7397 15.18 45.4 159.225 6 Vitrified Clay 0.013 4.8224 0.152 4130 24 0 1089 0 45.5 0 6 PVC 0.013 1.7773 70.574 627 MH-7400 0 975 0 46.3 0 6 Concrete 0.013 2.4938 99.028 3684 986 8.34 987 5.97 46.2 5.135 18 PVC 0.013 191.0272 1.788 7617 MH-7398 0 MH-7399 0 46.2 0 6 PVC 0.013 2.5778 102.362 1159 156 124.8 157 123.66 265.8 0.429 18 PVC 0.013 1,200.58 38.882 SM 1 5626 MH-7278 95.28 1189 95.28 46.7 0 6 Vitrified Clay 0.013 4.3513 172.79 5252 MH-7401 0 MH-7402 0 46.9 0 6 PVC 0.013 1.0316 40.964 4142 818 79.5 303 0 46.9 169.573 6 PVC 0.013 2.0818 0.063 906 1070 15.65 63 15.52 46.9 0.277 30 PVC 0.013 4,888.91 50.453 6285 1296 0 413 232.63 48.2 Min. Slope 8 PVC 0.013 4.792 0.04 2417 405 234.19 406 233.93 48.2 0.539 8 PVC 0.013 6.5385 1.642 3768 MH-7405 0 319 0 48.8 0 8 PVC 0.013 1.921 35.421 6662 1335 68.14 MH-7404 78.46 48.8 Min. Slope 6 PVC 0.013 0.6322 0.055 213 356 31.83 1112 31.62 49.7 0.423 12 PVC 0.013 84.7056 8.149 5103 MH-7264 241.06 1237 240.86 49.8 0.4 6 Vitrified Clay 0.013 4.5262 2.842 339 253 18.56 31 18.01 50 1.1 18 PVC 0.013 2,288.01 46.284 3946 MH-7406 0 951 23.84 50 Min. Slope 8 PVC 0.013 0.3324 0.009 6436 1317 216.12 1320 215.13 50.4 1.966 6 Vitrified Clay 0.013 4.0755 1.154 4381 MH-7407 0 1171 0 51 0 8 PVC 0.013 1.0619 19.58 2291 535 0 534 0 51.3 0 8 PVC 0.013 27.4343 505.847 6304 1264 0 1149 0 51.6 0 6 Concrete 0.013 19.9336 791.556 3112 1071 0 841 0 51.7 0 8 PVC 0.013 3.1567 58.204 7258 MH-7408 86.23 MH-7409 86.02 51.7 0.4 6 Vitrified Clay 0.013 1.5301 0.96 7810 MH-7410 0 1387 0 52.6 0 8 PVC 0.013 0.86 15.857 536 MH-7411 0 62 0 53 0 6 PVC 0.013 0.4538 18.019 1523 MH-7412 0 424 230.12 53.1 Min. Slope 6 PVC 0.013 1.1166 0.021 6434 1315 0 1314 207.55 53.3 Min. Slope 8 PVC 0.013 5.9864 0.056 4331 1222 245.52 1156 0 53.2 461.678 8 PVC 0.013 1.3156 0.011 5118 MH-7413 33.41 195 33.2 53.4 0.4 8 PVC 0.013 3.2835 0.957 3085 762 9.04 811 8.83 53.6 0.4 8 PVC 0.013 10.6764 3.112 752 MH-7414 0 592 0 53.9 0 8 PVC 0.013 1.4877 27.432 8073 1486 0 1418 240.14 54 Min. Slope 8 0.013 1.2059 0.011 6529 1323 0 1322 0 54.2 0 8 Concrete 0.013 32.885 606.349 247 15 0 18 109.67 54.5 Min. Slope 8 PVC 0.013 4.2772 0.056 5465 682 97.34 MH-7415 86.06 55.1 20.487 8 Vitrified Clay 0.013 113.7888 4.635 7824 MH-7416 123.42 1391 123.2 55.4 0.4 6 PVC 0.013 0.4411 0.277 46 76 0 622 164.08 55.6 Min. Slope 8 PVC 0.013 2.1565 0.023 4364 1166 247.99 1165 247.75 56 0.428 8 PVC 0.013 4.0932 1.153 2015 399 227.39 395 0 56.4 402.843 8 PVC 0.013 5.0064 0.046 4853 1239 118.24 MH-7348 117.92 79.3 0.4 6 Vitrified Clay 0.013 4.7645 2.991 4508 MH-7418 0 1187 29.54 57.1 Min. Slope 8 PVC 0.013 1.583 0.041 249 MH-7419 0 14 0 57.9 0 6 PVC 0.013 2.748 109.123 1784 MH-7420 0 723 216.42 58.2 Min. Slope 6 PVC 0.013 1.6838 0.035 1150 318 13.94 120 13.71 58.1 0.396 30 PVC 0.013 4,897.34 42.292 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 5 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 4178 1316 204.4 1130 204.6 58.2 Min. Slope 8 PVC 0.013 7.5216 2.365 1265 167 230.66 173 229.42 58.4 2.123 8 Concrete 0.013 9.2502 1.171 3198 MH-7421 3.38 MH-7422 0 59 5.72 6 PVC 0.013 2.4432 0.406 4626 1212 204 1206 202.4 59.4 2.694 8 PVC 0.013 4.6262 0.52 7156 1340 0 188 0 59.8 0 8 PVC 0.013 31.1357 574.095 5190 1266 240.91 215 240.77 60 0.233 8 PVC 0.013 143.9761 54.974 4522 MH-7423 0 1190 25.25 60 Min. Slope 6 PVC 0.013 0.7807 0.048 3380 MH-7424 0 914 59.55 60.3 Min. Slope 8 PVC 0.013 1.9798 0.037 5377 640 65.92 MH-7252 65.68 60.4 0.4 6 Vitrified Clay 0.013 0.118 0.074 4006 1078 0 1077 0 60.3 0 8 PVC 0.013 12.1259 223.584 2322 508 0 4 79.38 60.3 Min. Slope 8 Asbestos Cement 0.013 23.819 0.383 6003 1145 0 MH-7425 0 60.7 0 6 PVC 0.013 1.5058 59.793 3696 978 0 975 0 60.7 0 8 PVC 0.013 3.8438 70.873 341 31 18.01 1309 17.86 61 0.246 30 PVC 0.013 4,029.47 44.148 7598 650 65.03 1416 64.78 61.1 0.4 6 Vitrified Clay 0.013 3.6242 2.276 4149 MH-7429 0 1114 0 62 0 8 PVC 0.013 0.882 16.263 6648 MH-7427 98.48 MH-7428 98.23 62 0.4 6 Ductile Iron 0.013 0.2005 0.126 1173 MH-7426 0 118 216.24 62 Min. Slope 8 PVC 0.013 9.5578 0.094 254 MH-7431 0 232 168.8 62.3 Min. Slope 6 Concrete 0.013 2.383 0.058 26 45 0 MH-7432 0 62.8 0 8 PVC 0.013 5.302 97.762 116 793 0.89 MH-7299 0.8 62.9 0.15 15 PVC 0.013 890.253 79.255 5464 MH-7415 86.06 MH-7433 85.8 63.5 0.4 8 PVC 0.013 116.4817 33.963 6418 MH-7434 0 489 116.09 64 Min. Slope 8 PVC 0.013 2.5446 0.035 7537 1342 0 1345 165.16 64.2 Min. Slope 8 PVC 0.013 1.1099 0.013 3929 MH-7435 0 1121 12.47 64.5 Min. Slope 8 PVC 0.013 33.5923 1.409 6315 1305 227.68 1306 227.09 64.7 0.912 8 PVC 0.013 1.9037 0.368 7257 MH-7409 86.02 MH-7436 85.76 65 0.4 6 PVC 0.013 1.6481 1.035 4614 MH-7437 0 1208 224.51 65.3 Min. Slope 8 PVC 0.013 0.9575 0.01 4025 MH-7438 174.99 1262 174.73 66.1 0.4 6 Vitrified Clay 0.013 3.3766 2.12 3971 591 0 1072 0 66.2 0 8 Asbestos Cement 0.013 5.7535 106.085 6653 MH-7357 86.49 MH-7408 86.23 66.1 0.4 6 PVC 0.013 1.2234 0.768 2093 438 0 440 0 66.4 0 8 PVC 0.013 0.7676 14.153 5363 554 66.74 1278 66.48 66.3 0.4 8 Concrete 0.013 12.2151 3.56 7984 1450 0 1401 74.5 66.4 Min. Slope 8 0.013 1.1394 0.02 6112 971 12.63 1285 12.17 66.6 0.69 10 PVC 0.013 170.5141 20.872 1705 MH-7439 0 738 0 66.6 0 6 PVC 0.013 0.2472 9.816 2302 MH-7440 0 456 201.47 67 Min. Slope 6 PVC 0.013 3.0447 0.07 5331 MH-7441 104.57 MH-7442 74.78 67.4 44.203 6 Vitrified Clay 0.013 5.1554 0.308 8062 781 2.48 843 2.21 67.9 0.397 8 Asbestos Cement 0.013 219.6691 64.246 6671 MH-7443 0 MH-7444 0 68.5 0 8 PVC 0.013 0.6413 11.824 4394 1368 47.44 1175 47.1 68.7 0.495 8 PVC 0.013 3.7596 0.985 1287 203 229.22 205 228.88 68.7 0.495 8 PVC 0.013 5.7384 1.504 1011 200 77.26 89 76.98 69 0.4 8 PVC 0.013 2.2228 0.648 2330 MH-7445 120.79 665 113.91 69.3 9.919 8 Vitrified Clay 0.013 63.4843 3.717 2285 567 0 562 0 69.7 0 8 PVC 0.013 1.3153 24.252 4768 MH-7447 0 1229 222.79 69.9 Min. Slope 8 PVC 0.013 0.5072 0.005 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 6 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 959 86 1.41 824 1.13 70 0.4 8 Asbestos Cement 0.013 82.343 23.999 4488 MH-7448 0 1184 0 70.3 0 6 PVC 0.013 1.0316 40.964 1291 MH-7449 0 217 0 70.4 0 8 PVC 0.013 2.1238 39.16 4636 MH-7450 0 1215 237.3 70.9 Min. Slope 8 PVC 0.013 30.8782 0.311 1260 159 117.39 160 116 265.7 0.523 18 PVC 0.013 1,532.14 44.929 SM 1 2277 537 0 536 0 71.5 0 8 PVC 0.013 8.7291 160.951 4132 17 242.87 MH-7451 242.59 71.7 0.4 6 PVC 0.013 2.0972 1.317 1773 MH-7452 0 728 214.12 71.7 Min. Slope 6 Asbestos Cement 0.013 1.4181 0.033 8058 1415 254.57 1361 254.2 73.3 0.498 8 PVC 0.013 116.1651 30.355 6293 1300 0 191 155.6 72 Min. Slope 8 PVC 0.013 4.0839 0.051 3683 981 19.17 986 8.34 72.1 15.015 8 PVC 0.013 10.2345 0.487 6471 1319 148.44 447 144.4 73 5.538 8 Concrete 0.013 29.575 2.317 5061 MH-7454 0 MH-7455 0 72.8 0 6 PVC 0.013 0.5147 20.439 4867 MH-7456 0 180 215.1 73 Min. Slope 8 0.013 0.7676 0.008 4218 1135 6.12 987 5.97 73.3 0.205 30 PVC 0.013 5,120.78 61.473 1001 MH-7457 0 168 232.2 73.3 Min. Slope 6 PVC 0.013 2.7096 0.06 3160 540 0 225 33.71 74 Min. Slope 8 Asbestos Cement 0.013 9.3582 0.256 5094 491 95.78 MH-7458 76.94 74.2 25.391 6 PVC 0.013 8.2957 0.654 335 29 17.57 28 17.31 74.4 0.35 30 PVC 0.013 4,750.89 43.645 7626 MH-7459 79.05 1364 78.75 74.7 0.4 6 Vitrified Clay 0.013 4.0338 2.533 1290 MH-7460 0 216 0 74.8 0 8 PVC 0.013 1.0619 19.58 1668 MH-7461 124.66 575 124.36 74.9 0.4 6 Vitrified Clay 0.013 0.2005 0.126 4627 MH-7462 0 1211 200.67 75.1 Min. Slope 8 PVC 0.013 9.0703 0.102 3628 917 30.66 MH-7463 0 75.2 40.79 8 PVC 0.013 1.4202 0.041 3138 MH-7359 19.58 254 19.21 75.8 0.488 18 Concrete 0.013 2,281.53 69.267 619 MH-7464 113.51 659 113.21 76.1 0.4 6 Vitrified Clay 0.013 0.9915 0.623 6025 MH-7466 253.41 1283 253.1 76.4 0.4 8 PVC 0.013 2.3374 0.681 7578 1349 260.5 1350 260 76.6 0.653 8 PVC 0.013 107.8214 24.601 6290 423 229.23 1297 227.99 76.8 1.614 8 PVC 0.013 26.0868 3.786 3987 MH-7467 65.4 MH-7468 65.09 77.6 0.4 6 PVC 0.013 0.118 0.074 3988 MH-7468 65.09 1416 64.78 77.8 0.4 6 PVC 0.013 2.3248 1.46 33 1073 15.99 1074 15.9 78.1 0.115 30 PVC 0.013 4,864.94 77.861 508 MH-7469 2.05 782 1.83 78.2 0.28 10 Vitrified Clay 0.013 86.2671 16.584 2911 804 0 797 0 77.9 0 8 PVC 0.013 2.3029 42.462 4119 1105 260.05 1104 259.37 79.1 0.86 8 PVC 0.013 0.1417 0.028 6314 MH-7470 0 1305 227.68 79.9 Min. Slope 8 PVC 0.013 0.7676 0.008 601 MH-7471 0 67 0 80 0 8 PVC 0.013 27.5982 508.869 6284 MH-7508 32.22 873 12 98.5 20.537 8 Vitrified Clay 0.013 20.0258 0.815 SM 10 2256 612 0 1149 0 80.3 0 8 PVC 0.013 4.3496 80.2 5093 1258 121.11 MH-7445 120.79 80.4 0.4 6 Vitrified Clay 0.013 9.4189 5.913 2566 MH-7255 0 518 0 80.3 0 8 PVC 0.013 2.4628 45.41 3787 304 0 305 0 80.3 0 8 Concrete 0.013 10.715 197.569 1230 MH-7473 0 106 212.61 81 Min. Slope 8 Concrete 0.013 1.7447 0.02 8070 215 240.77 1418 240.14 81.5 0.773 8 PVC 0.013 145.0379 30.425 4823 MH-7474 244.39 1235 244.06 81.6 0.4 6 PVC 0.013 0.6462 0.406 4613 1205 210.25 1206 202.4 81.7 9.605 8 PVC 0.013 4.2207 0.251 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 7 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 4150 1114 0 1113 0 82.1 0 8 PVC 0.013 1.5249 28.117 1598 553 66.01 551 65.68 82.4 0.4 6 Concrete 0.013 13.2588 8.323 2113 402 235.19 401 234.64 84.3 0.653 8 PVC 0.013 12.7611 2.913 7538 144 0 1345 165.16 84.2 Min. Slope 6 Concrete 0.013 17.7892 0.505 918 65 17.1 66 17 84.4 0.12 30 PVC 0.013 4,771.85 74.816 3673 993 7.64 989 6.99 84.5 0.77 8 Concrete 0.013 61.3069 12.886 2112 1270 0 402 235.19 83.3 Min. Slope 8 PVC 0.013 8.3809 0.092 354 33 0 MH-7478 0 84.7 0 8 PVC 0.013 2.5023 46.139 4179 MH-7477 0 1131 218.5 84.7 Min. Slope 8 PVC 0.013 4.7871 0.055 5487 MH-7479 0 MH-7480 0 85 0 4 Vitrified Clay 0.013 0.9275 108.59 261 21 0 MH-7481 0 85.5 0 6 PVC 0.013 3.1069 123.373 3783 MH-7361 64.23 785 63.88 86.5 0.4 6 Vitrified Clay 0.013 6.678 4.194 6527 873 12 1321 10.4 205 0.78 8 Vitrified Clay 0.013 20.1438 4.205 SM 10 4143 MH-7483 0 323 0 87.1 0 6 PVC 0.013 0.7973 31.661 4494 1185 210.84 725 0 87.6 240.821 8 PVC 0.013 2.3875 0.028 1656 MH-7330 90.02 560 89.67 87.8 0.4 6 Concrete 0.013 1.3094 0.822 4229 988 15.76 1141 10.23 87.9 6.291 12 PVC 0.013 174.6994 4.356 1015 MH-7485 77.61 200 77.26 88 0.4 8 PVC 0.013 1.7307 0.504 1991 MH-7484 0 689 0 88 0 8 PVC 0.013 0.3968 7.316 251 MH-7486 0 MH-7487 0 88.2 0 6 PVC 0.013 1.4681 58.297 4000 1077 0 W-Hamilton Heights 0 88.6 0 8 PVC 0.013 24.1577 445.432 2060 MH-7397 15.18 MH-7488 14.82 88.6 0.4 6 PVC 0.013 5.4289 3.409 7845 831 5 1395 4.64 89 0.4 8 Asbestos Cement 0.013 207.8421 60.594 5010 1250 223.56 712 222.88 89.2 0.762 8 PVC 0.013 4.7813 1.01 44 74 0 75 192.04 89.2 Min. Slope 8 PVC 0.013 0.8275 0.01 2266 606 0 602 0 90 0 8 PVC 0.013 3.3248 61.304 946 MH-7489 0 185 197.59 89.7 Min. Slope 8 Asbestos Cement 0.013 1.3746 0.017 4538 1195 34.7 1196 32.82 90.2 2.085 8 PVC 0.013 6.1213 0.782 2110 394 237.31 402 235.19 88.3 2.401 8 PVC 0.013 3.6125 0.43 6552 1326 41.17 MH-7490 0 90.8 45.317 8 PVC 0.013 0.6725 0.018 3269 878 104.94 MH-7441 104.57 90.6 0.4 6 PVC 0.013 4.9748 3.123 3773 317 0 316 0 90.6 0 8 Concrete 0.013 24.0581 443.595 2238 MH-7260 230.38 668 230.02 91 0.4 6 Vitrified Clay 0.013 1.3572 0.852 6528 1322 0 MH-7869 0 91.2 0 8 Concrete 0.013 33.6496 620.447 355 MH-7492 0 33 0 91.5 0 8 PVC 0.013 1.1756 21.677 1392 MH-7493 0 436 159.78 91.5 Min. Slope 6 Vitrified Clay 0.013 1.5613 0.047 3820 320 0 321 15.46 92.1 Min. Slope 8 PVC 0.013 9.6735 0.435 6614 1327 144.9 654 0 92.3 156.909 8 PVC 0.013 0.4944 0.007 907 258 14.57 66 17 92.5 Min. Slope 8 PVC 0.013 2.4577 0.28 2246 MH-7494 222.6 670 222.23 92.8 0.4 6 PVC 0.013 2.0798 1.306 4125 1118 0 MH-7405 0 93.6 0 8 PVC 0.013 1.4799 27.288 4539 1196 32.82 703 0 93.7 35.041 8 PVC 0.013 6.5251 0.203 1201 136 0 MH-7495 0 93.5 0 8 PVC 0.013 32.3003 595.569 8089 1494 0 1422 0 93.9 0 8 PVC 0.013 0.7676 14.153 4290 1108 0 1080 0 93.7 0 8 PVC 0.013 5.1082 94.187 2634 919 9.29 984 8.31 93.9 1.044 18 PVC 0.013 179.9106 3.735 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 8 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 7976 MH-7496 115.88 MH-7497 115.51 94.2 0.4 8 0.013 14.4005 4.198 6334 MH-7498 72.91 382 72.53 94.2 0.4 6 PVC 0.013 0.7417 0.466 2372 MH-7500 0 542 0 94.6 0 8 PVC 0.013 8.4403 155.627 4612 MH-7499 0 1207 212.33 94.5 Min. Slope 8 PVC 0.013 0 0 730 MH-7501 0 588 0 94.9 0 6 PVC 0.013 2.7173 107.903 1896 MH-7502 37.42 360 37.04 95 0.4 8 PVC 0.013 0.9406 0.274 2429 455 199.74 460 198.98 95 0.8 8 Asbestos Cement 0.013 208.9265 43.078 2259 618 182.45 MH-7374 0 95.4 191.218 8 PVC 0.013 2.9624 0.04 350 MH-7503 107.71 20 107.33 95.5 0.4 6 PVC 0.013 0.6741 0.423 4625 MH-7504 0 1208 224.51 95.6 Min. Slope 8 PVC 0.013 0.3032 0.004 204 13 0 271 0 95.7 0 8 PVC 0.013 7.2913 134.44 4362 1168 249.74 1167 249.1 95.9 0.667 8 PVC 0.013 1.6769 0.379 7579 1350 260 1351 259.6 95.4 0.419 8 PVC 0.013 108.853 31.004 4802 MH-7505 0 MH-7449 0 96.7 0 8 PVC 0.013 1.0619 19.58 2028 MH-7301 134.11 398 133.72 97 0.4 6 Vitrified Clay 0.013 2.9785 1.87 5212 MH-7422 3.61 897 4 97 Min. Slope 6 Concrete 0.013 11.6294 7.303 7601 1097 0 606 0 97.4 0 8 PVC 0.013 3.0165 55.619 2180 551 65.68 558 65.29 97.7 0.4 6 Concrete 0.013 13.4593 8.449 1062 1341 4.53 196 4.14 97.9 0.4 8 Asbestos Cement 0.013 12.7552 3.719 6316 1306 227.09 1307 226.73 98.1 0.367 8 PVC 0.013 4.3393 1.321 2164 MH-7497 115.51 MH-7507 115.11 98 0.4 6 Vitrified Clay 0.013 18.0125 11.311 2333 641 127.77 644 127.38 98.4 0.4 8 PVC 0.013 12.7413 3.714 4635 1215 237.3 213 236.33 152 0.638 15 PVC 0.013 892.9447 38.554 SM 2 2338 638 186.89 37 186.5 98.6 0.4 8 PVC 0.013 1.2063 0.352 6263 1291 0 1290 0 99.1 0 8 PVC 0.013 1.6816 31.007 866 58 0 59 72.38 99.5 Min. Slope 8 PVC 0.013 1.6346 0.035 2354 576 106.35 574 105.95 99.9 0.4 6 Concrete 0.013 6.9338 4.353 2251 599 0 MH-7511 0 100.2 0 6 Concrete 0.013 27.3981 1,087.97 426 MH-7509 0 87 142.64 100 Min. Slope 6 PVC 0.013 1.2978 0.043 3887 MH-7510 69.74 333 69.34 100 0.4 8 PVC 0.013 1.1394 0.332 1929 1067 186.17 770 175 100.5 11.111 8 PVC 0.013 3.2085 0.177 812 251 0 249 24.53 100.4 Min. Slope 8 PVC 0.013 17.0499 0.636 6538 MH-7514 0 MH-7424 0 100.7 0 8 PVC 0.013 0.7209 13.293 160 MH-7515 109.13 11 108.73 100.8 0.4 6 PVC 0.013 0.5388 0.338 1882 MH-7513 0 414 206.6 100.6 Min. Slope 8 PVC 0.013 0.7676 0.01 2280 MH-7512 0 627 0 100.6 0 8 PVC 0.013 4.3706 80.587 7886 MH-7375 0 609 134.8 101 Min. Slope 8 PVC 0.013 3.9328 0.063 5082 MH-7516 0 1256 63.14 100.9 Min. Slope 8 PVC 0.013 1.7359 0.04 1683 MH-7520 0 622 0 101.5 0 8 PVC 0.013 0.3083 5.685 5609 1101 55.5 MH-7336 38.69 102.2 16.441 6 Vitrified Clay 0.013 9.8528 0.965 1296 212 0 206 0 102.6 0 6 Vitrified Clay 0.013 11.2708 447.561 3997 MH-7522 6.49 1076 6.08 102.5 0.4 6 Vitrified Clay 0.013 24.272 15.24 2255 MH-7521 171.84 632 128.73 102.4 42.106 6 PVC 0.013 12.8951 0.789 775 511 0 516 0 102.9 0 8 PVC 0.013 23.7559 438.024 5292 1275 0 380 148.98 103 Min. Slope 6 Concrete 0.013 4.3632 0.144 4243 1146 0 MH-7527 0 102.9 0 8 PVC 0.013 1.0619 19.58 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 9 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 2 MH-7528 0 477 147.39 103 Min. Slope 8 PVC 0.013 4.3474 0.067 3111 841 0 80 0 103.4 0 8 PVC 0.013 4.623 85.241 3107 MH-7530 253.91 1065 253.49 104.1 0.4 8 PVC 0.013 3.3157 0.967 2425 549 0 543 0 105.2 0 8 PVC 0.013 6.6895 123.344 1160 157 123.66 158 118.13 105.6 5.237 8 Concrete 0.013 1,204.81 97.073 311 25 237.34 MH-7534 235.75 106 1.499 8 PVC 0.013 2.2438 0.338 768 MH-7533 0 521 0 106 0 8 PVC 0.013 1.7806 32.831 3094 MH-7472 22.7 246 22.6 106.9 0.094 18 Concrete 0.013 2,114.30 146.634 2742 385 0 384 0 107.2 0 8 PVC 0.013 10.7299 197.844 3065 833 245.19 834 244.54 107.3 0.606 8 PVC 0.013 137.6047 32.605 4053 MH-7535 97.17 1094 96.74 107 0.4 8 PVC 0.013 0.4411 0.129 7591 1360 255.1 1415 254.57 107.4 0.498 8 PVC 0.013 115.1032 30.073 8086 1493 0 1421 78.12 107.6 Min. Slope 8 PVC 0.013 0.1638 0.004 2783 MH-7540 0 491 95.78 108.1 Min. Slope 8 Vitrified Clay 0.013 7.5311 0.148 3928 1120 12.76 1121 12.47 107.9 0.269 30 PVC 0.013 4,907.30 51.412 2349 MH-7539 135.6 614 135.17 108.1 0.4 6 Vitrified Clay 0.013 0.3838 0.241 2103 MH-7541 0 387 247.06 108.7 Min. Slope 8 PVC 0.013 1.8505 0.023 2027 398 133.72 655 133.28 108.8 0.4 6 Vitrified Clay 0.013 6.5197 4.094 8052 1410 0.26 MH-7870 -0.18 109 0.4 6 Vitrified Clay 0.013 7.9585 4.997 2626 708 0 707 0 109.2 0 8 PVC 0.013 3.4607 63.81 4605 MH-7542 0 MH-7543 0 109.4 0 6 PVC 0.013 0.4411 17.516 1286 MH-7545 0 203 229.22 110.4 Min. Slope 8 PVC 0.013 1.1736 0.015 2128 MH-7546 0 453 0 110.5 0 6 PVC 0.013 1.8199 72.267 7596 MH-7547 0 1304 227.84 110.5 Min. Slope 8 PVC 0.013 1.8547 0.024 6308 1304 227.84 MH-7548 0 110.5 206.19 8 PVC 0.013 3.6167 0.046 3033 811 8.83 813 8.38 111.1 0.4 8 PVC 0.013 23.4063 6.822 3470 926 11.48 990 11.09 111.1 0.351 8 Asbestos Cement 0.013 57.9159 18.027 7599 636 185.87 637 172.86 110.8 11.738 8 PVC 0.013 9.5622 0.515 2101 758 249.26 760 248.56 112 0.625 8 PVC 0.013 20.579 4.8 763 MH-7455 0 607 0 111.9 0 6 PVC 0.013 0.823 32.681 7841 MH-7549 0 327 0 111.9 0 8 PVC 0.013 2.065 38.075 4692 MH-7550 0 977 35.66 113 Min. Slope 8 PVC 0.013 1.7072 0.056 2627 MH-7551 0 708 0 113.2 0 8 PVC 0.013 2.8441 52.441 4946 1246 72.64 1245 63.94 113.3 7.675 8 PVC 0.013 1.8081 0.12 7595 416 231.45 MH-7552 230.12 113.5 1.172 8 PVC 0.013 12.7463 2.171 5997 11 108.73 1282 107.78 114.3 0.83 6 Concrete 0.013 1.4472 0.631 516 753 250.23 756 249.53 114.5 0.611 8 PVC 0.013 18.5619 4.378 3288 996 0 MH-7553 0 114.7 0 8 PVC 0.013 0.9346 17.233 3780 MH-7554 0 306 0 115.1 0 6 PVC 0.013 1.7215 68.36 5317 1277 116.83 1198 105.51 115.2 9.825 6 Vitrified Clay 0.013 1.5086 0.191 2489 784 1.09 793 0.89 116.5 0.17 18 PVC 0.013 890.0525 45.789 7370 652 162 MH-7555 161.53 116.3 0.4 6 Vitrified Clay 0.013 4.7955 3.011 2182 1278 66.48 553 66.01 116.4 0.4 8 Concrete 0.013 13.0583 3.807 54 46 0 546 0 116.9 0 6 PVC 0.013 0.9366 37.191 2479 1069 15.16 1068 14.95 116.7 0.18 30 PVC 0.013 4,889.72 62.603 1176 118 216.24 117 216.39 116.8 Min. Slope 8 PVC 0.013 11.9144 6.129 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 10 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 3118 842 7.39 247 6.92 117.1 0.4 8 PVC 0.013 8.352 2.435 4610 1210 212.28 1207 212.33 117.2 Min. Slope 8 PVC 0.013 1.7152 1.531 6 MH-7556 0 838 207.93 117.2 Min. Slope 8 Asbestos Cement 0.013 1.0884 0.015 72 MH-7557 109.2 11 108.73 117.3 0.4 6 PVC 0.013 0.7079 0.444 1750 MH-7558 0 408 232.78 117.7 Min. Slope 6 PVC 0.013 2.8932 0.082 4846 1238 149.74 MH-7438 149.27 117.6 0.4 6 Vitrified Clay 0.013 2.575 1.617 1140 108 0 109 0 117.9 0 8 Concrete 0.013 1.4913 27.498 2635 1051 8.54 919 9.29 118.1 Min. Slope 18 PVC 0.013 179.4695 4.777 1964 27 0 MH-7552 0 118.5 0 8 PVC 0.013 1.4851 27.383 7491 619 0 MH-7559 0 118.8 0 8 PVC 0.013 6.2996 116.155 2066 563 65.25 566 41.54 119 19.927 8 Concrete 0.013 14.4354 0.596 441 88 218.26 177 217.98 119.5 0.234 8 Concrete 0.013 230.6338 87.854 3657 997 17.52 995 16.65 119.5 0.728 12 Asbestos Cement 0.013 173.8464 12.741 1413 MH-7560 29.26 780 28.78 119.4 0.4 8 PVC 0.013 0.4505 0.131 7858 1398 59.2 MH-7562 0 120.1 49.289 8 PVC 0.013 2.6247 0.069 2082 425 0 426 178.41 119.9 Min. Slope 8 PVC 0.013 4.0295 0.061 1928 MH-7561 0 770 175 120 Min. Slope 8 PVC 0.013 1.6513 0.025 6551 MH-7563 0 1326 41.17 119.7 Min. Slope 8 PVC 0.013 0.4253 0.013 1802 MH-7564 0 450 0 120.3 0 8 PVC 0.013 1.857 34.241 4458 1181 27.15 1179 25.69 120.7 1.21 8 PVC 0.013 2.8031 0.47 4156 1122 0 587 0 120.7 0 8 PVC 0.013 1.4422 26.592 1262 126 137.95 125 0 120.9 114.073 8 PVC 0.013 14.8964 0.257 3437 916 0 976 0 121.1 0 8 Asbestos Cement 0.013 2.1076 38.861 668 338 61.59 339 61.11 120.9 0.4 8 PVC 0.013 5.5757 1.625 2228 745 0 750 0 121.2 0 8 Concrete 0.013 0.8664 15.975 4824 MH-7565 244.55 1235 244.06 121.2 0.4 6 PVC 0.013 0.6462 0.406 2295 1297 0 428 227.99 121.7 Min. Slope 8 PVC 0.013 27.4553 0.37 2063 696 75.81 MH-7566 75.32 121.7 0.4 6 Vitrified Clay 0.013 5.5303 3.473 4043 1279 6.1 893 5.61 121.6 0.4 8 PVC 0.013 15.4347 4.499 4361 MH-7567 0 1168 249.74 121.9 Min. Slope 8 PVC 0.013 0.9093 0.012 4261 MH-7569 0 916 0 122.3 0 6 PVC 0.013 1.7752 70.492 879 MH-7568 0 918 13.84 122 Min. Slope 6 PVC 0.013 0.9003 0.106 4765 1231 228.5 1230 228.5 122.6 0 8 PVC 0.013 1.4439 26.623 7770 1385 3.22 MH-7570 2.85 131.5 0.28 10 Vitrified Clay 0.013 57.4437 11.04 2340 MH-7572 173.35 637 172.86 122.8 0.4 6 Vitrified Clay 0.013 0.9504 0.597 3014 MH-7571 100.93 1119 100.44 122.5 0.4 6 PVC 0.013 0.7765 0.488 911 64 16.22 1087 16.07 122.6 0.122 30 PVC 0.013 4,845.47 75.252 6430 MH-7573 0 1311 214.57 123 Min. Slope 8 PVC 0.013 0.7676 0.011 2480 1068 14.95 687 14.79 122.9 0.13 30 PVC 0.013 4,891.74 73.66 6670 MH-7444 0 542 0 123.5 0 8 PVC 0.013 1.9356 35.69 6261 419 200.5 1249 174.61 123.6 20.952 8 PVC 0.013 126.9753 5.115 4607 1204 0 487 84.9 123.6 Min. Slope 8 PVC 0.013 188.0177 4.183 4115 1106 244.91 1107 0 124.1 197.288 8 PVC 0.013 2.6927 0.035 514 755 0 757 0 125 0 8 PVC 0.013 21.465 395.781 4766 1230 228.5 1229 222.79 126 4.534 8 PVC 0.013 3.9275 0.34 1257 197 4.72 198 4.21 126 0.4 6 PVC 0.013 0.3276 0.206 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 11 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 3703 956 25.36 955 20.78 125.7 3.643 8 Asbestos Cement 0.013 22.0992 2.135 3888 333 69.34 334 62.6 126.3 5.338 8 PVC 0.013 2.3778 0.19 748 602 0 MH-7577 0 126.5 0 8 PVC 0.013 3.6331 66.988 3934 517 27.4 262 24.37 126.2 2.401 8 PVC 0.013 16.2362 1.932 4971 1247 0 912 61.79 126.6 Min. Slope 8 PVC 0.013 0.6648 0.018 202 MH-7578 0 12 0 126.7 0 8 PVC 0.013 0.2472 4.558 4521 1190 25.25 MH-7569 0 127.2 19.852 6 PVC 0.013 1.1131 0.099 1369 MH-7436 85.76 1334 85.25 127 0.4 6 Vitrified Clay 0.013 1.7661 1.109 3896 347 56.18 335 55.74 127.1 0.346 10 PVC 0.013 41.129 7.109 4170 1127 0 806 235.67 127 Min. Slope 8 PVC 0.013 3.4092 0.046 4503 MH-7579 0 MH-7580 0 127.1 0 8 PVC 0.013 0.2472 4.558 1702 MH-7581 0 715 234.08 127.3 Min. Slope 8 PVC 0.013 1.0316 0.014 3509 MH-7582 0 1056 0 127.9 0 8 PVC 0.013 2.7191 50.137 624 MH-7583 0 552 0 128 0 8 Asbestos Cement 0.013 2.5286 46.623 2174 MH-7566 75.32 603 74.81 128.5 0.4 6 Vitrified Clay 0.013 7.5237 4.724 1401 MH-7584 0 503 0 135.8 0 6 PVC 0.013 1.3868 55.068 1120 199 1.93 86 1.41 128.7 0.4 8 Asbestos Cement 0.013 15.9973 4.664 5038 MH-7585 106.9 1276 106.39 128.9 0.4 6 PVC 0.013 0.3696 0.232 3149 363 21.95 227 21.99 128.6 Min. Slope 18 Concrete 0.013 2,156.37 259.314 2784 492 83.53 494 76.41 129.2 5.509 8 PVC 0.013 4.3637 0.343 7560 1346 9.34 811 8.83 129.6 0.4 8 PVC 0.013 12.5661 3.664 1289 MH-7586 0 204 231.18 129.7 Min. Slope 8 PVC 0.013 1.0619 0.015 7817 1391 123.2 1390 121.8 129.7 1.08 8 PVC 0.013 0.8822 0.157 1301 210 232.83 204 231.18 247.7 0.666 15 PVC 0.013 917.9251 38.792 SM 2 4162 MH-7588 62.72 1124 62.2 130.3 0.4 6 PVC 0.013 0.4118 0.259 6545 MH-7587 0 1325 0 130 0 6 PVC 0.013 2.134 84.74 2621 706 0 705 0 130.1 0 8 PVC 0.013 2.4564 45.293 45 75 0 76 168.11 130.7 Min. Slope 8 PVC 0.013 1.1358 0.018 2004 MH-7589 0 458 192.87 130.4 Min. Slope 6 Asbestos Cement 0.013 2.7123 0.089 1172 107 0 116 0 131.5 0 8 Concrete 0.013 5.9464 109.643 2810 723 215.47 726 210.79 131.5 3.56 8 PVC 0.013 8.8271 0.863 4972 MH-7590 0 1247 0 131.5 0 8 PVC 0.013 0.3324 6.129 867 59 0 60 62.37 131.3 Min. Slope 8 PVC 0.013 5.3481 0.143 7684 1378 238.6 1215 237.3 336.7 0.386 15 PVC 0.013 859.9427 47.734 SM 2 3439 967 32.63 966 29.62 131.4 2.29 8 PVC 0.013 2.7744 0.338 8072 1419 0 1267 242.47 132 Min. Slope 6 PVC 0.013 1.0619 0.031 4079 378 0 425 0 132.1 0 8 PVC 0.013 2.4116 44.466 1329 236 90.87 237 90.34 132.6 0.4 8 PVC 0.013 5.3902 1.572 3764 MH-7592 0 297 0 132.7 0 6 PVC 0.013 1.9393 77.007 1635 MH-7591 208.51 669 207.98 132.6 0.4 6 PVC 0.013 0.9754 0.612 3682 989 6.99 987 5.97 132.7 0.769 18 PVC 0.013 62.0768 1.502 4174 1128 203.1 415 205.41 133.1 Min. Slope 8 PVC 0.013 38.1846 5.345 1258 185 197.59 186 193 133.4 3.44 8 Asbestos Cement 0.013 95.557 9.499 1199 183 202.43 185 197.59 133.5 3.624 8 Asbestos Cement 0.013 53.376 5.17 430 MH-7593 0 791 100 133.2 Min. Slope 8 PVC 0.013 1.1045 0.024 2592 702 0 701 25.64 133.2 Min. Slope 8 PVC 0.013 8.3403 0.351 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 12 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 1292 MH-7594 0 212 0 133.8 0 6 PVC 0.013 8.4781 336.662 4004 1083 0 1082 0 133.6 0 8 PVC 0.013 11.7782 217.172 4372 MH-7562 0 1169 56.98 134.1 Min. Slope 8 PVC 0.013 3.1449 0.089 1332 243 91.4 236 90.87 134.3 0.395 8 PVC 0.013 2.9899 0.877 2368 903 22.8 529 22.09 133.9 0.53 10 Asbestos Cement 0.013 696.4732 97.27 4639 1220 96.8 1221 82.2 133.9 10.903 8 PVC 0.013 4.9861 0.278 1436 MH-7595 0 721 205.4 134 Min. Slope 8 PVC 0.013 0.7676 0.011 7661 1253 0 MH-7596 0 134.4 0 8 PVC 0.013 3.2742 60.371 4097 1447 68.68 411 68.14 134.4 0.4 6 PVC 0.013 0.3842 0.241 4044 893 5.61 871 5.07 134.5 0.4 6 Concrete 0.013 19.1862 12.046 3797 322 0 321 15.36 134.4 Min. Slope 8 PVC 0.013 19.1678 1.045 1336 MH-7597 91.95 243 91.4 135.6 0.406 6 PVC 0.013 2.0144 1.256 3892 352 74.2 351 73.66 134.5 0.4 8 PVC 0.013 27.6202 8.053 211 MH-7598 93.15 1093 92.61 135 0.4 8 PVC 0.013 2.3539 0.686 3122 904 23.82 262 23.71 135.2 0.081 18 Concrete 0.013 2,045.01 152.073 2127 486 98.91 1204 84.9 135.2 10.365 8 PVC 0.013 186.3035 10.67 2553 692 0 691 116.38 135.5 Min. Slope 8 PVC 0.013 4.4536 0.089 415 MH-7599 0 93 204.2 135.7 Min. Slope 6 Concrete 0.013 2.7652 0.09 1711 374 0 654 0 135.7 0 8 PVC 0.013 5.625 103.716 6242 1287 0 211 233.2 135.6 Min. Slope 8 0.013 5.6068 0.079 7806 1386 204.68 1067 186.17 136 13.61 8 PVC 0.013 1.2495 0.062 2785 18 109.67 MH-7540 0 136 80.635 8 PVC 0.013 6.5114 0.134 912 69 16.38 64 16.22 136.3 0.117 30 Concrete 0.013 4,844.91 76.823 3012 806 235.67 85 234.13 136.1 1.131 8 PVC 0.013 5.9822 1.037 807 514 0 520 0 136.5 0 8 PVC 0.013 6.7311 124.112 3784 382 72.53 MH-7360 64.36 136.4 5.987 6 Vitrified Clay 0.013 6.277 1.019 1163 1339 227.86 176 223.4 136.6 3.264 8 PVC 0.013 167.7499 17.121 2809 724 218.49 723 215.47 136.2 2.217 8 PVC 0.013 6.1116 0.757 517 417 202.86 419 200.5 136.9 1.724 8 PVC 0.013 126.2077 17.724 2801 MH-7601 0 435 0 136.6 0 6 PVC 0.013 1.6092 63.899 2371 228 0 529 22.09 136.9 Min. Slope 8 PVC 0.013 3.1375 0.144 4076 1095 55.55 336 55 137.7 0.4 8 PVC 0.013 4.8101 1.402 6024 1283 253.1 1060 248.38 137.9 3.423 8 PVC 0.013 3.3993 0.339 1974 727 219.47 431 218.45 146.3 0.697 8 PVC 0.013 133.7734 29.536 2151 503 0 248 24.9 137.7 Min. Slope 8 Asbestos Cement 0.013 2.8957 0.126 6262 1292 0 441 174.03 137.8 Min. Slope 8 PVC 0.013 4.7946 0.079 2032 80 0 81 0 138.2 0 8 PVC 0.013 7.2919 134.452 6297 MH-7602 0 807 0 138 0 6 PVC 0.013 1.6463 65.373 6433 1313 212.57 MH-7389 0 138.1 153.953 8 PVC 0.013 3.0704 0.046 595 50 0 35 205.6 138.5 Min. Slope 8 PVC 0.013 7.9111 0.12 3442 MH-7603 0 963 16.79 138.5 Min. Slope 6 PVC 0.013 1.0687 0.122 5291 1274 43.5 364 33.4 138.6 7.29 6 Vitrified Clay 0.013 6.6874 0.984 4336 MH-7604 0 1159 34.13 138.8 Min. Slope 8 PVC 0.013 0.4038 0.015 902 62 0 617 254.05 138.6 Min. Slope 8 PVC 0.013 0.9076 0.012 1977 375 232.16 371 231.48 139.1 0.489 8 PVC 0.013 2.5638 0.676 4638 1221 82.2 941 61 139 15.247 8 PVC 0.013 5.4272 0.256 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 13 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 7066 624 0 1325 0 139.4 0 6 Concrete 0.013 2.3977 95.212 2191 528 0 363 0 140.1 0 6 Concrete 0.013 39.9955 1,588.20 2625 707 0 689 0 140.2 0 8 PVC 0.013 4.0934 75.475 7121 175 232.45 1339 227.86 140.6 3.265 8 PVC 0.013 165.3728 16.876 3788 MH-7607 0 313 0 140.6 0 6 Concrete 0.013 1.5446 61.335 4615 1206 202.4 MH-7462 0 140.6 143.905 8 PVC 0.013 8.8469 0.136 809 520 0 524 0 140.6 0 8 PVC 0.013 9.3739 172.841 3400 MH-7606 0 949 37.79 140.4 Min. Slope 8 PVC 0.013 0.96 0.034 2274 MH-7610 0 MH-7323 0 140.9 0 6 Concrete 0.013 15.4169 612.2 1210 194 33.76 195 33.2 141 0.4 8 PVC 0.013 8.0245 2.339 3260 877 162.38 882 71.71 141 64.326 6 Vitrified Clay 0.013 55.1626 2.731 1433 MH-7608 51.18 778 50.62 140.7 0.4 8 PVC 0.013 0.9859 0.287 1876 1123 52.04 496 37.5 141.2 10.298 6 PVC 0.013 1.3673 0.169 2350 MH-7609 135.73 614 135.17 140.8 0.4 6 Vitrified Clay 0.013 0.9974 0.626 1379 MH-7548 0 369 219.22 141.4 Min. Slope 8 PVC 0.013 5.518 0.082 4495 MH-7611 0 1185 210.84 141.4 Min. Slope 8 PVC 0.013 1.3559 0.02 6613 MH-7612 0 1327 144.9 141.8 Min. Slope 8 PVC 0.013 0.2472 0.005 8081 1420 237.45 1288 0 142 167.169 8 PVC 0.013 2.1238 0.03 2057 1328 3.62 1385 3.22 141.8 0.28 10 Vitrified Clay 0.013 57.2432 11.001 6435 1314 207.55 1316 204.4 141.7 2.223 8 PVC 0.013 6.754 0.835 6340 1308 0 584 0 142.1 0 8 PVC 0.013 1.6194 29.859 2241 666 254.78 668 230.02 143.3 17.283 6 Vitrified Clay 0.013 3.8904 0.372 751 MH-7613 0 572 0 143 0 6 PVC 0.013 1.4363 57.037 2552 691 0 580 0 143.2 0 8 Concrete 0.013 7.4766 137.857 2613 1213 50.37 704 28.34 143.6 15.344 8 PVC 0.013 4.0357 0.19 4550 1198 105.51 878 104.94 143.7 0.4 6 Vitrified Clay 0.013 2.7397 1.72 3614 939 0 940 31.03 143.9 Min. Slope 8 PVC 0.013 8.5365 0.339 489 756 249.53 758 249.26 145 0.186 8 PVC 0.013 19.5141 8.338 4502 MH-7580 0 12 0 144.5 0 8 PVC 0.013 0.4944 9.116 4518 397 106.81 MH-7277 95.28 145 7.954 6 Vitrified Clay 0.013 3.2738 0.461 2281 627 0 384 0 144.8 0 8 PVC 0.013 6.0466 111.49 2119 434 0 441 174.03 145.5 Min. Slope 8 PVC 0.013 131.0316 2.209 2184 560 89.67 555 83.23 145.6 4.424 6 Concrete 0.013 1.5099 0.285 4999 MH-7615 0 1248 0 145.7 0 8 PVC 0.013 1.3613 25.1 3119 360 29.36 361 28.78 145.8 0.4 8 PVC 0.013 3.8806 1.131 6292 1299 0 840 201.29 145.6 Min. Slope 8 PVC 0.013 16.8936 0.265 4700 1223 253.1 1222 245.52 146.1 5.189 8 PVC 0.013 1.3156 0.106 1145 121 178.65 122 177.84 146 0.555 8 Concrete 0.013 1.8322 0.454 2051 1381 2.49 764 1.9 148.4 0.4 6 Concrete 0.013 1.7227 1.082 3438 966 29.62 968 27.14 146 1.699 8 PVC 0.013 4.9299 0.697 749 MH-7577 0 591 0 146.6 0 4 Asbestos Cement 0.013 5.4452 637.503 2419 587 0 588 0 146.2 0 6 Concrete 0.013 2.5172 99.955 3630 974 0 973 27.56 146.2 Min. Slope 8 PVC 0.013 1.211 0.051 7589 1362 250.5 1363 249.9 146.3 0.41 8 PVC 0.013 118.2889 34.054 2279 539 0 538 0 146.3 0 8 PVC 0.013 11.3023 208.397 2847 800 255.05 802 251.55 146.5 2.389 8 PVC 0.013 7.1522 0.853 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 14 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 6077 1248 0 1284 0 146.9 0 8 PVC 0.013 3.7022 68.264 2230 749 0 748 0 146.9 0 8 Concrete 0.013 1.0673 19.68 164 MH-7511 0 589 0 147 0 8 PVC 0.013 28.5432 526.294 3139 543 20.59 905 20.22 147 0.252 8 Asbestos Cement 0.013 8.2491 3.032 2293 412 232.96 410 232.39 146.7 0.388 8 PVC 0.013 9.7182 2.875 2248 MH-7559 0 615 0 146.8 0 8 Concrete 0.013 7.1096 131.091 260 MH-7487 0 21 0 146.9 0 8 PVC 0.013 2.7031 49.841 7464 MH-7616 0 486 98.91 147 Min. Slope 8 PVC 0.013 1.2537 0.028 1994 MH-7617 0 506 0 147 0 8 PVC 0.013 1.3635 25.142 2448 MH-7555 161.53 658 160.95 147.2 0.4 6 Vitrified Clay 0.013 5.6289 3.534 838 MH-7618 0 701 25.64 147.8 Min. Slope 6 PVC 0.013 1.8209 0.174 5072 MH-7351 0 549 0 147.9 0 8 PVC 0.013 2.2938 42.294 1350 743 0 311 0 147.5 0 8 Concrete 0.013 1.1318 20.868 2306 433 0 432 219.23 147.6 Min. Slope 8 Asbestos Cement 0.013 1.0316 0.016 2084 379 0 1275 148.98 148.3 Min. Slope 6 Concrete 0.013 1.9295 0.076 2983 754 0 802 251.55 148.3 Min. Slope 8 PVC 0.013 1.946 0.028 1765 MH-7619 0 464 0 148 0 6 PVC 0.013 1.0421 41.382 1198 181 207.93 183 202.43 148.4 3.705 8 Asbestos Cement 0.013 8.6452 0.828 2146 361 28.78 842 14.96 148.9 9.284 8 PVC 0.013 4.2386 0.256 1256 196 4.14 201 3.54 148.8 0.4 8 Asbestos Cement 0.013 12.919 3.767 509 MH-7349 1.75 792 1.42 148.6 0.22 12 Vitrified Clay 0.013 86.6681 11.554 6953 788 0 1058 198.66 148.6 Min. Slope 8 Asbestos Cement 0.013 16.9287 0.27 5424 1150 0 1333 0 149 0 6 Concrete 0.013 2.9044 115.332 4118 MH-7620 0 1105 260.05 149.1 Min. Slope 8 PVC 0.013 0.1417 0.002 1330 237 90.33 238 89.74 148.6 0.4 8 PVC 0.013 8.2826 2.415 1138 133 165.9 132 0 149.1 111.233 8 Concrete 0.013 146.908 2.568 2474 MH-7622 0 789 209.04 149.6 Min. Slope 8 PVC 0.013 2.1161 0.033 1367 MH-7624 118.84 1239 118.24 149.7 0.4 6 Vitrified Clay 0.013 3.2793 2.059 3551 920 21.72 1001 21.3 149.5 0.281 10 Asbestos Cement 0.013 86.2796 16.556 5018 MH-7623 62.8 1124 62.2 149.7 0.4 6 PVC 0.013 0.2422 0.152 2337 633 187.49 638 186.89 150.2 0.4 6 PVC 0.013 1.0883 0.683 2250 MH-7625 0 589 0 150 0 6 Concrete 0.013 1.2582 49.964 630 MH-7626 0 MH-7400 0 150.5 0 6 PVC 0.013 1.5122 60.048 3966 208 235.01 211 233.2 342.9 0.528 15 PVC 0.013 909.8006 43.195 SM 2 4444 MH-7337 38.59 MH-7469 11.98 152 17.505 6 Vitrified Clay 0.013 15.8316 1.503 3829 327 0 294 0 152.2 0 8 PVC 0.013 11.0744 204.195 3362 913 30.43 942 30.16 152.2 0.177 12 PVC 0.013 118.4983 17.594 973 MH-7629 0 137 0 151.9 0 6 Asbestos Cement 0.013 2.0372 80.895 798 MH-7534 235.75 790 235.75 152.4 0 8 PVC 0.013 5.3119 97.943 3819 326 0 319 24.41 152 Min. Slope 8 PVC 0.013 2.1248 0.098 1144 105 195.1 111 181.73 153.2 8.728 8 Concrete 0.013 1.8037 0.113 4225 1142 10.62 1141 10.23 152.7 0.255 30 PVC 0.013 4,941.88 53.117 5881 1281 0 124 191.96 153 Min. Slope 8 PVC 0.013 1.2572 0.021 6341 MH-7630 0 1308 0 153.4 0 8 PVC 0.013 0.5147 9.49 1010 89 76.98 194 76.37 153.6 0.4 8 PVC 0.013 4.3586 1.271 4461 1179 25.69 1178 23.98 153.4 1.115 8 PVC 0.013 5.0832 0.888 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 15 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 7 838 0 839 0 153.9 0 8 PVC 0.013 30.7208 566.445 2249 610 0 615 0 154 0 6 Concrete 0.013 1.7496 69.476 3542 957 35.19 956 25.36 153.7 6.394 8 Asbestos Cement 0.013 20.392 1.487 623 MH-7631 9.66 762 9.04 153.9 0.4 8 PVC 0.013 10.5126 3.064 4451 MH-7632 0 1177 111.73 154.1 Min. Slope 8 PVC 0.013 1.5613 0.034 2160 MH-7253 65.64 650 65.03 154.7 0.4 6 Vitrified Clay 0.013 1.3794 0.866 2414 MH-7633 0 526 0 154.5 0 8 PVC 0.013 2.9143 53.736 4099 MH-7634 68.76 411 68.14 154.7 0.4 6 PVC 0.013 0.1638 0.103 4586 MH-7635 169.77 1201 169.15 155 0.4 6 PVC 0.013 0.4035 0.253 203 12 0 13 0 155.4 0 8 PVC 0.013 2.0575 37.937 805 550 0 545 0 155.3 0 8 PVC 0.013 4.8924 90.208 3123 733 202.85 788 198.66 155.2 2.7 8 Asbestos Cement 0.013 11.8318 1.328 7819 1389 120.3 1388 119.5 156.1 0.512 8 PVC 0.013 1.7644 0.454 4443 MH-7636 0 MH-7419 0 156.2 0 6 PVC 0.013 1.7567 69.756 439 145 150.77 146 148.88 156.3 1.209 8 Concrete 0.013 1.4747 0.247 4236 700 164.16 1144 158.3 156.5 3.744 6 Vitrified Clay 0.013 1.7178 0.353 1131 91 0 92 205.7 157.1 Min. Slope 8 Concrete 0.013 1.1603 0.019 120 37 186.5 636 185.87 157.2 0.4 8 PVC 0.013 2.9353 0.856 2286 562 0 557 0 157.8 0 8 PVC 0.013 1.7191 31.697 3681 1050 60.71 946 60.11 157.3 0.381 8 PVC 0.013 4.9197 1.469 7586 1351 259.6 1357 258.8 157.6 0.508 8 PVC 0.013 109.8846 28.438 4767 1229 222.79 1212 204 158 11.896 8 PVC 0.013 4.4347 0.237 2798 435 0 235 0 158.6 0 8 PVC 0.013 2.5468 46.96 2215 MH-7637 61.09 1234 60.46 158.5 0.4 6 Vitrified Clay 0.013 18.203 11.429 5192 1267 242.47 1266 240.91 159.2 0.98 8 PVC 0.013 142.9142 26.619 3227 871 5.07 900 4.44 159.1 0.4 6 Concrete 0.013 19.3042 12.121 1147 122 177.84 127 176.8 244.8 0.425 15 PVC 0.013 1,021.71 54.065 SM 3 518 415 205.41 417 202.86 160 1.594 8 PVC 0.013 125.4401 18.321 2229 598 0 747 0 159.6 0 6 Concrete 0.013 0.8758 34.776 25 MH-7402 0 44 224.58 160.4 Min. Slope 6 PVC 0.013 2.2072 0.074 6240 1289 0 1288 0 160 0 8 0.013 1.3592 25.062 1710 MH-7638 0 374 0 160 0 6 PVC 0.013 0.9254 36.746 7081 801 0 753 250.23 160.9 Min. Slope 8 PVC 0.013 4.7907 0.071 989 MH-7639 0 182 209.5 160.9 Min. Slope 8 PVC 0.013 1.6261 0.026 3159 225 33.31 226 32.76 161.5 0.34 12 Asbestos Cement 0.013 10.1228 1.085 1202 MH-7495 0 184 0 161.4 0 8 PVC 0.013 37.5486 692.34 360 MH-7641 0 34 248.19 161.6 Min. Slope 8 PVC 0.013 1.4308 0.021 3599 MH-7640 0 265 0 161.5 0 6 PVC 0.013 1.9712 78.274 3471 980 11.89 926 11.48 162.3 0.253 8 Asbestos Cement 0.013 49.3574 18.105 1721 MH-7643 0 420 204.32 162.4 Min. Slope 6 PVC 0.013 2.4282 0.086 2827 714 229.99 715 229.22 162 0.475 8 PVC 0.013 125.2007 33.485 3249 MH-7442 74.78 884 74.13 162.1 0.4 6 Vitrified Clay 0.013 5.9454 3.733 2807 716 215.84 719 215.05 162.6 0.486 8 PVC 0.013 278.3145 73.631 27 44 0 45 222.17 162.4 Min. Slope 8 PVC 0.013 4.2704 0.067 2362 MH-7644 0 MH-7871 0 169.1 0 6 PVC 0.013 1.7449 69.288 4001 1082 0 1077 0 164.5 0 8 PVC 0.013 12.0318 221.848 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 16 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 917 66 17 67 16.7 164.1 0.183 30 PVC 0.013 4,780.66 60.747 7585 1348 263.2 1356 262.1 164.7 0.668 8 PVC 0.013 105.7582 23.86 1072 198 4.21 201 3.54 167.6 0.4 6 PVC 0.013 0.4914 0.309 4460 MH-7648 0 1180 34.8 164.8 Min. Slope 1 PVC 0.013 0.4038 4.147 2307 432 219.23 431 218.45 164.8 0.473 8 Asbestos Cement 0.013 15.1392 4.057 1180 112 197.86 114 194.7 164.8 1.917 8 Concrete 0.013 302.7699 40.319 3195 865 0.69 1408 0.03 165.2 0.4 8 PVC 0.013 2.6723 0.78 4157 MH-7650 0 1122 0 165.8 0 8 PVC 0.013 1.1339 20.908 1847 MH-7649 0 420 204.32 165.3 Min. Slope 6 PVC 0.013 0.881 0.031 1269 186 193 187 186.1 165.8 4.161 8 Concrete 0.013 104.5397 9.449 2070 MH-7651 240.05 78 239.39 166 0.4 8 PVC 0.013 1.5114 0.441 2292 534 0 533 0 165.5 0 8 PVC 0.013 28.7286 529.713 1158 149 156.42 147 148.49 165.6 4.789 8 Concrete 0.013 1.7401 0.147 3121 248 24.9 901 24.5 165.9 0.241 18 Concrete 0.013 2,041.33 88.184 2114 401 234.64 404 234.07 166.3 0.343 8 PVC 0.013 74.5309 23.477 2620 705 0 549 0 165.8 0 8 PVC 0.013 3.6311 66.952 2466 629 132.17 630 142.13 166.2 Min. Slope 6 Vitrified Clay 0.013 4.5723 0.742 5191 1268 243.27 1267 242.47 166.6 0.48 8 PVC 0.013 140.7903 37.466 4416 1284 0 1176 179 166.7 Min. Slope 8 PVC 0.013 5.865 0.104 2741 626 0 385 0 166.3 0 8 PVC 0.013 7.6416 140.9 7982 494 76.41 1400 48.54 166.9 16.703 8 PVC 0.013 6.4605 0.291 513 791 100 779 49.54 166.9 30.226 8 PVC 0.013 4.3054 0.144 2297 445 210.15 444 209.12 166.7 0.618 8 PVC 0.013 34.0016 7.977 2970 797 0 798 0 167.2 0 8 PVC 0.013 10.5112 193.811 6118 1286 26.17 947 22.22 167.9 2.352 8 PVC 0.013 120.6059 14.5 2328 656 126.67 660 126 167.7 0.4 8 PVC 0.013 41.0557 11.969 3019 MH-7652 77.74 822 77.07 168 0.4 6 PVC 0.013 1.8605 1.168 4139 MH-7653 0 26 0 168.3 0 8 PVC 0.013 1.7612 32.473 1189 155 130.39 159 117.39 168.6 7.712 8 Concrete 0.013 323.8952 21.506 6887 711 230.34 1337 222.88 169 4.414 8 PVC 0.013 261.1116 22.915 402 MH-7655 0 1115 0 169.2 0 8 PVC 0.013 1.4681 27.07 4238 MH-7654 0 1145 0 168.8 0 6 PVC 0.013 0.9897 39.299 2108 400 0 401 236.76 168.9 Min. Slope 8 PVC 0.013 29.1507 0.454 5024 1252 0 1253 0 169.6 0 8 PVC 0.013 2.5066 46.217 4487 1184 0 713 231.68 169.2 Min. Slope 8 PVC 0.013 3.6048 0.057 3615 942 30.16 1286 26.17 169.8 2.349 8 PVC 0.013 118.9394 14.309 2278 542 0 539 0 169.4 0 8 PVC 0.013 10.7798 198.762 7998 MH-7311 229.72 1318 229.04 169.9 0.4 6 Vitrified Clay 0.013 0.9905 0.622 4268 MH-7657 130.41 1425 129.73 170.2 0.4 6 PVC 0.013 0.5358 0.336 2294 424 230.12 423 229.23 169.9 0.524 8 PVC 0.013 19.8828 5.065 1550 MH-7343 0 844 193.76 170.2 Min. Slope 8 PVC 0.013 2.3907 0.041 3648 MH-7463 0 973 27.56 170.6 Min. Slope 8 PVC 0.013 2.728 0.125 73 1282 107.78 579 107.1 170.2 0.4 6 Concrete 0.013 2.6286 1.651 3726 MH-7658 0 968 27.14 171.1 Min. Slope 6 PVC 0.013 2.2398 0.223 4571 MH-7659 0 736 30.7 171.3 Min. Slope 8 PVC 0.013 1.1691 0.051 7079 512 0 23 0 170.9 0 8 PVC 0.013 5.1241 94.481 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 17 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 1686 MH-7660 0 613 0 171.5 0 8 PVC 0.013 1.5878 29.277 3034 813 8.38 812 7.69 171.9 0.4 8 PVC 0.013 23.5701 6.871 3776 305 0 306 0 171.3 0 8 Concrete 0.013 11.9648 220.612 4459 1180 34.8 1179 25.69 171.6 5.309 8 PVC 0.013 1.1341 0.091 2804 1337 0 712 222.88 172 Min. Slope 8 PVC 0.013 263.1013 4.261 2263 MH-7662 0 584 0 172 0 6 Concrete 0.013 1.4583 57.907 6530 MH-7661 126.21 1324 125.52 171.7 0.4 6 Vitrified Clay 0.013 0.4711 0.296 440 MH-7663 0 88 224.56 172.6 Min. Slope 8 PVC 0.013 2.0762 0.034 4902 1242 236.4 MH-7437 0 172.8 136.828 8 PVC 0.013 0.9575 0.015 2143 779 49.54 780 28.78 173.3 11.977 8 PVC 0.013 6.0923 0.325 1164 218 224.89 177 223.55 173.4 0.773 8 PVC 0.013 24.7029 5.182 3749 MH-7664 0 307 0 177.6 0 6 PVC 0.013 1.4025 55.694 1167 101 214.9 100 213.24 173 0.96 8 Concrete 0.013 260.224 48.98 4498 MH-7665 0 1186 136.12 174.7 Min. Slope 6 PVC 0.013 1.1138 0.05 1194 160 116 161 109.03 273 2.553 18 PVC 0.013 1,536.15 20.391 SM 3 4690 MH-7666 0 1191 111.58 175.1 Min. Slope 6 PVC 0.013 1.7413 0.087 2282 MH-7667 0 385 0 175.3 0 8 PVC 0.013 1.5295 28.202 1366 MH-7433 85.8 896 85.1 175.6 0.4 8 Vitrified Clay 0.013 116.977 34.1 3611 357 32.63 356 31.83 175.4 0.456 12 PVC 0.013 84.2645 7.804 804 559 0 550 0 175.9 0 8 PVC 0.013 4.1027 75.647 6889 712 222.88 1338 215.84 176 4 8 PVC 0.013 271.2562 25.008 3055 816 5.68 823 2.57 175.6 1.77 8 PVC 0.013 62.0873 8.605 2332 644 127.38 656 126.67 176.5 0.4 8 PVC 0.013 29.4118 8.576 963 822 77.07 194 76.37 176.1 0.4 8 PVC 0.013 2.7358 0.798 4609 1208 224.51 1210 212.28 176.1 6.944 8 PVC 0.013 1.3163 0.092 4008 1081 0 1080 0 176.9 0 8 PVC 0.013 4.5982 84.783 1152 141 0 140 161.24 176.8 Min. Slope 8 Concrete 0.013 1.0619 0.021 1934 MH-7668 0 80 0 176.9 0 8 PVC 0.013 1.6071 29.632 4141 1102 112.27 819 90.93 177.4 12.027 6 PVC 0.013 1.053 0.121 4457 1182 35.04 1181 27.15 177.7 4.441 8 PVC 0.013 1.9243 0.168 3289 MH-7553 0 997 0 177.2 0 8 Asbestos Cement 0.013 3.3935 62.57 520 590 99 583 87.42 177.8 6.513 6 Vitrified Clay 0.013 4.3852 0.682 1347 744 0 313 0 177.6 0 8 Concrete 0.013 1.1579 21.35 2239 MH-7671 257.09 653 256.38 178 0.4 6 Vitrified Clay 0.013 0.118 0.074 622 MH-7669 0 492 83.53 177.7 Min. Slope 8 PVC 0.013 1.8984 0.051 427 87 142.64 157 123.66 178.3 10.646 8 PVC 0.013 2.3597 0.133 3907 MH-7670 92.99 345 92.28 177.9 0.4 8 PVC 0.013 1.4872 0.434 6272 MH-7672 188.34 1293 187.63 178 0.4 6 PVC 0.013 0.8572 0.538 2932 805 260.23 795 260.37 178.5 Min. Slope 8 PVC 0.013 1.3908 0.916 1261 129 0 126 137.95 178.6 Min. Slope 8 PVC 0.013 13.1826 0.277 6318 MH-7673 0 1306 227.09 178.5 Min. Slope 8 PVC 0.013 1.3737 0.022 3777 311 0 309 0 179 0 8 Concrete 0.013 2.1161 39.018 2476 1110 178.9 461 175.47 178.5 1.921 8 PVC 0.013 5.5263 0.735 4002 1085 0 1084 0 178.8 0 8 PVC 0.013 1.6168 29.812 7844 MH-7674 5.36 1395 4.64 179 0.4 8 PVC 0.013 0.4035 0.118 2183 555 83.23 554 66.74 178.9 9.217 6 Concrete 0.013 12.0146 1.572 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 18 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 803 568 0 559 0 179.7 0 8 PVC 0.013 2.8083 51.781 2233 742 0 741 0 179.7 0 8 Concrete 0.013 1.3382 24.674 4551 MH-7677 106.23 1198 105.51 179.8 0.4 6 PVC 0.013 0.3048 0.191 2003 MH-7675 0 495 100.19 179.5 Min. Slope 8 PVC 0.013 2.3422 0.058 1605 MH-7676 0 408 232.78 179.7 Min. Slope 8 PVC 0.013 2.8561 0.046 1328 239 89.01 241 82.76 180.5 3.464 8 PVC 0.013 9.6101 0.952 3969 168 232.2 166 233.24 180.4 Min. Slope 8 PVC 0.013 3.996 0.97 4391 MH-7543 0 1172 0 181.1 0 6 PVC 0.013 0.8822 35.032 2284 MH-7678 0 567 0 181.8 0 8 PVC 0.013 0.4038 7.445 3436 976 0 980 11.89 182 Min. Slope 6 Vitrified Clay 0.013 2.44 0.379 4569 MH-7679 0 245 31.7 182.6 Min. Slope 8 PVC 0.013 0.732 0.032 2790 MH-7680 188.23 MH-7681 187.49 183.1 0.4 6 Concrete 0.013 1.9995 1.255 1331 238 89.74 239 89.01 183.1 0.399 8 PVC 0.013 8.7237 2.547 4428 MH-7682 1.47 870 0.73 183.2 0.4 8 PVC 0.013 1.6661 0.486 3430 MH-7490 0 272 0 183.1 0 8 PVC 0.013 1.1869 21.884 405 1117 0 1118 0 182.4 0 8 PVC 0.013 1.0388 19.155 4785 MH-7683 0 1212 204 183.7 Min. Slope 8 PVC 0.013 0.1915 0.003 433 MH-7684 0 137 0 184 0 6 PVC 0.013 0.9116 36.201 3926 1285 12.17 910 10.89 184 0.696 10 PVC 0.013 170.9552 20.844 3129 541 20.24 252 19.72 184 0.283 10 Concrete 0.013 107.1009 20.49 125 MH-7685 239.24 25 237.34 184.1 1.032 8 PVC 0.013 1.4762 0.268 1023 188 0 189 0 184.2 0 8 PVC 0.013 31.9033 588.249 3449 221 39.44 231 38.29 184.8 0.622 10 PVC 0.013 82.2679 10.606 5105 1263 0 483 87.05 185.2 Min. Slope 6 Concrete 0.013 10.5617 0.612 1768 502 0 508 0 185.2 0 8 Asbestos Cement 0.013 22.328 411.694 625 552 0 546 0 185.5 0 8 Asbestos Cement 0.013 4.2088 77.605 3051 830 5.74 831 5 185.5 0.4 8 Asbestos Cement 0.013 204.329 59.567 3598 266 0 267 0 185.3 0 6 Concrete 0.013 0.5162 20.498 6264 1290 0 1292 0 186.2 0 8 PVC 0.013 3.3241 61.291 4171 MH-7686 0 1127 0 186.4 0 6 PVC 0.013 1.8166 72.137 1166 202 216.89 101 214.9 186.5 1.067 8 Concrete 0.013 1.8326 0.327 2802 709 238.29 710 234.93 186.6 1.801 8 PVC 0.013 253.3014 34.806 4116 1156 0 1106 244.91 186.6 Min. Slope 8 PVC 0.013 1.8863 0.03 2288 547 0 1148 0 187 0 8 PVC 0.013 3.5063 64.651 865 MH-7687 0 59 72.38 187.2 Min. Slope 8 PVC 0.013 1.491 0.044 2803 710 234.93 711 230.34 187.4 2.449 8 PVC 0.013 258.155 30.415 4181 1133 227.8 1132 225.7 187.6 1.12 8 PVC 0.013 12.659 2.206 30 MH-7688 0 190 171.7 187.4 Min. Slope 6 PVC 0.013 0.9353 0.039 7635 1367 49.42 1368 47.44 188.7 1.049 8 PVC 0.013 2.5116 0.452 6982 MH-7690 41.83 1406 41.07 188.7 0.4 8 Vitrified Clay 0.013 0.2005 0.058 1149 MH-7689 0 134 167.93 188.6 Min. Slope 6 PVC 0.013 2.7174 0.114 4341 1160 31.2 MH-7500 0 189.2 16.492 8 PVC 0.013 7.4428 0.338 3796 324 0 322 16.48 188.7 Min. Slope 8 PVC 0.013 12.4951 0.78 4334 MH-7691 0 1158 43.3 189.3 Min. Slope 6 PVC 0.013 2.8974 0.241 4161 1124 62.2 1123 52.04 189.8 5.354 6 PVC 0.013 1.2035 0.207 8094 1496 116.62 1424 115.86 189.8 0.4 8 PVC 0.013 0.7417 0.216 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 19 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 1187 150 153.74 152 145.37 190.4 4.397 8 Concrete 0.013 321.4861 28.27 4363 1167 249.1 1166 247.99 189.4 0.586 8 PVC 0.013 2.4445 0.589 2467 MH-7692 132.99 629 132.17 204 0.4 6 Vitrified Clay 0.013 0.4978 0.313 1426 MH-7693 29.54 780 28.78 190 0.4 8 PVC 0.013 1.6892 0.492 3830 294 0 328 0 190.7 0 8 PVC 0.013 12.0535 222.248 2210 681 105.09 263 102.77 191 1.215 6 PVC 0.013 10.3 3.711 6431 1311 214.57 1312 213.62 191.5 0.496 8 PVC 0.013 1.5352 0.402 1123 170 213.9 171 212.59 191.2 0.685 8 Concrete 0.013 28.3867 6.323 1116 98 0 126 137.95 191.8 Min. Slope 8 PVC 0.013 1.4501 0.032 7592 1359 256 1360 255.1 191.6 0.47 8 PVC 0.013 114.0413 30.685 2734 274 23.79 273 23.25 192 0.281 10 Concrete 0.013 68.7082 13.174 5249 MH-7696 4.18 876 3.4 194.2 0.4 6 Vitrified Clay 0.013 0.2465 0.155 1948 MH-7697 0 773 0 193 0 8 PVC 0.013 1.5935 29.381 2253 622 0 612 0 192.9 0 8 PVC 0.013 3.4262 63.174 7682 1374 240.8 1378 238.6 192.5 1.143 8 PVC 0.013 4.6004 0.794 4289 1107 0 1108 0 192.7 0 8 PVC 0.013 4.4436 81.933 7456 MH-7292 0 68 0 192.7 0 8 Asbestos Cement 0.013 33.1505 611.246 2156 509 33.34 517 27.4 193.5 3.07 6 PVC 0.013 13.8283 3.134 3972 1072 0 578 0 193.6 0 6 Concrete 0.013 6.504 258.273 3520 977 35.66 978 0 193.2 18.455 8 PVC 0.013 3.0631 0.131 2433 613 0 1264 0 193.4 0 6 Concrete 0.013 19.4813 773.593 3382 915 37.3 967 32.63 193.7 2.411 8 PVC 0.013 0.9248 0.11 1188 152 145.37 155 130.39 194.4 7.704 8 Concrete 0.013 322.8332 21.446 3150 262 23.71 522 23.41 194.6 0.154 18 Concrete 0.013 2,063.48 111.466 4122 1109 253.42 57 0 194.9 130.004 8 PVC 0.013 3.474 0.056 3405 MH-7698 0 977 35.66 195.1 Min. Slope 8 PVC 0.013 0.691 0.03 6306 154 126.8 156 124.8 194.9 1.026 8 PVC 0.013 7.5651 1.377 7681 1373 242.7 1374 240.8 195.2 0.974 8 PVC 0.013 3.5385 0.661 3106 1065 253.49 1061 245.38 196 4.138 8 PVC 0.013 4.5487 0.412 3270 889 2.38 891 1.6 196.1 0.4 8 Asbestos Cement 0.013 4.1322 1.205 1171 106 212.61 107 0 196 108.498 8 Concrete 0.013 2.8066 0.05 4901 1240 236 MH-7367 0 195.9 120.476 8 PVC 0.013 0.7979 0.013 2739 MH-7399 0 515 0 196 0 6 PVC 0.013 3.6094 143.326 4796 MH-7699 0 1233 165.9 197 Min. Slope 6 PVC 0.013 2.1839 0.094 3409 MH-7274 0 943 45.91 197.4 Min. Slope 6 PVC 0.013 0.5715 0.047 1478 MH-7700 92.25 679 91.46 197.7 0.4 8 PVC 0.013 3.1952 0.931 4329 MH-7701 0 730 199.65 198.2 Min. Slope 6 Concrete 0.013 1.8806 0.074 4239 MH-7425 0 599 0 198.1 0 6 Concrete 0.013 1.8141 72.036 6654 MH-7702 0 1330 146.72 198.3 Min. Slope 6 Vitrified Clay 0.013 0.6402 0.03 2848 799 0 800 255.05 198.4 Min. Slope 8 PVC 0.013 1.3908 0.023 2357 MH-7480 0 564 0 198.9 0 6 Asbestos Cement 0.013 2.3023 91.424 4180 1132 225.7 1131 218.5 199 3.617 8 PVC 0.013 17.2903 1.676 3443 MH-7703 0 917 30.66 199.2 Min. Slope 8 PVC 0.013 0.6802 0.032 2423 250 0 261 22.82 198.9 Min. Slope 8 PVC 0.013 17.8575 0.972 3194 868 1.49 865 0.69 199.5 0.401 8 PVC 0.013 2.0832 0.607 3889 334 62.6 349 61.8 199.4 0.4 8 PVC 0.013 3.3532 0.978 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 20 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 3897 335 55.74 336 55 199.4 0.371 10 PVC 0.013 41.5701 6.939 943 840 201.29 77 0 200.1 100.597 8 PVC 0.013 297.2713 5.465 2100 759 0 760 248.56 199.8 Min. Slope 8 PVC 0.013 1.9828 0.033 1165 177 217.98 101 214.9 199.8 1.542 8 Concrete 0.013 256.3986 38.076 1141 109 0 110 0 200 0 8 Concrete 0.013 3.837 70.749 429 MH-7705 0 1109 253.42 200.5 Min. Slope 8 PVC 0.013 2.545 0.042 3001 MH-7704 0 807 0 200.2 0 6 PVC 0.013 2.8753 114.175 3816 308 0 310 0 200.3 0 8 Concrete 0.013 0.6612 12.192 3278 MH-7706 67.71 874 66.91 200.8 0.4 6 Vitrified Clay 0.013 1.1126 0.699 4281 MH-7708 0 1151 10.62 201.4 Min. Slope 8 PVC 0.013 0.7101 0.057 8071 1417 242.24 1418 240.14 200.9 1.045 8 0.013 2.1238 0.383 1133 94 203.24 99 200.73 278.4 0.902 15 PVC 0.013 995.3274 36.155 SM 3 617 585 70.46 MH-7341 13.16 201.5 28.441 6 PVC 0.013 7.6595 0.57 3936 MH-7707 5.52 197 4.72 201.3 0.4 6 PVC 0.013 0.1638 0.103 2287 557 0 547 0 201.9 0 8 PVC 0.013 2.5088 46.258 4948 1244 62.89 349 61.8 202.1 0.539 8 PVC 0.013 2.6903 0.675 820 485 132.79 488 117.9 202.6 7.348 8 PVC 0.013 363.6812 24.738 7983 1401 74.5 1397 66.95 203 3.719 8 0.013 1.9599 0.187 2065 558 65.29 563 65.25 203 0.02 6 Concrete 0.013 13.6598 38.642 6668 MH-7428 98.23 1336 97.42 203 0.4 6 Vitrified Clay 0.013 0.5025 0.315 4224 1141 10.23 1140 9.28 202.8 0.468 30 PVC 0.013 5,116.83 40.614 3940 MH-7552 0 424 230.12 204 Min. Slope 8 PVC 0.013 16.9409 0.294 3982 1074 15.9 1070 15.65 204.1 0.123 30 PVC 0.013 4,886.00 75.829 1724 MH-7709 0 517 27.4 203.8 Min. Slope 4 PVC 0.013 1.1331 0.362 3609 231 38.29 358 33.4 204.2 2.394 10 PVC 0.013 82.709 5.436 2090 436 159.78 1319 148.44 204.7 5.539 8 Concrete 0.013 28.6293 2.243 41 533 0 MH-7291 0 204.2 0 8 Asbestos Cement 0.013 31.2283 575.803 3440 MH-7710 0 967 32.63 205 Min. Slope 8 PVC 0.013 1.1095 0.051 966 193 104.52 810 101.88 530.6 0.498 18 PVC 0.013 1,716.78 51.628 SM 4 2104 387 247.06 390 241.4 206.3 2.743 8 PVC 0.013 27.2469 3.033 3255 MH-7711 84.75 875 83.93 206 0.4 6 Vitrified Clay 0.013 1.3333 0.837 3623 1057 0 1056 0 206 0 8 PVC 0.013 20.0277 369.28 3237 880 7.5 885 6.67 206.6 0.4 6 Vitrified Clay 0.013 13.7077 8.607 1200 130 0 MH-7384 0 207.1 0 8 PVC 0.013 30.2414 557.606 7823 1394 145.2 1388 123.8 207.1 10.333 8 PVC 0.013 0.4411 0.025 2265 611 0 1097 0 207.5 0 8 PVC 0.013 2.2688 41.834 3236 1155 3.62 887 2.79 207.1 0.4 8 Asbestos Cement 0.013 9.5458 2.783 2102 760 248.56 387 247.06 207.5 0.723 8 PVC 0.013 24.4432 5.301 4947 1245 63.94 1244 62.89 209 0.502 8 PVC 0.013 2.2492 0.585 3185 859 6.56 867 5.72 208.9 0.4 8 Asbestos Cement 0.013 0.472 0.138 4738 MH-7714 0 1228 0 208.6 0 8 PVC 0.013 1.436 26.478 2321 501 91.32 5 82.87 209.4 4.035 8 Asbestos Cement 0.013 629.208 57.759 144 527 0 528 0 208.9 0 8 PVC 0.013 8.3268 153.534 3665 998 17.87 997 17.52 209.5 0.167 12 Asbestos Cement 0.013 169.5781 25.945 3678 MH-7378 48.91 292 48.07 209.7 0.4 8 PVC 0.013 8.587 2.503 89 52 16.61 53 16.15 210.5 0.219 12 PVC 0.013 0.8076 0.108 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 21 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 2298 MH-7394 0 444 209.12 210.7 Min. Slope 8 PVC 0.013 4.1371 0.077 7583 1353 282.5 1355 279.4 211.4 1.467 8 PVC 0.013 101.8916 15.513 88 51 17.08 52 16.61 211.5 0.222 12 PVC 0.013 0.4038 0.054 6288 MH-7715 144.44 623 143.41 258.6 0.4 6 Vitrified Clay 0.013 0.118 0.074 4456 1183 43.48 1182 35.04 211.2 3.996 8 PVC 0.013 1.5205 0.14 7662 MH-7717 0 1370 0 212 0 8 PVC 0.013 1.0316 19.021 7620 MH-7716 227.17 1272 166.79 211.8 28.507 6 Vitrified Clay 0.013 10.3412 0.769 5129 MH-7718 134.74 1265 133.89 212 0.4 6 PVC 0.013 1.4093 0.885 3054 828 4.8 826 3.95 212.5 0.4 8 Asbestos Cement 0.013 2.8317 0.826 4155 1121 12.47 911 11.92 212.4 0.259 30 PVC 0.013 4,941.14 52.743 1125 164 223.38 165 222.71 71.2 0.942 15 PVC 0.013 944.8505 33.585 SM 5 330 MH-7719 22.85 227 21.99 214.4 0.401 6 Concrete 0.013 1.4177 0.889 6294 1301 160.15 1300 0 213.9 74.871 8 PVC 0.013 2.6929 0.057 6432 1312 213.62 1313 212.57 214.9 0.489 8 PVC 0.013 2.3028 0.607 8092 1495 0 1423 0 214.8 0 8 PVC 0.013 0.7646 14.098 2320 495 100.19 501 91.32 214.8 4.129 8 Asbestos Cement 0.013 626.6187 56.858 5102 MH-7720 108.28 1261 107.42 214.5 0.4 6 Vitrified Clay 0.013 6.0426 3.794 3241 MH-7721 80.03 881 79.17 214.9 0.4 6 Vitrified Clay 0.013 0.5525 0.347 2329 655 133.28 1258 121.11 218 5.585 6 Vitrified Clay 0.013 7.8957 1.327 3634 979 0 982 0 215.1 0 8 PVC 0.013 2.7569 50.833 2147 MH-7722 38.36 496 37.5 215 0.4 8 PVC 0.013 0.6426 0.187 3821 321 0 296 0 215.7 0 8 PVC 0.013 32.904 606.701 2342 669 207.98 MH-7723 190.32 215.9 8.179 6 Vitrified Clay 0.013 1.6215 0.225 4585 MH-7724 170.02 1201 169.15 216 0.4 6 Vitrified Clay 0.013 2.8051 1.761 425 MH-7725 0 174 238.7 216.5 Min. Slope 8 PVC 0.013 1.4871 0.026 1607 372 1.43 783 0.82 216.6 0.282 10 Asbestos Cement 0.013 223.4767 42.826 3965 211 233.2 210 232.83 86.6 0.427 15 PVC 0.013 916.4694 48.35 SM 5 2217 1320 215.13 677 171.71 217.5 19.959 6 Vitrified Clay 0.013 5.0235 0.447 340 1309 17.86 30 17.72 217.7 0.064 30 PVC 0.013 4,733.93 101.402 1953 MH-7596 0 771 0 218.5 0 8 PVC 0.013 4.0418 74.524 2538 MH-7726 166.59 690 165.72 218.1 0.4 6 Vitrified Clay 0.013 0.8432 0.529 4003 1084 0 1083 0 218.6 0 8 PVC 0.013 7.863 144.981 98 57 0 1081 0 218.7 0 8 PVC 0.013 4.1689 76.868 2370 MH-7727 0 228 0 219.2 0 6 PVC 0.013 1.8684 74.195 3600 291 90.91 290 84.11 218.7 3.109 8 PVC 0.013 6.016 0.629 7576 1355 279.4 1354 270.4 219.8 4.095 8 PVC 0.013 103.695 9.448 815 461 175.47 470 165.46 220.2 4.546 8 PVC 0.013 341.082 29.496 4689 MH-7728 58.47 MH-7287 57.59 219.7 0.4 8 PVC 0.013 1.0645 0.31 1311 1418 240.14 174 238.7 220.5 0.653 8 PVC 0.013 149.4296 34.098 3693 951 23.84 955 20.78 220.6 1.387 8 PVC 0.013 4.3332 0.678 3446 368 41.3 3 40.51 220.9 0.358 10 PVC 0.013 81.3857 13.841 1441 MH-7730 0 769 223.73 220.5 Min. Slope 8 PVC 0.013 0.7676 0.014 2235 738 0 737 0 221.2 0 6 PVC 0.013 0.4944 19.632 822 406 233.93 412 232.96 221.8 0.437 8 PVC 0.013 7.5701 2.11 4168 MH-7731 0 18 109.67 221.5 Min. Slope 6 PVC 0.013 0.7646 0.043 1192 1345 165.16 153 0 222.2 74.314 6 Concrete 0.013 19.6668 0.906 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 22 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 2221 MH-7732 154.74 1380 153.85 222.8 0.4 6 Vitrified Clay 0.013 0.3048 0.191 1335 240 59.6 244 58.33 222.8 0.57 8 PVC 0.013 39.8057 9.721 2424 628 0 619 0 223.7 0 8 PVC 0.013 0.8096 14.927 7577 1356 262.1 1349 260.5 223.8 0.715 8 PVC 0.013 106.7898 23.287 7633 MH-7733 99.37 1366 98.48 223.7 0.4 6 Vitrified Clay 0.013 3.4152 2.144 3641 954 44.48 957 35.19 223.8 4.151 8 PVC 0.013 13.3137 1.205 4903 1243 245.5 1242 236.4 224 4.063 8 PVC 0.013 0.6862 0.063 786 430 189.16 437 183.54 224.7 2.501 6 Concrete 0.013 11.9033 2.989 2662 1089 0 691 116.55 224 Min. Slope 8 PVC 0.013 2.6192 0.067 8099 192 131.43 193 104.52 224.8 11.97 8 Concrete 0.013 151.199 8.058 4900 1241 244.91 1240 236 224.4 3.971 8 PVC 0.013 0.2234 0.021 3762 310 0 299 0 225.2 0 8 Concrete 0.013 8.2471 152.063 1136 131 166.8 133 165.9 224.7 0.4 8 Concrete 0.013 138.3974 40.352 2209 MH-7734 162.9 652 162 225 0.4 6 Vitrified Clay 0.013 0.8396 0.527 3251 MH-7735 64.35 1197 63.45 225.1 0.4 6 Vitrified Clay 0.013 1.4472 0.909 2426 MH-7723 190.32 657 189.42 225.5 0.4 6 Vitrified Clay 0.013 2.4941 1.566 3250 MH-7736 136.63 879 135.73 225.6 0.4 6 Vitrified Clay 0.013 2.4039 1.509 2050 764 3.39 781 2.48 226 0.403 8 Asbestos Cement 0.013 217.4728 63.187 3254 MH-7737 86 896 85.1 226.1 0.4 6 Vitrified Clay 0.013 1.2194 0.766 32 MH-7738 0 329 34.13 227 Min. Slope 8 PVC 0.013 1.5022 0.071 2427 1293 187.63 686 175.77 227 5.225 8 PVC 0.013 4.9856 0.402 3366 MH-7739 0 939 0 227.1 0 8 PVC 0.013 0.4411 8.133 1646 60 0 515 0 227.5 0 8 PVC 0.013 8.2387 151.908 1965 MH-7740 0 405 234.19 227.7 Min. Slope 8 PVC 0.013 5.2433 0.095 818 476 148.35 477 147.39 227.2 0.423 8 PVC 0.013 348.9395 98.969 2910 796 0 794 0 227.3 0 8 PVC 0.013 3.3186 61.189 2080 767 0 768 234 227.6 Min. Slope 8 PVC 0.013 1.1874 0.022 709 370 100.91 791 100 227.7 0.4 8 PVC 0.013 2.9621 0.863 2059 573 40.51 561 39.6 228.3 0.4 8 Vitrified Clay 0.013 50.4109 14.698 3431 MH-7741 0 270 0 228.2 0 8 PVC 0.013 0.594 10.953 3885 353 80.97 348 81.38 228.7 Min. Slope 8 PVC 0.013 15.0322 6.546 2094 440 0 448 156.38 229 Min. Slope 8 PVC 0.013 1.9914 0.044 7603 504 0 60 0 228.9 0 8 PVC 0.013 1.0316 19.021 3610 358 33.4 357 32.63 228.5 0.337 10 PVC 0.013 83.1501 14.568 2035 MH-7745 150.66 1238 149.74 228.8 0.4 6 Vitrified Clay 0.013 1.8911 1.187 3225 MH-7744 1.66 870 0.73 230.5 0.4 8 Vitrified Clay 0.013 2.0944 0.611 3613 941 61 939 0 228.5 26.696 8 PVC 0.013 6.2867 0.224 130 MH-7527 0 393 0 228.8 0 8 PVC 0.013 2.3773 43.833 3774 316 0 315 0 229.5 0 8 Concrete 0.013 25.7501 474.793 3640 948 50.41 954 44.48 229.9 2.579 8 PVC 0.013 11.7822 1.353 262 MH-7481 0 692 0 229.9 0 8 PVC 0.013 3.8372 70.753 1168 100 213.24 102 210.86 229.8 1.036 8 Concrete 0.013 261.4038 47.357 1999 MH-7747 0 586 0 230.4 0 6 Concrete 0.013 1.1561 45.906 93 56 0 790 235.75 230 Min. Slope 8 PVC 0.013 1.0497 0.019 2072 766 239.24 765 235.35 230.7 1.686 8 PVC 0.013 1.4304 0.203 1764 MH-7746 0 1062 244.61 232.7 Min. Slope 8 PVC 0.013 1.2572 0.023 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 23 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 2223 642 0 645 0 230.6 0 8 Concrete 0.013 3.2968 60.788 1785 1273 0 485 132.79 231.4 Min. Slope 8 PVC 0.013 4.0033 0.097 5053 MH-7748 102.75 625 101.82 231.5 0.4 6 PVC 0.013 0.6741 0.423 3531 330 0 279 0 231.3 0 8 Concrete 0.013 20.0776 370.201 6327 MH-7750 0 533 0 232 0 6 Concrete 0.013 1.4725 58.471 4335 1158 43.3 1159 34.13 231.4 3.962 8 PVC 0.013 4.1088 0.381 819 477 147.39 484 134.98 232.6 5.335 8 PVC 0.013 355.3717 28.37 2107 391 0 400 0 232.9 0 8 PVC 0.013 25.9892 479.202 36 MH-7751 0 524 0 232.3 0 6 PVC 0.013 0.4038 16.035 3629 973 27.56 981 19.17 233.3 3.597 8 PVC 0.013 4.3801 0.426 2267 MH-7754 0 581 0 233.4 0 6 Concrete 0.013 1.2839 50.984 2075 1100 0 771 0 232.9 0 6 Concrete 0.013 4.7798 189.803 2157 MH-7458 0 MH-7293 0 233.6 0 6 PVC 0.013 9.9541 395.271 4462 1178 23.98 MH-7368 0 233.2 10.284 8 PVC 0.013 6.526 0.375 4643 MH-7752 0 1217 112 233.2 Min. Slope 8 PVC 0.013 0.7997 0.021 4246 1147 188.13 MH-7753 0 233.3 80.655 8 PVC 0.013 1.1087 0.023 3109 34 248.07 1061 245.38 233.7 1.151 6 PVC 0.013 4.5759 1.694 7588 1363 249.9 1060 248.38 234.7 0.648 8 PVC 0.013 119.3508 27.345 3603 223 45.97 367 44.95 234.3 0.435 10 PVC 0.013 79.1802 12.204 1178 117 216.39 116 0 234.5 92.277 8 PVC 0.013 17.5664 0.337 4131 MH-7755 0 24 0 235.3 0 6 PVC 0.013 1.2294 48.819 3794 323 0 322 16.48 235.4 Min. Slope 8 PVC 0.013 2.5692 0.179 4165 1126 0 1125 0 235.7 0 6 PVC 0.013 1.8233 72.403 2270 581 0 578 0 235.1 0 6 Concrete 0.013 50.801 2,017.29 2579 MH-7757 257.86 647 256.92 235.7 0.4 6 Asbestos Cement 0.013 0.7971 0.5 957 84 235.82 85 234.13 236 0.716 8 PVC 0.013 2.719 0.592 2909 794 0 797 0 235.4 0 8 PVC 0.013 5.5634 102.58 3893 348 81.38 352 74.4 235.4 2.966 8 PVC 0.013 27.1791 2.91 2971 795 260.37 800 255.05 236.2 2.253 8 PVC 0.013 4.3707 0.537 2046 MH-7756 118.14 680 117.2 235.7 0.4 6 PVC 0.013 1.5194 0.954 3032 809 0 810 101.88 236.3 Min. Slope 8 Asbestos Cement 0.013 12.7154 0.357 3441 MH-7758 0 979 0 236.5 0 6 PVC 0.013 1.1095 44.057 3235 883 57.76 MH-7354 56.81 236.5 0.4 6 Vitrified Clay 0.013 28.5374 17.918 2415 526 0 359 41.93 236.8 Min. Slope 8 PVC 0.013 4.4805 0.196 4517 1188 31.43 863 3.7 236.3 11.736 10 PVC 0.013 570.8041 16.944 3981 260 0 1074 15.9 236.1 Min. Slope 8 PVC 0.013 20.6577 1.468 2041 20 107.33 1276 106.39 236.3 0.4 6 Concrete 0.013 1.7491 1.098 1153 139 0 140 161.24 236.4 Min. Slope 8 Concrete 0.013 3.0749 0.069 2083 418 206.25 426 178.41 237.1 11.74 8 PVC 0.013 21.1358 1.137 3141 905 20.22 902 19.59 236.4 0.266 18 Concrete 0.013 2,169.79 89.155 2252 1149 0 599 0 237.2 0 6 Concrete 0.013 24.8274 985.886 1185 148 0 150 153.74 237.1 Min. Slope 8 Concrete 0.013 1.0619 0.024 3639 946 60.11 948 50.41 237.7 4.08 8 PVC 0.013 7.3407 0.67 3110 1062 244.61 1064 243.64 237.9 0.408 8 PVC 0.013 15.9644 4.61 3638 949 37.79 957 35.19 238.2 1.092 8 PVC 0.013 6.1183 1.08 1177 119 212.58 117 216.39 238.5 Min. Slope 8 PVC 0.013 3.1568 0.461 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 24 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 2116 409 221.44 414 206.6 238.6 6.22 8 PVC 0.013 78.2466 5.785 3276 888 68.07 874 66.91 238.1 0.487 10 Vitrified Clay 0.013 65.6815 9.571 3607 222 42.22 368 41.3 238.9 0.385 10 PVC 0.013 80.9446 13.264 2121 474 143.74 473 135.92 238.3 3.281 8 PVC 0.013 8.1585 0.83 129 1165 247.75 81 0 239.4 103.504 8 PVC 0.013 6.0563 0.11 1909 776 0 777 99.22 239.3 Min. Slope 6 Concrete 0.013 5.2212 0.322 7600 575 124.36 20 107.33 238.7 7.135 6 Concrete 0.013 0.5701 0.085 442 176 219.28 88 218.26 239.8 0.425 8 Concrete 0.013 227.4958 64.317 4399 1172 0 1111 0 239.7 0 8 PVC 0.013 10.6109 195.649 2124 MH-7322 0 457 160.44 239.1 Min. Slope 8 PVC 0.013 4.286 0.096 4223 1140 9.28 1139 8.22 239.1 0.443 30 PVC 0.013 5,117.08 41.744 214 1112 31.62 940 31.03 240 0.246 12 PVC 0.013 106.4935 13.431 1652 MH-7759 114.63 373 113.67 240 0.4 6 Vitrified Clay 0.013 0.9447 0.593 2585 MH-7761 0 474 143.74 240.2 Min. Slope 8 PVC 0.013 2.3266 0.055 965 820 238.89 84 235.82 239.9 1.28 8 PVC 0.013 1.317 0.215 2260 607 0 609 134.8 239.8 Min. Slope 8 PVC 0.013 1.2753 0.031 3646 MH-7363 0 965 21.06 239.9 Min. Slope 8 PVC 0.013 8.9284 0.556 4005 MH-7760 0 1083 0 240.2 0 8 PVC 0.013 0.7609 14.029 3680 938 0 939 0 240.8 0 8 PVC 0.013 0.4411 8.133 3184 860 7.52 859 6.56 241 0.4 8 Asbestos Cement 0.013 0.354 0.103 7587 1358 257.4 1352 256.2 240.5 0.499 8 PVC 0.013 111.9478 29.22 1012 MH-7762 0 181 207.93 241.2 Min. Slope 8 PVC 0.013 1.3786 0.027 1992 689 0 619 0 240.6 0 8 PVC 0.013 4.7984 88.475 1491 MH-7763 85.73 556 84.76 241.6 0.4 6 PVC 0.013 0.2005 0.126 35 848 0 259 0 241 0 8 PVC 0.013 17.8612 329.334 2327 660 121.75 MH-7445 120.79 241.5 0.4 8 Vitrified Clay 0.013 53.9474 15.726 3967 207 235.69 208 235.01 130.2 0.522 15 PVC 0.013 900.781 42.989 SM 5 4175 1129 227.4 1128 203.1 242.5 10.021 8 PVC 0.013 0.9857 0.057 635 975 0 MH-7764 0 242.6 0 6 Vitrified Clay 0.013 7.0585 280.291 3084 837 0 838 0 242.8 0 8 PVC 0.013 28.6902 529.005 1132 93 204.2 94 203.24 242.4 0.396 8 Concrete 0.013 10.6916 3.132 787 420 204.32 MH-7249 189.16 251.6 6.026 6 PVC 0.013 4.2752 0.692 4499 593 141.94 1186 136.12 242.8 2.397 6 Vitrified Clay 0.013 2.6311 0.675 2232 747 0 739 0 243.3 0 8 Concrete 0.013 5.41 99.752 2175 MH-7767 93.91 646 92.94 243.2 0.4 6 Vitrified Clay 0.013 1.0123 0.636 5294 MH-7765 0 776 0 242.9 0 8 PVC 0.013 0.9754 17.985 3545 283 0 281 0 243.7 0 8 Concrete 0.013 32.1203 592.249 3337 912 61.79 1050 60.71 243.9 0.443 8 PVC 0.013 1.7743 0.492 2152 MH-7768 0 506 0 244 0 8 PVC 0.013 2.2054 40.664 1314 205 228.88 164 223.38 244.1 2.253 8 Concrete 0.013 11.8444 1.455 3532 968 27.14 969 25.13 243.5 0.826 8 PVC 0.013 7.6515 1.553 3931 908 9.54 1051 8.54 244.2 0.409 18 Concrete 0.013 179.0284 5.934 5081 1256 63.14 1255 55.28 243.6 3.227 8 PVC 0.013 2.9169 0.299 2269 592 0 581 0 244.5 0 8 PVC 0.013 2.6832 49.474 3968 213 236.33 207 235.69 131.8 0.486 15 PVC 0.013 899.0828 44.495 SM 5 2129 453 0 464 0 244.8 0 6 PVC 0.013 3.36 133.423 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 25 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 3687 MH-7331 0 327 0 245.4 0 8 PVC 0.013 4.9778 91.783 3536 961 0 962 0 245.6 0 8 PVC 0.013 25.5602 471.291 3108 1061 245.38 79 245.17 246.4 0.085 8 PVC 0.013 10.78 6.808 2482 688 15.49 1068 14.95 246.1 0.219 12 PVC 0.013 1.6152 0.216 872 61 240 388 236.16 246.5 1.558 8 PVC 0.013 3.1361 0.463 3539 270 0 271 0 245.9 0 8 PVC 0.013 8.737 161.097 6291 1298 0 445 210.15 246.3 Min. Slope 8 PVC 0.013 32.1501 0.642 6643 MH-7770 0 138 0 246 0 8 PVC 0.013 0.7676 14.153 404 1116 0 MH-7339 0 246.6 0 8 PVC 0.013 3.6483 67.27 942 77 0 1059 191.69 246.9 Min. Slope 8 PVC 0.013 301.4242 6.308 3894 340 78.69 337 77.59 274.5 0.4 8 PVC 0.013 12.3689 3.606 80 49 226.02 50 215.21 247.4 4.37 8 PVC 0.013 7.1435 0.63 3083 763 5.96 817 4.97 247.2 0.4 8 PVC 0.013 0.9077 0.265 3151 234 173.42 232 168.8 246.9 1.871 6 Concrete 0.013 24.8942 7.226 7685 1375 242.1 1376 240.2 201.5 0.943 15 PVC 0.013 853.2185 30.31 SM 5 1786 MH-7772 0 1273 0 248 0 6 PVC 0.013 1.8605 73.882 3620 965 21.06 963 16.79 247.4 1.726 8 PVC 0.013 13.7715 1.933 284 MH-7771 0 748 0 254 0 8 PVC 0.013 1.4202 26.186 2224 645 0 649 0 247.7 0 8 Concrete 0.013 6.0214 111.025 1264 173 229.4 164 223.38 241.7 2.491 15 PVC 0.013 931.4395 20.357 SM 5 2162 MH-7773 161.94 658 160.95 248.5 0.4 6 Vitrified Clay 0.013 288.3217 181.026 2001 596 0 377 0 248.8 0 8 PVC 0.013 7.6529 141.108 4245 MH-7753 0 451 185.69 248.2 Min. Slope 8 PVC 0.013 3.135 0.067 2033 1262 174.73 656 126.67 248.4 19.346 6 Vitrified Clay 0.013 10.4304 0.942 806 359 0 220 41.57 248 Min. Slope 8 PVC 0.013 5.243 0.236 1186 142 167.92 150 153.74 249.4 5.686 8 Concrete 0.013 319.3623 24.695 1313 206 222.8 163 221.8 249.4 0.4 8 Concrete 0.013 13.3972 3.906 2336 1425 129.73 632 128.73 249.3 0.4 6 PVC 0.013 1.6761 1.052 834 701 0 515 24.5 248.9 Min. Slope 8 PVC 0.013 20.2261 1.189 2271 578 0 572 0 249.6 0 6 Concrete 0.013 57.761 2,293.66 3030 807 0 808 0 249.8 0 8 PVC 0.013 5.8451 107.774 1154 140 161.24 146 148.88 249.9 4.947 8 Concrete 0.013 1,184.84 98.225 1270 179 229.03 178 227.58 250 0.58 8 PVC 0.013 4.093 0.991 3725 16 0 41 0 250 0 8 PVC 0.013 0.5905 10.889 2099 471 105.31 478 90.95 250 5.744 10 Concrete 0.013 74.6278 3.167 3895 346 57.16 347 56.18 249.7 0.392 8 PVC 0.013 40.6879 11.976 1142 110 0 111 181.73 249.5 Min. Slope 8 Concrete 0.013 6.0315 0.13 1190 137 0 138 0 250.4 0 6 Concrete 0.013 4.2559 168.999 1126 165 222.71 172 217.91 254.3 1.888 15 PVC 0.013 945.9123 23.747 SM 5 1979 371 231.48 714 229.99 250.4 0.595 8 PVC 0.013 114.843 27.453 1122 169 0 170 213.9 249.9 Min. Slope 8 Concrete 0.013 11.9928 0.239 504 625 101.82 616 100.86 241.3 0.4 6 Vitrified Clay 0.013 3.1704 1.991 3096 MH-7774 101.91 370 100.91 250.1 0.4 8 PVC 0.013 1.0784 0.314 636 MH-7764 0 926 11.48 250 Min. Slope 6 Vitrified Clay 0.013 7.9887 1.48 2477 566 41.54 573 40.51 255.9 0.4 8 Concrete 0.013 18.5936 5.42 594 839 0 35 0 250.6 0 8 Asbestos Cement 0.013 33.0717 609.793 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 26 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 4417 1176 179 234 173.42 251 2.223 8 PVC 0.013 7.7622 0.96 3622 963 16.79 964 13.74 250.3 1.218 8 PVC 0.013 17.6651 2.951 2166 1201 169.15 693 168.15 250.6 0.4 6 Vitrified Clay 0.013 3.8489 2.417 2062 600 110.06 590 99 251.1 4.405 6 Vitrified Clay 0.013 3.9479 0.747 2141 449 0 450 0 250.6 0 8 PVC 0.013 11.8776 219.005 2149 219 25.08 842 14.96 250.7 4.037 8 PVC 0.013 3.6782 0.338 2732 276 0 277 0 250.7 0 8 PVC 0.013 4.6653 86.022 2144 MH-7383 39.09 490 38.08 251.6 0.4 8 PVC 0.013 1.8164 0.53 1196 180 215.1 182 209.5 251.7 2.225 8 Asbestos Cement 0.013 2.2429 0.277 17 38 0 39 131.7 250.8 Min. Slope 8 PVC 0.013 1.3006 0.033 2258 589 0 377 0 250.9 0 6 Concrete 0.013 31.1487 1,236.90 5101 1260 0 569 0 251.7 0 6 Concrete 0.013 9.0356 358.799 1121 163 221.8 170 213.9 251.9 3.136 8 Concrete 0.013 15.3319 1.596 6062 465 0 1099 90.04 251.9 Min. Slope 6 Concrete 0.013 3.0064 0.2 7809 1387 0 MH-7872 0 256.3 0 8 PVC 0.013 1.842 33.963 3637 944 46.54 949 37.79 251.7 3.476 8 PVC 0.013 3.9292 0.389 2111 392 0 403 0 252.3 0 8 PVC 0.013 3.4652 63.893 8049 861 9.81 1407 8.8 251.9 0.4 8 Asbestos Cement 0.013 0.118 0.034 3690 950 16.01 960 15.07 252.3 0.373 8 Asbestos Cement 0.013 2.37 0.716 2247 1325 0 615 0 252.5 0 6 Concrete 0.013 4.84 192.195 2030 484 134.98 485 132.79 251.9 0.869 8 PVC 0.013 357.2322 70.649 2245 MH-7776 223.24 670 222.23 252.8 0.4 6 Vitrified Clay 0.013 1.0234 0.643 1128 95 0 96 203.5 252.4 Min. Slope 8 PVC 0.013 5.3775 0.11 665 331 84.33 332 62.87 253.2 8.475 8 PVC 0.013 2.9003 0.184 1315 204 231.18 173 229.4 275.7 0.646 15 PVC 0.013 920.5337 39.517 SM 5 1316 178 227.58 218 224.89 253.5 1.061 8 PVC 0.013 23.1102 4.137 2122 466 146.56 473 135.92 254.3 4.183 8 PVC 0.013 173.5661 15.647 2262 586 0 584 0 253.4 0 6 Concrete 0.013 41.7537 1,658.02 2168 693 168.15 620 159.92 253.9 3.241 6 Vitrified Clay 0.013 5.0303 1.11 2481 687 14.79 746 14.45 253.9 0.134 30 PVC 0.013 4,892.14 72.619 600 MH-7777 0 36 0 253.9 0 8 PVC 0.013 0.9317 17.179 7683 1376 240.2 1378 238.6 291.9 0.548 15 PVC 0.013 854.2804 39.798 SM 5 5906 992 10.16 994 9.47 254.1 0.271 8 Asbestos Cement 0.013 59.7311 21.137 506 MH-7778 132.89 697 131.87 254.9 0.4 6 Vitrified Clay 0.013 0.7417 0.466 7860 1397 66.95 1398 59.2 255.2 3.037 8 PVC 0.013 2.2923 0.243 2173 621 133.79 1259 123.85 255.2 3.895 6 Vitrified Clay 0.013 2.3629 0.475 2600 704 0 702 26.24 255.2 Min. Slope 8 PVC 0.013 6.8006 0.391 3604 367 44.95 366 44.37 255.5 0.227 10 PVC 0.013 79.6213 16.994 2118 1249 0 434 174.61 255.8 Min. Slope 8 PVC 0.013 128.6216 2.87 486 698 99.54 597 89.36 255.7 3.982 6 Vitrified Clay 0.013 5.9731 1.189 2254 637 172.86 MH-7521 171.84 255.3 0.4 6 PVC 0.013 12.1497 7.628 2355 579 107.1 576 106.35 255.3 0.294 6 Concrete 0.013 4.4141 3.233 6437 1318 229.04 1317 216.12 255.5 5.056 6 PVC 0.013 1.3726 0.242 3261 898 163.4 877 162.38 255.9 0.4 6 Vitrified Clay 0.013 36.9383 23.194 2153 506 0 248 24.9 255.8 Min. Slope 8 PVC 0.013 6.1321 0.362 817 470 165.46 476 148.35 256.8 6.664 8 PVC 0.013 346.5858 24.755 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 27 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 2148 496 26.1 219 25.08 256.1 0.4 8 PVC 0.013 2.6514 0.773 2234 741 0 740 0 256.8 0 8 Concrete 0.013 2.47 45.543 4226 1143 11.26 1142 10.62 256.1 0.25 30 PVC 0.013 4,941.63 53.693 3549 273 23.25 271 22.53 256.9 0.28 10 Asbestos Cement 0.013 69.6085 13.372 3538 272 0 270 0 257.1 0 8 PVC 0.013 7.0052 129.165 1156 151 136.04 154 126.8 257.1 3.594 8 PVC 0.013 5.6629 0.551 3635 982 0 983 0 256.5 0 8 PVC 0.013 3.7767 69.637 4356 1163 46 1162 0 256.5 17.935 8 PVC 0.013 5.9683 0.26 4630 1214 62.82 1213 50.37 257.4 4.836 8 PVC 0.013 1.8835 0.158 3775 313 0 314 0 256.7 0 8 Concrete 0.013 3.4509 63.63 1259 184 0 185 197.59 256.9 Min. Slope 8 PVC 0.013 40.0387 0.842 3689 970 13.8 972 12.96 257.7 0.326 8 Asbestos Cement 0.013 45.1022 14.567 4506 1187 29.54 13 0 257.2 11.485 8 PVC 0.013 2.0774 0.113 1203 187 186.1 190 171.7 258.3 5.574 8 Concrete 0.013 107.4061 8.388 3555 275 22.8 1002 22.13 241.7 0.277 10 Asbestos Cement 0.013 73.956 14.286 2079 770 175 772 164.46 258.6 4.075 6 Concrete 0.013 5.8527 1.151 4055 1093 92.61 1092 88.54 257.8 1.579 8 PVC 0.013 4.3646 0.641 2227 750 0 751 0 258.7 0 8 Concrete 0.013 2.1456 39.562 20 43 0 327 0 258.2 0 8 PVC 0.013 3.1721 58.489 4640 1219 106.2 1220 96.8 258.3 3.64 8 PVC 0.013 4.545 0.439 1184 135 181.83 142 167.92 259.2 5.367 8 Concrete 0.013 317.2385 25.25 3632 983 0 981 19.17 258.3 Min. Slope 8 PVC 0.013 5.4133 0.366 4642 1217 112 1218 108.9 258.3 1.2 8 PVC 0.013 2.5641 0.432 958 825 2.45 86 1.41 259.2 0.4 8 Asbestos Cement 0.013 3.9308 1.146 512 790 235.75 768 234 259.4 0.675 8 PVC 0.013 7.9967 1.795 2095 446 0 447 144.47 258.7 Min. Slope 6 Concrete 0.013 5.7148 0.304 4398 1173 35.4 1172 0 259.4 13.648 8 PVC 0.013 9.2876 0.464 2242 668 230.02 676 214.73 258.9 5.906 6 Vitrified Clay 0.013 5.9692 0.975 3890 350 62.83 349 61.8 258.7 0.398 8 PVC 0.013 28.5024 8.328 7634 1369 52.12 1367 49.42 259.5 1.04 8 PVC 0.013 1.4202 0.257 3547 279 0 278 0 259.6 0 8 Concrete 0.013 62.3514 1,149.67 1205 190 171.7 191 155.73 259.8 6.147 8 Concrete 0.013 143.9739 10.707 3543 1054 0 1053 0 259.7 0 8 Concrete 0.013 29.326 540.726 4396 1175 47.1 1174 37.1 259 3.861 8 PVC 0.013 5.12 0.48 3188 1202 3.81 858 1.7 259.7 0.812 8 PVC 0.013 180.1572 36.856 7011 MH-7780 144.45 623 143.41 259.4 0.4 6 Vitrified Clay 0.013 2.8185 1.77 4611 1207 212.33 1205 210.25 260 0.8 8 PVC 0.013 1.9067 0.393 1206 191 155.6 192 131.43 260.2 9.289 8 Concrete 0.013 149.5972 9.05 349 19 0 649 0 260.2 0 8 PVC 0.013 6.6491 122.6 42 70 0 71 20.17 260.3 Min. Slope 8 PVC 0.013 2.7786 0.184 2218 670 222.23 677 171.71 259.7 19.451 6 Vitrified Clay 0.013 5.3233 0.479 4023 337 77.59 353 80.97 260.2 Min. Slope 8 PVC 0.013 13.374 2.163 3544 1053 0 283 0 260.2 0 8 Concrete 0.013 31.4013 578.992 3817 302 0 303 0 259.5 0 8 PVC 0.013 1.8517 34.142 2126 480 115.53 486 98.91 260.5 6.381 8 PVC 0.013 184.2822 13.451 2981 803 0 761 0 260.5 0 8 PVC 0.013 2.0811 38.372 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 28 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 2034 686 175.77 1262 174.73 259.9 0.4 6 Vitrified Clay 0.013 5.8818 3.693 7700 694 123.68 1379 118.56 260 1.971 6 Vitrified Clay 0.013 4.2548 1.203 2436 MH-7355 119.88 MH-7624 118.84 260.4 0.4 6 Vitrified Clay 0.013 2.6675 1.675 2435 677 171.71 684 170.67 260.4 0.4 6 Vitrified Clay 0.013 12.3133 7.731 1191 138 0 144 0 260.8 0 6 Concrete 0.013 6.2948 249.964 3125 730 199.65 83 193.75 260.7 2.263 8 Concrete 0.013 3.1881 0.391 2358 569 0 564 0 260 0 8 Asbestos Cement 0.013 71.9477 1,326.61 3533 994 9.47 991 8.62 259.9 0.327 8 Asbestos Cement 0.013 60.4521 19.492 2244 MH-7782 239.7 676 214.73 261.1 9.564 6 Vitrified Clay 0.013 8.4208 1.081 2817 MH-7304 0 722 224.94 260.1 Min. Slope 8 PVC 0.013 2.4894 0.049 3152 441 174.03 232 168.8 260.9 2.004 10 PVC 0.013 137.0624 9.845 2145 490 38.08 360 37.04 260.2 0.4 8 PVC 0.013 2.7762 0.809 4321 1154 35.8 1153 28.2 260 2.923 8 PVC 0.013 2.4771 0.267 2733 278 0 277 0 260.8 0 8 Concrete 0.013 62.5986 1,154.22 2225 649 0 654 0 260.2 0 8 Concrete 0.013 13.6549 251.775 6252 886 77.57 MH-7781 76.53 260.5 0.4 10 Vitrified Clay 0.013 136.7941 21.994 19 42 0 43 111.8 260.3 Min. Slope 8 PVC 0.013 1.3377 0.038 2071 78 239.39 765 235.35 260.4 1.552 8 PVC 0.013 39.0615 5.782 4644 1216 118.6 1217 112 261.1 2.528 8 PVC 0.013 1.3233 0.153 2088 381 0 454 135.91 260.5 Min. Slope 8 Concrete 0.013 31.151 0.795 3836 303 0 276 0 260.4 0 8 PVC 0.013 4.4181 81.464 3795 325 0 324 18.03 261.2 Min. Slope 8 PVC 0.013 4.5305 0.318 2073 765 235.35 836 231.3 260.8 1.553 8 PVC 0.013 44.1177 6.528 1127 172 217.91 96 203.5 261.9 5.503 8 Concrete 0.013 946.9742 74.434 3898 336 55 339 54.34 261.6 0.252 10 PVC 0.013 46.8214 9.48 2555 1379 118.56 937 117.51 261.3 0.4 6 Vitrified Clay 0.013 5.3009 3.328 2097 454 135.91 463 120.87 262 5.742 8 Concrete 0.013 68.8624 5.299 2133 452 0 465 0 262 0 6 PVC 0.013 1.7995 71.456 2731 1009 23.53 275 22.8 257.3 0.284 10 Asbestos Cement 0.013 73.7088 14.073 250 14 0 15 0 262.5 0 8 PVC 0.013 3.5126 64.767 916 68 16.7 69 16.38 262.5 0.122 30 Concrete 0.013 4,843.48 75.352 2170 396 144.34 1103 143.29 262.6 0.4 8 Vitrified Clay 0.013 12.7908 3.729 2131 464 0 472 0 262.8 0 6 Concrete 0.013 6.4359 255.566 3815 314 0 312 0 262.7 0 8 Concrete 0.013 4.88 89.98 3826 295 0 1054 0 262.7 0 8 Concrete 0.013 28.2826 521.489 2077 773 0 774 153.47 262.3 Min. Slope 8 PVC 0.013 2.7034 0.065 2171 1330 146.72 593 141.94 262.5 1.821 6 Vitrified Clay 0.013 1.179 0.347 3825 299 0 281 0 262.3 0 8 Concrete 0.013 9.6591 178.099 1738 235 0 449 0 263.1 0 8 PVC 0.013 9.4531 174.3 1042 90 0 160 122.44 263.8 Min. Slope 8 PVC 0.013 1.8764 0.051 2729 922 25.06 MH-7784 24.33 263.7 0.277 10 Asbestos Cement 0.013 73.2144 14.152 2313 MH-7478 0 467 0 263.1 0 8 PVC 0.013 3.5339 65.16 2117 414 206.6 415 205.41 263.2 0.452 8 PVC 0.013 86.4879 23.716 3363 940 31.03 913 30.43 264 0.227 12 PVC 0.013 117.1448 15.366 3692 945 29.65 951 23.84 264 2.201 8 PVC 0.013 3.1902 0.397 1349 740 0 304 0 264 0 8 Concrete 0.013 3.3364 61.518 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 29 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 4641 1218 108.9 1219 106.2 263.5 1.025 8 PVC 0.013 4.1039 0.748 816 451 185.69 461 175.47 264.7 3.86 8 PVC 0.013 314.7502 29.538 4380 1171 0 1170 220.4 264.1 Min. Slope 8 PVC 0.013 2.6136 0.053 3763 312 0 310 0 264.8 0 8 Concrete 0.013 6.513 120.091 3031 808 0 809 0 264.9 0 8 PVC 0.013 9.5772 176.589 2360 548 0 541 0 264.4 0 8 Concrete 0.013 78.1633 1,441.21 3995 1076 6.08 1075 5.28 264.7 0.302 8 Vitrified Clay 0.013 176.575 59.222 18 39 0 41 0 264.4 0 8 PVC 0.013 2.9073 53.607 4357 1162 0 1111 0 264.4 0 8 PVC 0.013 8.4417 155.653 951 1119 100.44 MH-7485 77.61 265 8.617 6 PVC 0.013 1.5669 0.212 4379 1170 220.4 95 0 265.8 82.91 8 PVC 0.013 3.6755 0.074 954 85 234.13 175 232.45 265.2 0.634 8 PVC 0.013 11.4421 2.651 2074 775 0 776 0 266 0 8 PVC 0.013 2.3444 43.227 2123 457 0 466 146.56 266 Min. Slope 8 PVC 0.013 172.2446 4.279 1157 146 148.88 147 148.49 27.1 1.44 15 PVC 0.013 1,187.82 34.143 SM 6 2132 472 0 1263 0 266.2 0 6 Concrete 0.013 9.0171 358.064 7916 1399 148.08 660 147.02 266 0.4 8 Vitrified Clay 0.013 10.6881 3.116 487 761 0 755 0 265.5 0 8 PVC 0.013 4.3231 79.712 1129 96 203.5 94 203.24 46.2 0.562 15 PVC 0.013 953.4136 43.854 SM 6 2276 736 30.7 537 0 265.6 11.559 8 PVC 0.013 8.0581 0.437 4698 1225 256 1224 254.56 265.9 0.542 8 PVC 0.013 0 0 4358 1164 0 1163 46 265.9 Min. Slope 8 PVC 0.013 4.9647 0.22 2085 426 178.41 436 159.78 266.8 6.983 8 PVC 0.013 26.1597 1.825 3964 233 178.3 234 173.42 266.1 1.834 6 Concrete 0.013 15.5849 4.57 7632 1257 110.55 1365 80.3 266.8 11.341 6 Vitrified Clay 0.013 9.0952 1.072 4322 1153 28.2 1152 23.88 266.1 1.623 8 PVC 0.013 7.3289 1.061 3117 780 28.78 853 8.5 267.3 7.586 8 PVC 0.013 9.553 0.64 3605 366 44.37 2 43.41 267.3 0.359 10 PVC 0.013 80.0624 13.585 4140 26 0 272 0 267.8 0 8 PVC 0.013 3.0473 56.188 4699 1224 254.56 1223 253.1 267.3 0.546 8 PVC 0.013 0.9352 0.233 2076 771 0 772 164.46 267.5 Min. Slope 6 Concrete 0.013 9.9751 0.505 3286 267 0 998 0 267.4 0 8 Concrete 0.013 3.9694 73.19 3835 306 0 330 0 267.6 0 8 Concrete 0.013 18.3469 338.288 3694 955 20.78 960 15.07 267.6 2.134 8 Asbestos Cement 0.013 36.5083 4.609 3113 1064 243.64 78 239.39 268.6 1.582 8 PVC 0.013 32.4068 4.751 4340 1159 34.13 1160 31.2 267.8 1.094 8 PVC 0.013 6.2467 1.101 4007 MH-7785 0 1085 0 268 0 8 PVC 0.013 0.8877 16.367 2315 MH-7786 0 467 0 268.7 0 6 PVC 0.013 1.7533 69.624 4221 1138 7 1137 6.74 268.5 0.097 30 PVC 0.013 5,118.57 89.358 7580 1357 258.8 1358 257.4 268.9 0.521 8 PVC 0.013 110.9162 28.345 3133 531 20.6 1309 19.58 269.7 0.378 10 Asbestos Cement 0.013 702.6439 116.191 3224 890 5.52 900 4.44 269.8 0.4 8 Vitrified Clay 0.013 31.6544 9.228 1351 737 0 302 0 269 0 8 PVC 0.013 0.7416 13.674 3114 81 0 1064 243.64 269.4 Min. Slope 8 PVC 0.013 15.3805 0.298 3922 343 53.24 1 50.02 270.3 1.191 10 PVC 0.013 59.9225 5.584 3667 999 19.6 355 18.7 270.3 0.333 12 Asbestos Cement 0.013 161.7244 17.528 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 30 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 4219 1136 6.48 1135 6.12 269.8 0.133 30 PVC 0.013 5,119.95 76.144 4220 1137 6.74 1136 6.48 270 0.096 30 PVC 0.013 5,119.41 89.618 1959 835 0 837 0 271 0 8 PVC 0.013 26.1769 482.662 3535 947 22.22 952 20.38 270.9 0.679 8 PVC 0.013 122.8402 27.485 2098 463 120.87 471 105.31 271 5.741 10 Concrete 0.013 70.5355 2.994 3814 315 0 295 0 270.2 0 8 Concrete 0.013 27.6521 509.863 2431 388 236.16 399 227.39 271.1 3.235 8 PVC 0.013 4.1072 0.421 1182 124 191.96 128 188.87 271.1 1.14 8 Concrete 0.013 310.0496 53.544 2142 778 50.62 779 49.54 270.4 0.4 8 PVC 0.013 1.1497 0.335 4397 1174 37.1 1173 35.4 270.4 0.629 8 PVC 0.013 6.6299 1.542 2115 404 234.07 409 221.44 271.4 4.653 8 PVC 0.013 75.2985 6.436 2061 937 117.51 582 96.33 271.3 7.806 8 Vitrified Clay 0.013 28.819 1.902 4553 1199 96.87 1066 67 271.4 11.004 8 PVC 0.013 0.9492 0.053 4578 1200 0 510 42.99 271.6 Min. Slope 6 Concrete 0.013 28.2975 2.824 2086 774 153.47 381 143.74 271.2 3.588 8 Concrete 0.013 23.7207 2.309 2441 588 0 1260 0 271.8 0 6 Concrete 0.013 5.5428 220.101 1980 408 232.78 371 231.48 271.1 0.48 8 PVC 0.013 109.7474 29.22 3153 854 2.81 843 2.21 271.4 0.221 12 Asbestos Cement 0.013 0.8697 0.116 2231 748 0 747 0 272.1 0 8 Concrete 0.013 3.4962 64.465 5215 403 0 1270 0 271.7 0 8 PVC 0.013 5.7135 105.348 2067 1336 97.42 582 96.33 272 0.4 6 Vitrified Clay 0.013 0.8045 0.505 2432 515 0 525 32.88 272.9 Min. Slope 8 PVC 0.013 33.301 1.769 2000 620 159.92 1310 150.56 272.4 3.436 6 Vitrified Clay 0.013 6.3471 1.36 2096 448 156.38 446 150.53 272.3 2.148 6 Concrete 0.013 3.9518 1.071 2154 1400 0 505 48.54 273.2 Min. Slope 8 PVC 0.013 7.877 0.345 2290 536 0 535 0 272.4 0 8 PVC 0.013 10.1378 186.926 263 22 90.35 293 89.26 273.2 0.4 8 PVC 0.013 2.5033 0.73 2105 390 241.4 401 234.64 273.4 2.472 8 PVC 0.013 31.078 3.645 1151 134 167.93 140 161.24 248.7 2.69 15 PVC 0.013 1,178.10 24.775 SM 6 3283 870 0.73 864 0.35 273.4 0.142 10 Asbestos Cement 0.013 82.4444 22.229 3602 354 46.76 223 45.97 273.6 0.289 10 PVC 0.013 78.7391 14.903 3670 914 59.55 948 50.41 272.9 3.349 8 PVC 0.013 3.6608 0.369 3050 832 6.09 831 5 273.4 0.4 8 Asbestos Cement 0.013 3.3125 0.966 4719 MH-7788 0 459 197.28 274 Min. Slope 8 PVC 0.013 2.4331 0.053 2031 450 0 462 0 274.1 0 8 PVC 0.013 17.0044 313.536 2375 572 0 569 0 273.6 0 8 Asbestos Cement 0.013 61.5991 1,135.80 2078 772 164.46 774 153.47 274.4 4.005 8 Concrete 0.013 17.5001 1.612 2539 690 165.72 634 160.58 273.9 1.877 6 Vitrified Clay 0.013 1.7879 0.518 4452 1177 111.73 471 0 273.9 40.792 8 PVC 0.013 2.3289 0.067 593 35 0 183 202.43 274 Min. Slope 8 Vitrified Clay 0.013 42.6633 0.915 1 36 0 618 182.45 274 Min. Slope 8 PVC 0.013 1.24 0.028 2081 768 234 769 223.73 275.3 3.731 8 PVC 0.013 11.1653 1.066 2331 639 149.18 1399 148.08 275 0.4 8 Vitrified Clay 0.013 6.9201 2.017 1134 99 200.73 103 198.69 250.4 0.815 15 PVC 0.013 996.3894 38.078 SM 6 2268 584 0 581 0 274.9 0 6 Concrete 0.013 45.9358 1,824.09 1118 115 193.94 123 190.85 275.9 1.12 15 PVC 0.013 998.5797 32.544 SM 6 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 31 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 1130 171 212.59 94 203.24 276.3 3.384 8 Concrete 0.013 30.0655 3.013 1348 739 0 304 0 275.2 0 8 Concrete 0.013 6.7482 124.426 2226 654 0 751 0 275.2 0 8 Concrete 0.013 20.0214 369.165 2237 663 255.14 673 228.28 275.9 9.737 6 PVC 0.013 4.6647 0.594 3891 351 73.66 350 62.83 275.4 3.933 8 PVC 0.013 28.0613 2.609 3601 1 50.02 354 46.76 276.1 1.181 10 PVC 0.013 66.9901 6.27 4222 1139 8.22 1138 7 275.5 0.443 30 PVC 0.013 5,117.57 41.772 3925 910 10.89 909 10.51 275.5 0.138 18 Concrete 0.013 174.0959 9.944 2091 447 144.4 454 135.91 276.7 3.069 8 Concrete 0.013 36.0574 3.795 3162 232 168.8 457 160.44 276.8 3.02 8 PVC 0.013 165.6141 17.571 967 834 244.54 1268 243.37 276.2 0.424 8 PVC 0.013 139.7284 39.583 1354 245 31.7 736 30.7 276.1 0.362 8 PVC 0.013 6.0697 1.86 4942 MH-7790 0 1154 35.8 277 Min. Slope 8 PVC 0.013 1.6964 0.087 2989 MH-7789 0 801 250.23 277.2 Min. Slope 8 PVC 0.013 3.2441 0.063 2037 462 0 461 175.47 276.4 Min. Slope 8 PVC 0.013 18.9202 0.438 2216 673 228.28 MH-7716 227.17 277.3 0.4 6 Vitrified Clay 0.013 6.3356 3.978 1135 103 198.69 115 193.94 300.3 1.582 15 PVC 0.013 997.4512 27.356 SM 6 2730 MH-7784 24.33 1009 23.53 285.7 0.28 10 Asbestos Cement 0.013 73.4616 14.117 2161 1416 64.78 661 63.67 278.6 0.4 6 Vitrified Clay 0.013 6.067 3.809 1170 104 204.73 112 197.86 279.2 2.46 8 Concrete 0.013 264.6481 31.11 4844 1236 86.56 556 84.76 279 0.645 6 Concrete 0.013 9.9032 4.896 2324 365 45.5 851 25.18 279.7 7.265 10 Asbestos Cement 0.013 659.5042 24.883 3556 1002 22.13 1001 21.3 295.7 0.281 10 Asbestos Cement 0.013 74.2032 14.243 1608 843 2.21 372 1.43 279.9 0.279 10 Asbestos Cement 0.013 223.2762 43.012 2556 1324 125.52 694 123.68 279.6 0.658 6 Vitrified Clay 0.013 2.1262 1.041 5425 MH-7791 0 MH-7308 0 279.6 0 6 Concrete 0.013 0.6891 27.362 3316 990 11.09 992 10.16 279.8 0.332 8 Asbestos Cement 0.013 59.0102 18.873 4373 1169 56.98 944 46.54 280.8 3.718 8 PVC 0.013 3.4773 0.333 1183 128 188.87 135 181.83 281.1 2.505 8 Concrete 0.013 311.1115 36.246 1263 111 181.73 122 177.84 281.3 1.383 8 Concrete 0.013 12.0485 1.889 1179 116 0 112 197.86 280.6 Min. Slope 8 Concrete 0.013 35.8638 0.787 3064 1063 246.71 833 245.19 281.6 0.54 8 PVC 0.013 135.4808 34.002 2257 615 0 613 0 280.8 0 6 Concrete 0.013 15.9668 634.034 1363 1365 80.3 881 79.17 281.4 0.4 6 Vitrified Clay 0.013 11.4918 7.216 1380 369 219.22 418 206.25 282.1 4.598 8 PVC 0.013 6.2856 0.541 511 1331 79.13 382 72.53 282.1 2.339 6 Vitrified Clay 0.013 5.3009 1.376 2038 1261 107.42 675 106.29 281.8 0.4 6 Vitrified Clay 0.013 10.604 6.658 4133 MH-7286 244 17 242.87 282 0.4 6 PVC 0.013 1.7924 1.125 3621 959 0 963 16.79 282.5 Min. Slope 8 PVC 0.013 1.5768 0.119 1323 1060 248.38 1063 246.71 282.7 0.591 8 PVC 0.013 126.1135 30.254 4176 1130 204.6 1128 203.1 282.1 0.532 8 PVC 0.013 35.4965 8.975 3095 5 82.87 4 79.38 282.2 1.237 8 Asbestos Cement 0.013 631.367 104.686 3933 1066 67 946 60.11 283 2.435 8 PVC 0.013 2.0885 0.247 811 735 0 251 0 283.1 0 8 PVC 0.013 12.0578 222.328 2158 499 0 498 76.94 282.7 Min. Slope 6 Vitrified Clay 0.013 4.1202 0.314 1197 182 209.5 181 207.93 282.8 0.555 8 Asbestos Cement 0.013 4.961 1.228 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 32 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 3627 964 13.74 971 12.63 283.6 0.391 8 PVC 0.013 169.1908 49.863 4051 1092 88.54 1091 74.56 281.8 4.96 8 PVC 0.013 6.9277 0.574 3282 894 9.23 862 5.83 283.6 1.198 10 Vitrified Clay 0.013 20.3798 1.893 2140 429 195.31 430 189.16 282.8 2.174 8 PVC 0.013 5.0725 0.634 2207 1186 136.12 605 131.24 283.7 1.72 8 Vitrified Clay 0.013 4.2837 0.602 3771 319 0 320 18.52 284 Min. Slope 8 PVC 0.013 7.1248 0.514 3761 296 0 MH-7435 0 284 0 8 PVC 0.013 33.3451 614.834 1365 1366 98.48 682 97.34 283.9 0.4 6 Vitrified Clay 0.013 4.2765 2.685 2261 609 134.8 596 0 284.4 47.392 8 PVC 0.013 6.0177 0.161 336 30 17.72 29 17.57 283.7 0.053 30 PVC 0.013 4,734.96 111.852 1148 127 176.8 134 167.93 284.8 3.115 8 Concrete 0.013 1,023.08 106.889 3238 876 3.4 887 3.4 284.6 0 10 Asbestos Cement 0.013 49.5896 504.3 3186 863 3.7 866 2.9 284.5 0.28 10 Vitrified Clay 0.013 570.9221 109.729 4435 1421 78.12 89 76.98 284.5 0.4 8 PVC 0.013 0.3276 0.096 4227 911 11.92 1143 11.26 284.7 0.232 30 PVC 0.013 4,941.39 55.746 790 410 232.39 416 231.45 285.8 0.329 8 PVC 0.013 11.5718 3.72 2326 665 113.91 675 106.29 285.6 2.668 8 Vitrified Clay 0.013 84.1861 9.503 3189 864 0.35 869 -0.8 286.4 0.4 10 Asbestos Cement 0.013 82.5624 13.274 810 220 0 530 0 286.5 0 8 PVC 0.013 6.1548 113.486 1162 174 238.7 175 232.45 287.3 2.175 8 PVC 0.013 151.9786 19 3272 885 6.67 890 5.52 287.9 0.4 8 Vitrified Clay 0.013 30.0364 8.757 3970 901 24.5 904 23.82 287.9 0.236 18 Concrete 0.013 2,043.17 89.174 1767 500 0 502 0 288.4 0 8 Asbestos Cement 0.013 20.4636 377.318 2813 731 0 77 0 288.5 0 8 PVC 0.013 2.4582 45.325 3691 MH-7795 0 950 16.01 289.8 Min. Slope 8 Concrete 0.013 1.0514 0.082 2155 505 48.54 509 33.34 289.9 5.243 8 PVC 0.013 9.4636 0.762 3240 897 4 876 3.4 289.9 0.207 10 Asbestos Cement 0.013 34.1501 7.633 2289 538 0 535 0 290.1 0 8 PVC 0.013 16.2396 299.434 2167 643 163.57 634 160.58 290 1.031 6 Vitrified Clay 0.013 2.1262 0.832 6525 MH-7328 22.77 MH-7472 22.7 80 0.087 30 PVC 0.013 2,113.54 38.813 SM 7 2422 MH-7796 150.34 639 149.18 290.5 0.4 6 Vitrified Clay 0.013 2.6625 1.672 3228 892 62.27 895 55.41 290.2 2.365 10 Vitrified Clay 0.013 535.6961 35.422 4845 1237 240.86 MH-7782 239.7 290.6 0.4 6 Vitrified Clay 0.013 5.9719 3.749 3778 309 0 307 0 290.8 0 8 Concrete 0.013 2.3633 43.576 960 823 2.57 86 1.41 290.3 0.4 8 PVC 0.013 62.2511 18.148 3550 271 22.53 920 21.72 290.2 0.279 10 Asbestos Cement 0.013 86.0324 16.559 1181 114 194.7 124 191.96 291.4 0.94 8 Concrete 0.013 303.8318 57.775 2109 389 240.33 394 237.31 291.3 1.037 8 PVC 0.013 1.6986 0.308 3142 906 20.32 905 20.22 159.1 0.063 30 PVC 0.013 2,160.77 46.824 SM 7 6241 1288 0 1287 0 291.1 0 8 0.013 4.5449 83.801 2264 617 0 611 0 291.8 0 8 PVC 0.013 1.8173 33.507 4075 1096 57.53 1095 55.55 291.6 0.679 8 PVC 0.013 3.2784 0.734 2058 561 4.5 6 3.68 292 0.28 10 PVC 0.013 51.2129 9.843 1963 MH-7797 0 1100 0 292.8 0 6 PVC 0.013 1.5379 61.068 3257 896 85.1 875 83.93 292.5 0.4 8 Vitrified Clay 0.013 122.0409 35.578 2135 478 90.95 479 90.04 174.8 0.521 24 PVC 0.013 1,814.60 24.768 SM 7 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 33 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 3273 1321 10.4 894 9.23 293.1 0.4 8 Vitrified Clay 0.013 20.2618 5.907 2172 1103 143.29 605 131.24 293.1 4.111 8 Vitrified Clay 0.013 16.3641 1.488 3908 339 54.34 343 53.24 293.7 0.375 10 PVC 0.013 52.8382 8.779 2367 525 23.48 903 22.8 217.3 0.313 15 PVC 0.013 694.4141 42.815 SM 7 2068 605 131.24 937 117.51 293.7 4.675 8 Vitrified Clay 0.013 21.9984 1.876 3256 875 83.93 886 77.57 293.8 2.165 8 Vitrified Clay 0.013 129.3259 16.206 3242 881 79.17 885 6.67 293.4 24.707 6 Vitrified Clay 0.013 15.7549 1.259 2069 393 0 78 239.39 293.3 Min. Slope 8 PVC 0.013 3.4392 0.07 2026 1189 95.28 696 75.81 294.1 6.619 6 Vitrified Clay 0.013 5.0254 0.776 3239 364 33.4 MH-7508 32.22 294.5 0.4 6 PVC 0.013 7.2992 4.583 2087 380 148.98 381 143.74 294.8 1.777 6 Concrete 0.013 5.7222 1.704 2169 634 160.58 1310 150.56 294.5 3.402 6 Vitrified Clay 0.013 5.2308 1.126 2137 481 89.04 483 87.05 290.6 0.685 24 PVC 0.013 1,822.17 21.686 SM 7 3253 1364 78.75 886 77.57 294.5 0.4 6 Vitrified Clay 0.013 5.2532 3.298 2273 577 0 570 0 295.1 0 8 Concrete 0.013 13.0657 240.912 3090 MH-7798 0 1100 0 294.6 0 6 Concrete 0.013 1.1978 47.564 507 661 63.67 671 62.48 295.5 0.4 6 Vitrified Clay 0.013 8.8684 5.568 3616 952 20.38 958 15.03 295.9 1.808 8 PVC 0.013 123.2813 16.906 2353 574 105.95 565 87.46 295.4 6.259 6 Concrete 0.013 8.2844 1.315 2797 721 205.4 429 195.31 296.1 3.407 8 PVC 0.013 1.6769 0.168 2125 473 135.92 480 116.16 296.3 6.668 8 PVC 0.013 182.4922 13.031 3537 1000 20.5 999 19.6 296.3 0.304 12 0.013 160.9772 18.267 2490 845 2.18 855 1 295.8 0.4 8 Asbestos Cement 0.013 0.2005 0.058 3190 862 5.83 866 2.9 296.8 0.987 10 Vitrified Clay 0.013 21.3909 2.19 3271 887 2.79 891 1.6 296.9 0.4 10 Asbestos Cement 0.013 66.0369 10.619 92 MH-7799 0 54 146.1 297.7 Min. Slope 8 PVC 0.013 1.6972 0.045 2056 MH-7570 2.85 MH-7469 2.05 288.5 0.28 10 Vitrified Clay 0.013 65.9052 12.665 3053 829 5.99 828 4.8 298 0.4 8 Asbestos Cement 0.013 1.365 0.398 3073 MH-7800 0 833 245.19 297.7 Min. Slope 8 PVC 0.013 1.0619 0.022 2434 1272 166.79 685 165.6 297.9 0.4 6 Vitrified Clay 0.013 12.4748 7.832 3124 844 193.76 1059 191.69 297.8 0.695 8 PVC 0.013 4.5684 1.01 1317 349 61.8 242 60.8 298.2 0.334 8 PVC 0.013 35.1276 11.211 2462 565 87.46 1236 86.56 298.1 0.302 6 Concrete 0.013 8.7894 6.352 6278 MH-7801 0 258 0 299 0 8 PVC 0.013 1.3118 24.187 4535 1192 62.89 1193 38.3 299.2 8.217 8 PVC 0.013 3.7205 0.239 90 53 16.15 688 15.49 299.6 0.22 12 PVC 0.013 1.2114 0.161 1978 729 215.17 732 207.11 299.8 2.689 8 PVC 0.013 6.1376 0.69 7818 1390 121.8 1389 120.3 299.2 0.501 8 PVC 0.013 1.3233 0.345 2138 483 87.05 487 84.9 301.1 0.714 24 PVC 0.013 1,833.94 21.377 SM 7 3154 852 -0.2 854 -1.4 299.8 0.4 8 Asbestos Cement 0.013 0.6692 0.195 3546 281 0 279 0 300.5 0 8 Concrete 0.013 42.0265 774.906 4608 1209 233 1205 210.25 299.7 7.591 8 PVC 0.013 1.8831 0.126 3534 991 8.62 993 7.64 299.6 0.327 8 Asbestos Cement 0.013 60.8658 19.622 808 519 0 520 0 299.9 0 8 PVC 0.013 1.1065 20.402 2220 675 106.29 682 97.34 300.8 2.976 8 Vitrified Clay 0.013 101.0149 10.797 2491 855 1 852 -0.2 300.6 0.4 8 Asbestos Cement 0.013 0.401 0.117 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 34 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 3187 866 2.9 858 1.7 300.5 0.4 10 Vitrified Clay 0.013 653.9198 105.152 503 697 131.87 625 101.82 310.1 9.688 6 Vitrified Clay 0.013 1.4158 0.181 2042 23 0 513 0 300.7 0 8 PVC 0.013 6.8295 125.926 3245 899 58.96 883 57.76 301.4 0.4 6 Vitrified Clay 0.013 27.0142 16.962 1334 242 60.8 240 59.6 301.2 0.4 8 PVC 0.013 35.8358 10.448 2039 MH-7507 115.11 665 113.91 301.2 0.4 6 Vitrified Clay 0.013 19.7255 12.384 3140 902 19.59 252 19.72 315.1 Min. Slope 30 PVC 0.013 2,172.52 58.099 SM 7 109 8 91.54 237 90.33 300.9 0.401 8 PVC 0.013 1.9467 0.567 3036 812 7.69 814 6.49 302 0.4 8 PVC 0.013 54.2749 15.824 3161 437 183.54 233 178.3 302 1.735 6 Concrete 0.013 13.6346 4.111 620 MH-7488 14.82 6 13.62 302.4 0.4 6 Vitrified Clay 0.013 5.6294 3.534 1360 683 4.7 897 4 302.5 0.231 10 Asbestos Cement 0.013 22.4027 4.736 3702 943 45.91 945 29.65 302.6 5.374 8 PVC 0.013 1.143 0.091 2475 MH-7802 0 1110 178.9 302.3 Min. Slope 8 PVC 0.013 1.7006 0.041 3668 1001 21.3 1000 20.5 303.2 0.264 12 0.013 160.73 19.569 4134 646 92.94 55 87.91 303.1 1.659 6 Asbestos Cement 0.013 2.4982 0.77 2043 672 5.5 683 4.7 303.4 0.264 10 Asbestos Cement 0.013 19.6883 3.899 2310 460 198.98 459 197.28 302.7 0.562 8 Asbestos Cement 0.013 210.4864 51.792 2134 1099 0 479 90.04 304.1 Min. Slope 6 Concrete 0.013 4.6549 0.34 2743 384 0 500 0 304.1 0 8 PVC 0.013 18.1889 335.376 3618 958 15.03 964 13.74 304.5 0.424 8 PVC 0.013 123.7224 35.049 3445 960 15.07 918 13.84 305.3 0.403 8 Asbestos Cement 0.013 41.1181 11.944 2159 498 76.94 1228 42.99 305.5 11.113 6 Concrete 0.013 16.9629 2.021 2190 507 0 511 0 305.6 0 6 Asbestos Cement 0.013 15.1091 599.977 3277 MH-7781 76.53 MH-7295 75.67 305 0.28 10 PVC 0.013 140.2346 26.951 3230 872 63.58 892 62.27 326.6 0.4 10 Vitrified Clay 0.013 75.0615 12.07 2469 570 0 MH-7610 0 305.9 0 6 Concrete 0.013 14.1226 560.801 3169 856 6.95 867 5.72 305.4 0.4 8 Vitrified Clay 0.013 151.2532 44.095 37 524 0 848 0 306 0 8 PVC 0.013 10.8988 200.957 2312 459 197.28 458 192.87 305.3 1.444 8 Asbestos Cement 0.013 215.1859 33.014 4135 55 87.91 1331 79.13 306 2.869 6 Vitrified Clay 0.013 3.9842 0.934 4177 1131 218.5 1130 204.6 306.5 4.535 8 PVC 0.013 24.9639 2.161 2311 456 201.47 455 199.74 305.6 0.566 8 Asbestos Cement 0.013 199.3432 48.85 628 344 93.5 345 92.28 306 0.4 8 PVC 0.013 1.1024 0.321 91 54 0 482 146.25 307.8 Min. Slope 8 PVC 0.013 3.242 0.087 4602 1203 5.08 1202 3.81 306.5 0.414 10 PVC 0.013 176.811 27.932 1318 244 58.33 346 57.16 306.9 0.381 8 PVC 0.013 40.2468 12.019 1326 MH-7803 0 1060 248.38 306.7 Min. Slope 8 PVC 0.013 1.6111 0.033 3258 MH-7804 80.28 MH-7459 79.05 307.6 0.4 6 Vitrified Clay 0.013 1.9409 1.219 7414 MH-7805 108.93 MH-7806 107.69 307.8 0.4 6 Vitrified Clay 0.013 1.778 1.116 2314 467 0 468 175.36 307.9 Min. Slope 8 PVC 0.013 6.3189 0.154 7677 1372 245 1373 242.7 309.2 0.744 8 PVC 0.013 1.4147 0.302 3226 891 1.6 870 0.73 309.1 0.28 10 Asbestos Cement 0.013 71.8279 13.803 666 MH-7807 85.56 331 84.33 308.4 0.4 8 PVC 0.013 0.9492 0.277 4536 1193 38.3 1194 36.5 309.6 0.581 8 PVC 0.013 4.1243 0.997 3779 307 0 306 0 309.6 0 8 Concrete 0.013 4.1462 76.45 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 35 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 2303 422 0 421 228.26 309.5 Min. Slope 8 PVC 0.013 1.3236 0.028 7822 1392 92 1393 61.2 310 9.937 8 PVC 0.013 3.0877 0.181 2557 MH-7808 167.57 695 166.33 310 0.4 6 Vitrified Clay 0.013 0.2682 0.168 3666 355 18.7 998 17.87 311.1 0.267 12 Asbestos Cement 0.013 163.8857 19.844 2812 725 0 1299 201.29 310.4 Min. Slope 8 PVC 0.013 13.7171 0.314 3074 1395 4.64 764 3.39 311.4 0.4 8 Asbestos Cement 0.013 215.3128 62.769 3686 328 0 1057 0 310.9 0 8 PVC 0.013 19.0187 350.676 2438 MH-7809 87.75 MH-7810 86.51 311.4 0.4 6 Vitrified Clay 0.013 0.6497 0.408 3145 1059 191.69 451 185.69 312.5 1.92 8 PVC 0.013 309.105 41.134 2818 MH-7432 0 728 214.12 313.4 Min. Slope 6 PVC 0.013 7.0288 0.338 5012 MH-7811 0 1251 225.4 313.3 Min. Slope 8 PVC 0.013 1.8572 0.04 2189 497 0 507 0 314.6 0 6 Asbestos Cement 0.013 1.5659 62.182 3072 MH-7812 0 834 244.54 313.9 Min. Slope 8 PVC 0.013 1.0619 0.022 2351 614 135.17 629 132.17 314.8 0.953 8 Vitrified Clay 0.013 2.0727 0.391 2222 MH-7813 99.98 678 98.72 314.6 0.4 6 Vitrified Clay 0.013 3.4002 2.135 4151 1113 0 7 0 314.3 0 8 PVC 0.013 2.108 38.869 3675 293 89.26 290 88 315.5 0.4 8 PVC 0.013 3.1835 0.928 5011 1251 225.4 1250 223.56 315 0.584 8 PVC 0.013 3.7497 0.905 3955 161 109.03 162 107.29 317.7 0.548 18 PVC 0.013 1,558.81 44.681 SM 7 1169 102 210.86 104 204.73 315.8 1.941 8 Concrete 0.013 263.4977 34.87 3679 289 51.28 1 50.02 315.9 0.4 8 PVC 0.013 6.3874 1.862 3523 1090 95.74 288 94.47 317 0.4 8 PVC 0.013 1.4636 0.427 1282 216 0 214 0 317.2 0 8 PVC 0.013 2.2117 40.78 2443 674 107.93 681 105.09 318.2 0.893 6 PVC 0.013 9.2584 3.891 3281 895 55.41 MH-7317 54.14 317.8 0.4 10 Vitrified Clay 0.013 567.0321 91.173 3143 362 20.86 906 20.32 483.2 0.112 30 PVC 0.013 2,159.31 35.087 SM 7 2047 699 131.65 680 117.2 318.6 4.537 6 Vitrified Clay 0.013 2.3668 0.441 3274 1403 56.68 895 55.41 318.5 0.4 6 Vitrified Clay 0.013 30.0612 18.876 2211 680 117.2 1257 110.55 318.9 2.085 6 Vitrified Clay 0.013 5.5111 1.515 2808 719 215.05 840 201.29 319.6 4.306 8 PVC 0.013 279.3461 24.823 2308 431 218.45 442 206.2 319.6 3.833 8 Asbestos Cement 0.013 150.7235 14.195 682 342 94.72 341 83.56 318.7 3.502 8 PVC 0.013 3.7514 0.37 3548 277 0 274 0 319.9 0 8 Concrete 0.013 67.5111 1,244.80 683 341 83.56 343 62.29 319.4 6.66 8 PVC 0.013 5.3282 0.381 3183 1407 8.8 860 7.52 319.7 0.4 8 Asbestos Cement 0.013 0.236 0.069 403 1115 0 1116 0 319.6 0 8 PVC 0.013 2.2019 40.6 664 332 62.87 338 61.59 319.8 0.4 8 PVC 0.013 4.8358 1.41 2352 623 143.41 630 142.13 320.5 0.4 6 Vitrified Clay 0.013 4.7946 3.011 1283 217 0 209 0 320.4 0 8 PVC 0.013 4.2765 78.852 3886 MH-7814 70.63 333 69.34 322.6 0.4 8 PVC 0.013 0.6192 0.181 681 MH-7815 96.01 342 94.72 323.4 0.4 8 PVC 0.013 1.9952 0.582 3674 923 25.98 922 25.06 326 0.282 10 Asbestos Cement 0.013 72.9672 13.969 2300 443 207.81 442 206.2 325.1 0.495 8 Asbestos Cement 0.013 41.1953 10.794 3595 269 0 268 0 325.1 0 8 PVC 0.013 2.5874 47.707 522 597 89.36 585 70.46 326 5.798 6 Vitrified Clay 0.013 7.256 1.197 7820 1388 119.5 1392 92 325.9 8.439 8 PVC 0.013 2.6466 0.168 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 36 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 1124 166 233.24 167 230.66 326.3 0.791 8 Concrete 0.013 6.9853 1.448 2814 715 229.22 720 0 327 70.098 8 PVC 0.013 129.0922 2.843 784 732 207.11 455 199.74 327.4 2.251 8 Asbestos Cement 0.013 8.3506 1.026 952 MH-7816 0 179 229.03 326.6 Min. Slope 8 PVC 0.013 1.0619 0.023 3677 292 48.07 354 46.76 327.2 0.4 8 PVC 0.013 10.7998 3.149 2206 616 100.86 698 99.54 329.3 0.4 6 Vitrified Clay 0.013 4.5548 2.86 6298 MH-7370 40.92 561 39.6 329.5 0.4 8 Vitrified Clay 0.013 0.6015 0.175 2334 631 129.09 641 127.77 330.2 0.4 8 PVC 0.013 12.088 3.524 3664 995 16.65 988 15.76 330.5 0.269 12 Asbestos Cement 0.013 174.4522 21.025 3262 1334 85.25 875 83.93 330.1 0.4 6 Vitrified Clay 0.013 2.6816 1.684 2795 MH-7817 0 711 230.34 330 Min. Slope 8 PVC 0.013 1.925 0.042 3093 246 22.6 363 21.95 330.4 0.197 18 Concrete 0.013 2,115.61 101.171 3597 229 35.9 355 18.7 330.2 5.209 8 PVC 0.013 1.6451 0.133 3248 MH-7818 118.15 1277 116.83 330.7 0.4 6 Vitrified Clay 0.013 0.7135 0.448 3676 MH-7819 92.23 291 90.91 330.9 0.4 8 PVC 0.013 1.0499 0.306 521 1259 123.85 600 110.06 332.9 4.142 6 Vitrified Clay 0.013 3.2061 0.626 2369 529 22.09 531 20.6 335.7 0.444 10 Asbestos Cement 0.013 701.6123 107.101 814 261 0 260 20.03 334.7 Min. Slope 8 PVC 0.013 18.9441 1.428 2343 MH-7283 0 595 0 335.1 0 8 Concrete 0.013 5.2816 97.385 2794 MH-7820 0 710 234.93 335.5 Min. Slope 8 PVC 0.013 2.0706 0.046 1208 162 107.29 193 104.52 513.3 0.54 18 PVC 0.013 1,563.27 45.139 SM 7 2040 MH-7821 145.8 MH-7780 144.45 337.2 0.4 6 Vitrified Clay 0.013 2.7005 1.696 2341 632 128.73 644 127.38 338.7 0.4 6 PVC 0.013 15.5303 9.751 2678 241 82.76 348 81.38 344 0.4 8 PVC 0.013 10.7933 3.147 821 488 117.9 489 116.09 338.2 0.535 8 PVC 0.013 364.8191 91.945 4537 1194 36.5 1195 34.7 339.6 0.53 8 PVC 0.013 4.5281 1.147 4182 1134 241.4 1133 227.8 340.2 3.998 8 PVC 0.013 5.4726 0.505 1907 MH-7268 85.85 487 84.9 340.2 0.28 10 Concrete 0.013 3.2764 0.63 3075 810 101.88 777 99.22 532.7 0.499 18 PVC 0.013 1,731.57 51.977 SM 7 4332 1157 44.19 1153 28.2 343.1 4.66 8 PVC 0.013 3.9923 0.341 2029 MH-7822 135.09 398 133.72 343 0.4 6 Vitrified Clay 0.013 2.8534 1.791 2055 603 74.81 1101 55.5 343.5 5.622 6 Vitrified Clay 0.013 8.6375 1.447 2584 695 166.33 700 164.16 343.6 0.631 6 Vitrified Clay 0.013 0.6378 0.319 3474 969 25.13 955 20.78 344.7 1.262 8 PVC 0.013 9.6048 1.576 2304 413 232.63 421 228.26 345 1.267 8 PVC 0.013 7.0444 1.154 3088 MH-7823 0 82 249.08 344.1 Min. Slope 8 PVC 0.013 2.8247 0.061 961 1396 7.37 829 5.99 344.7 0.4 8 Asbestos Cement 0.013 1.2012 0.35 4054 1094 96.74 1093 92.61 344.3 1.199 8 PVC 0.013 1.1512 0.194 1103 97 0 129 0 345.5 0 8 PVC 0.013 1.2524 23.091 3720 972 12.96 980 11.89 345.7 0.309 8 Asbestos Cement 0.013 46.5105 15.416 3071 82 249.08 1063 246.71 345.6 0.686 8 PVC 0.013 6.7915 1.512 2437 678 98.72 682 97.34 345.9 0.4 6 Vitrified Clay 0.013 7.5059 4.713 2805 1338 0 716 215.84 347.3 Min. Slope 8 PVC 0.013 272.6737 6.378 2416 469 0 470 165.46 346.4 Min. Slope 8 PVC 0.013 2.3579 0.063 1155 143 150.42 151 136.04 347.4 4.14 8 PVC 0.013 3.9523 0.358 4121 1104 259.37 1109 253.42 348 1.71 8 PVC 0.013 0.4881 0.069 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 37 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 2045 671 62.48 MH-7637 61.09 348.7 0.4 6 Vitrified Clay 0.013 15.6298 9.814 1353 300 30.3 251 25.11 348.8 1.488 8 PVC 0.013 4.5883 0.694 2318 482 146.25 489 116.09 350.2 8.613 8 Asbestos Cement 0.013 253.4063 15.921 7590 1361 254.2 1362 250.5 349.2 1.06 8 PVC 0.013 117.227 20.999 626 MH-7824 0 514 0 350.4 0 8 PVC 0.013 6.004 110.704 2323 4 79.38 365 45.5 350.1 9.678 10 Asbestos Cement 0.013 656.4471 21.459 3156 226 32.76 257 30.09 350.5 0.762 12 Asbestos Cement 0.013 11.253 0.806 3091 MH-7825 26.15 849 22.79 394.6 0.851 10 Asbestos Cement 0.013 13.4594 1.483 1143 113 0 111 181.73 351 Min. Slope 8 Concrete 0.013 2.688 0.069 2428 MH-7806 107.69 675 106.29 351.2 0.4 6 Vitrified Clay 0.013 5.2545 3.299 1368 MH-7810 86.51 896 85.1 351.4 0.4 6 Vitrified Clay 0.013 2.2074 1.386 621 556 84.76 555 83.23 352.7 0.434 6 Concrete 0.013 10.3042 6.213 2430 407 229.17 399 227.39 353.3 0.504 8 PVC 0.013 0.5522 0.143 785 442 206.2 456 201.47 353.4 1.339 8 Asbestos Cement 0.013 194.2267 30.954 332 28 17.31 MH-7270 17.11 352.8 0.058 30 PVC 0.013 4,751.29 107.572 3144 1058 198.66 458 192.87 354 1.635 8 Asbestos Cement 0.013 17.9603 2.59 2982 802 251.55 753 250.23 353.7 0.373 8 PVC 0.013 11.3558 3.428 3619 953 26.49 965 21.06 354.9 1.53 8 PVC 0.013 2.4137 0.36 2815 720 0 727 219.47 355 Min. Slope 8 PVC 0.013 131.0588 3.073 1725 510 42.99 1323 0 355.8 12.083 8 Concrete 0.013 31.7519 1.684 2305 421 228.26 432 219.23 356.8 2.531 8 PVC 0.013 11.275 1.307 1352 301 0 735 0 356.7 0 8 PVC 0.013 10.3182 190.252 1119 92 205.7 93 204.2 357.1 0.42 8 Concrete 0.013 6.1005 1.736 148 544 0 MH-7471 0 358.3 0 6 Concrete 0.013 25.532 1,013.87 280 594 0 40 0 359.9 0 8 Concrete 0.013 11.5124 212.272 2450 1294 0 645 0 360.1 0 8 Asbestos Cement 0.013 0.9694 17.874 2325 851 25.18 525 23.48 360.7 0.471 10 Asbestos Cement 0.013 659.5042 97.696 1280 209 0 208 235.01 362.3 Min. Slope 8 PVC 0.013 7.2306 0.166 2178 383 2.97 787 2.35 364.3 0.17 14 Asbestos Cement 0.013 880.2501 88.516 2064 582 96.33 573 40.51 365.1 15.289 8 Vitrified Clay 0.013 30.4667 1.437 2319 489 116.09 495 100.19 366 4.345 8 Asbestos Cement 0.013 622.663 55.08 2054 786 1.72 784 1.09 366.5 0.17 14 Asbestos Cement 0.013 889.852 89.474 2177 648 3.59 383 2.97 367.3 0.17 14 Asbestos Cement 0.013 876.9714 88.186 2317 468 175.36 482 146.25 369 7.889 8 Asbestos Cement 0.013 246.1092 16.156 2980 798 0 755 0 369 0 8 PVC 0.013 13.5223 249.33 2740 1098 0 626 0 369.7 0 8 PVC 0.013 6.066 111.847 3608 3 40.51 221 39.44 368.7 0.29 10 PVC 0.013 81.8268 15.446 3917 290 84.11 340 78.79 370 1.438 8 PVC 0.013 10.8295 1.665 1209 MH-7404 78.46 89 76.98 369.6 0.4 6 PVC 0.013 1.6443 1.032 1281 214 0 213 236.33 370.2 Min. Slope 8 PVC 0.013 4.9122 0.113 2243 MH-7451 242.59 MH-7263 241.1 372.3 0.4 6 Vitrified Clay 0.013 4.0261 2.528 2816 722 224.94 729 215.17 373.3 2.617 8 PVC 0.013 4.9114 0.56 5226 685 165.6 1271 164.11 372.5 0.4 6 Vitrified Clay 0.013 15.088 9.473 1362 1234 60.46 899 58.96 373.6 0.4 6 Vitrified Clay 0.013 22.0289 13.831 2165 MH-7827 147.28 651 145.79 372.9 0.4 6 Vitrified Clay 0.013 0.8016 0.503 2648 224 37.3 300 30.3 372.6 1.879 8 PVC 0.013 3.0815 0.415 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 38 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 2179 787 2.35 786 1.72 373.9 0.17 14 Asbestos Cement 0.013 889.6515 89.459 3921 345 92.28 291 90.91 373.7 0.367 8 PVC 0.013 3.6582 1.114 2176 667 4.23 648 3.59 374.2 0.17 14 Asbestos Cement 0.013 876.6694 88.152 3827 268 0 298 0 373.6 0 8 PVC 0.013 5.6251 103.718 4764 1232 230.47 1230 228.5 373.7 0.527 8 PVC 0.013 2.2186 0.563 2272 580 0 577 0 373.7 0 8 Concrete 0.013 10.6433 196.246 2120 475 0 474 143.74 374.6 Min. Slope 8 PVC 0.013 4.3222 0.129 3040 826 3.95 825 2.45 375.5 0.4 8 Asbestos Cement 0.013 3.767 1.098 1472 MH-7828 93.75 MH-7700 92.25 375.4 0.4 8 Vitrified Clay 0.013 1.4061 0.41 769 521 0 527 0 449 0 8 PVC 0.013 3.397 62.635 3524 288 94.47 289 51.28 375.5 11.5 8 PVC 0.013 3.6504 0.198 2150 487 84.9 493 58.21 377.5 7.07 12 Concrete 0.013 2,027.27 47.681 2819 728 214.12 733 202.85 378 2.981 8 Asbestos Cement 0.013 10.118 1.08 777 518 0 MH-7297 0 380.1 0 6 PVC 0.013 29.8374 1,184.83 1139 132 0 134 167.93 380.5 Min. Slope 8 Concrete 0.013 148.6481 4.126 4534 1191 111.58 1192 62.89 381.7 12.757 8 PVC 0.013 3.0332 0.157 1688 MH-7829 0 580 0 382 0 6 Concrete 0.013 1.3422 53.297 4148 7 0 328 0 382 0 8 PVC 0.013 4.1929 77.311 3818 298 0 301 0 382.7 0 8 PVC 0.013 8.5568 157.774 3280 900 4.44 866 2.9 384.1 0.4 8 Vitrified Clay 0.013 51.0766 14.891 1355 746 14.45 318 13.94 385.1 0.132 30 PVC 0.013 4,892.55 73.034 4137 MH-7681 187.49 MH-7296 185.94 388.6 0.4 6 Concrete 0.013 3.9475 2.479 3828 265 0 297 0 387.2 0 8 PVC 0.013 4.6822 86.333 2316 458 192.87 468 175.36 388.9 4.503 8 Asbestos Cement 0.013 237.1231 20.604 3092(1)522 23.41 MH-7869 22.88 341 0.155 24 PVC 0.013 2,064.90 51.588 SM 7 2473 789 209.04 788 0 390.5 53.526 8 PVC 0.013 3.3145 0.084 1653 373 113.67 397 106.81 391.1 1.754 6 Vitrified Clay 0.013 2.3291 0.698 3606 2 43.41 222 42.22 390.5 0.305 10 PVC 0.013 80.5035 14.829 3998 1080 0 1079 0 392.5 0 8 PVC 0.013 10.6987 197.268 3999 1079 0 1078 0 394.3 0 8 PVC 0.013 12.0308 221.83 3116 247 6.92 853 5.19 395 0.438 8 PVC 0.013 8.5158 2.373 947 195 10.93 1346 9.34 396.2 0.4 8 PVC 0.013 12.1286 3.536 3089 836 231.3 821 225.36 396.7 1.497 8 Concrete 0.013 52.0648 7.846 1117 147 148.49 156 124.8 398.5 5.945 8 Concrete 0.013 1,191.47 90.098 962 821 225.36 176 219.28 397.7 1.529 8 Concrete 0.013 57.4247 8.564 2591 703 0 701 25.64 399.8 Min. Slope 8 PVC 0.013 8.5551 0.623 2240 653 256.38 666 254.78 399.7 0.4 6 Vitrified Clay 0.013 2.5275 1.587 3035 815 4.88 816 3.27 400.3 0.4 8 PVC 0.013 61.9235 18.053 944 MH-7830 0 186 193 400 Min. Slope 8 Vitrified Clay 0.013 2.6845 0.071 3833 287 0 319 24.41 400.2 Min. Slope 8 PVC 0.013 1.5691 0.117 3037 814 6.49 815 4.88 402.3 0.4 8 PVC 0.013 54.6029 15.918 2806 717 0 716 215.84 403 Min. Slope 8 PVC 0.013 3.5421 0.089 1212 201 3.54 199 1.93 404.6 0.4 8 Asbestos Cement 0.013 15.8335 4.616 1146 123 190.85 122 177.84 408.3 3.186 8 Concrete 0.013 1,005.61 103.872 2478 63 15.52 1069 15.16 409.5 0.088 30 PVC 0.013 4,889.31 89.58 2296 428 227.99 1298 210.15 410.4 4.347 8 PVC 0.013 30.0303 2.656 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 39 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 1193 153 0 161 109.03 414.4 Min. Slope 6 Concrete 0.013 20.6911 1.602 1346 751 0 317 0 414.7 0 8 Concrete 0.013 23.8109 439.037 2275 546 0 544 0 415.3 0 8 Asbestos Cement 0.013 7.1225 131.329 4113 297 0 1120 13.64 423.1 Min. Slope 8 PVC 0.013 8.9764 0.922 4117 MH-7832 0 1107 0 424 0 1 PVC 0.013 1.0733 5,066.39 4112 120 13.71 1120 12.76 423 0.225 30 PVC 0.013 4,897.74 56.142 1137 MH-7833 0 133 165.9 426 Min. Slope 8 PVC 0.013 5.0818 0.15 2106 757 0 391 0 431.3 0 8 PVC 0.013 24.3674 449.298 1370 1271 164.11 877 162.38 432.4 0.4 6 Vitrified Clay 0.013 16.6872 10.477 3259 882 71.71 888 68.07 435.4 0.836 10 Vitrified Clay 0.013 64.2933 7.151 1781 718 226.52 724 218.49 439.1 1.829 8 PVC 0.013 3.7535 0.512 2442 659 113.21 674 107.93 440.9 1.197 6 Vitrified Clay 0.013 4.8313 1.753 43 545 0 66 0 444.3 0 8 PVC 0.013 5.9493 109.695 2236 647 256.92 663 255.14 444.1 0.4 6 Vitrified Clay 0.013 2.8391 1.782 1976 713 231.68 714 229.99 443.5 0.381 8 PVC 0.013 7.6416 2.283 3596 230 37.8 229 35.9 443.9 0.428 8 PVC 0.013 0.7723 0.218 141 10 0 527 0 448.3 0 8 PVC 0.013 2.3255 42.879 2471 MH-7834 217.93 1317 216.12 451.5 0.4 6 Vitrified Clay 0.013 0.8348 0.524 3625 962 0 964 13.74 450.8 Min. Slope 8 PVC 0.013 26.7434 2.824 2359 564 0 548 0 460.1 0 8 Concrete 0.013 75.5118 1,392.32 3157 227 21.99 362 20.86 459.7 0.246 18 Concrete 0.013 2,158.55 92.345 2796 MH-7835 0 712 222.88 461.4 Min. Slope 8 PVC 0.013 2.0451 0.054 3158 257 30.09 MH-7825 26.15 462.6 0.852 12 Asbestos Cement 0.013 12.0176 0.814 3624 1056 0 961 0 464.3 0 8 PVC 0.013 24.0845 444.082 2363 MH-7836 0 512 0 465.7 0 8 PVC 0.013 2.793 51.498 3927 907 11.45 910 10.89 466.1 0.12 18 Concrete 0.013 2.6996 0.165 1195 MH-7837 0 162 107.29 468 Min. Slope 8 Vitrified Clay 0.013 0.7676 0.03 3137 254 19.21 253 18.56 467.9 0.139 18 Concrete 0.013 2,282.56 129.905 1359 MH-7267 9.37 880 7.5 469.4 0.4 6 Vitrified Clay 0.013 11.7668 7.388 1361 679 91.46 1274 43.5 469.5 10.215 6 Vitrified Clay 0.013 6.5694 0.816 6331 MH-7838 0 510 42.99 470 Min. Slope 8 Concrete 0.013 1.9484 0.119 3120 493 58.21 248 24.9 471.7 7.061 12 Concrete 0.013 2,030.83 47.795 2793 MH-7839 0 429 195.31 470.5 Min. Slope 8 PVC 0.013 0.7676 0.022 1766 83 193.75 235 178.3 481.7 3.207 6 Concrete 0.013 4.3149 0.957 3813 329 34.13 245 31.7 480.6 0.506 8 PVC 0.013 2.47 0.64 3092(2)MH-7869 22.88 849 22.79 59.1 0.152 24 PVC 0.013 2,098.55 52.98 SM 7 2048 662 93.4 679 91.46 485.7 0.4 6 Vitrified Clay 0.013 1.2953 0.813 2465 635 165.52 643 163.57 486.6 0.4 6 Vitrified Clay 0.013 1.0123 0.636 3669 1052 0 264 0 488.3 0 8 PVC 0.013 0.4411 8.133 3932 909 10.51 908 9.54 489.8 0.198 18 Concrete 0.013 176.1808 8.398 1675 MH-7840 0 595 0 493.7 0 8 PVC 0.013 3.618 66.711 1606 785 63.88 1410 0.26 498.3 12.769 6 Vitrified Clay 0.013 7.758 0.862 4147 1111 32.72 1112 31.62 500.6 0.22 12 PVC 0.013 21.3468 2.846 1364 684 170.67 MH-7348 168.73 483.8 0.4 6 Vitrified Clay 0.013 30.9478 19.431 5196 1269 176.51 655 174.47 510 0.4 6 Vitrified Clay 0.013 0.4978 0.313 2163 658 160.95 664 140.67 214.2 9.465 8 Vitrified Clay 0.013 294.0686 17.625 SM 9 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 40 of 41 City of Port Townsend General Sewer Plan SewerGEMS Results 20-Year (2043) with Proposed Improvements - Peak Hour Flow - Pipe Capacity Table Label Upstream Node Upstream Invert Elevation (ft)Downstream Node Downstream Node Invert Elevation (ft) Length (ft) Slope (Calculated) (%) Diameter (in)Material Manning's n Flow (gpm) Flow / Capacity (Design) (%)CIP 4237 1144 158.3 1103 143.29 519.8 2.888 6 Vitrified Clay 0.013 2.5948 0.606 2219 676 214.73 684 170.67 519.9 8.475 6 Vitrified Clay 0.013 17.383 2.371 3626 264 0 971 12.63 520.7 Min. Slope 8 PVC 0.013 0.8822 0.104 4120 MH-7841 0 448 156.38 529.3 Min. Slope 6 Concrete 0.013 0.7676 0.056 3252 879 135.73 1197 63.45 292.7 24.692 8 Vitrified Clay 0.013 315.4645 11.706 SM 9 3275 1197 63.45 892 62.27 293.5 0.4 8 Vitrified Clay 0.013 317.7134 92.632 SM 9 3229 874 66.91 872 63.58 533.3 0.624 10 Vitrified Clay 0.013 70.6821 9.096 1528 769 223.73 418 206.25 542.4 3.223 8 PVC 0.013 13.7424 1.411 7993 664 140.67 1402 139.49 294.8 0.4 6 Vitrified Clay 0.013 299.1288 187.817 SM 9 505 MH-7842 136 621 133.79 553.3 0.4 6 Vitrified Clay 0.013 1.6212 1.018 3115 853 9.92 812 7.69 557 0.4 8 PVC 0.013 19.2178 5.603 2208 1265 133.89 699 131.65 559 0.4 6 Vitrified Clay 0.013 2.2488 1.412 1908 1384 99.1 478 91.31 627 1.242 12 Concrete 0.013 1,738.92 97.566 CO-14 824 1.13 W-Port 0 7.5 14.984 8 0.013 82.5068 3.93 CO-18 395 0 W-31st St 212.35 7.9 Min. Slope 8 0.013 5.9062 0.021 CO-20 MH-7299 0.8 W-Gaines St 0.77 20 0.15 15 0.013 1,209.43 107.699 CO-25 MH-7315 5.95 O-2 5.95 5.5 0.079 24 PVC 0.013 5,374.76 187.995 2044 1402 139.49 1332 137.93 389.9 0.4 6 Vitrified Clay 0.013 308.0774 193.433 SM 9 1358 1332 137.93 879 135.73 550.7 0.4 8 Vitrified Clay 0.013 310.5501 90.536 SM 9 121(1)792 1.42 MH-7870 1.31 48.7 0.22 12 Vitrified Clay 0.013 86.8686 11.587 121(2)MH-7870 1.31 9 0.85 211.3 0.22 12 Vitrified Clay 0.013 95.0276 12.669 CO-29 882 71.71 1409 74.51 122.2 2.288 6 Vitrified Clay 0.013 7.7595 2.037 CO-30 1409 74.51 884 74.13 94.1 Min. Slope 6 Vitrified Clay 0.013 6.3713 4.001 2361(1)571 0 MH-7871 0 397.2 0 8 Concrete 0.013 20.3012 374.323 2361(2)MH-7871 0 541 0 221 0 8 Concrete 0.013 24.3361 448.72 343(1)40 0 MH-7872 0 166.4 0 8 Concrete 0.013 12.7659 235.385 343(2)MH-7872 0 571 0 132.2 0 8 Concrete 0.013 15.1979 280.226 CO-35 MH-7882 28.03 968 27.14 222.7 0.4 12 0.013 0 0 1. Calculated slopes are based on invert elevations provided by the City. Where adverse slopes were present due to a lack of data a minimum slope was assumed.Page 41 of 41 THIS PAGE INTENTIONALLY LEFT BLANK Esri, HERE, Garmin, USGS, EPA, NPS &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2&2&2 &2 &2 &2 &2&2&2&2&2 &2 &2 &2&2&2 &2 &2&2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2&2 &2 &2&2 &2&2 &2 &2 &2 &2&2&2 &2 &2&2 &2 &2 &2&2 &2&2 &2&2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2&2&2 &2 &2 &2&2&2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2&2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2&2 &2&2&2 &2 &2 &2 &2&2 &2&2&2 &2&2 &2 &2 &2&2 &2 &2 &2&2 &2 &2&2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2&2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2&2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2&2&2 &2 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&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 "L "L "L "L "L "L "L "L ³³WWTF SIMS WAY HASTINGS AVE F ST 39TH ST S ST COO K A V E U ST DISCO V E R Y R D 14TH ST W ST FIR S T 20TH ST 12TH ST WATE R S T RA I N I E R S T HI L L S T P ST 30TH ST TH O M A S S T S J A C O B M I L L E R R D HO W A R D S T M I L L R D 10TH ST GI S E S T BLAIN E S T 29TH ST LO G A N S T 19TH ST 13TH ST A D A M S S T 1ST ST L ST V ST T ST 6TH ST 5TH ST CH E R R Y S T 51ST ST 43RD ST 9TH ST SH E R I D A N A V E 33RD ST R ST N ST 54TH ST 55TH ST 50TH ST 56TH ST 49TH ST T Y L E R S T C A S S S T 53RD ST SA N J U A N A V E D ST 52ND ST LAWR E N C E S T GR A N T S T HA N C O C K S T 25TH ST 7TH ST SH E R M A N S T Q ST CL E V E L A N D S T E ST JA C K M A N S T M ST 31ST ST 1S T S T . 3RD ST KU H N S T HE N D R I C K S S T LA N D E S S T 23RD ST K ST 21ST ST T A Y L O R S T G ST BE L L S T O ST MA S O N S T 32ND ST Q U I N C Y S T 22ND ST ALWOOD ST EL M I R A S T 2ND ST LENORE ST IV Y S T MC P H E R S O N S T J ST SPRING ST B E N T O N S T WI L S O N S T P E A R Y A V E HA I N E S S T M O N R O E S T ED D Y S T ARCADIA W 57TH ST MO S S S T N J A C O B M I L L E R R D B ST 27TH ST JENSEN ST H ST W A L K E R S T HA R B O R D E F E N S E W A Y H A R R I S O N S T 36TH ST HIDDEN TRAILS RD 45TH ST G A I N E S S T LINDEN ST CL I F F S T K E A R N E Y S T HO L C O M B S T ER I N S T REED S T MI D D L E P O I N T R D C ST MARKET ST C L A L L A M S T 15TH ST J A C K S O N S T TAFT S T AL B A T R O S S S T MILO ST LA K E S T 35TH ST 38TH ST 37TH ST 24TH ST WA L N U T S T GI B B S S T SEAVIE W D R WINONA ST CEDAR ST LO P E Z A V E HO O D S T ON E O N T A S T BA K E R S T 46TH ST 47TH ST GARF I E L D S T BE E C H S T MC N E I L L S T EL M S T CENTER ST 4TH ST S 8 T H S T BR A D S H A W A V E MC C L E L L A N S T 58TH ST BELLE ST JUAN DE FUCA RD LEWIS ST DENISON ST LAR R Y S C O T T M E M O R I A L T R A I L A ST PERSHIN G A V E LAND'S END LN 48TH ST PE T T Y G R O V E S T LA K E A V E LAUREL ST BATTE R Y W A Y GEORGE ST MORTON ST 26TH ST COOK ST EB O N Y S T RAINSHADOW RD KAN U D R EISENHOWER AVE HI L L P L FO R T W O R D E N W A Y POTLATCH WAY COUNTY LANDFILL RD VIST A B L V D VICTORIA AVE AL E X A N D E R ' S L P CO M M E R C E L P ADMIRALTY AVE DORCAS ST H U D S O N S T MAPL E P L VAN N E S S S T ALBANY ST CRIT T E R L N FRANCES ST WE S T P A R K A V E B O A T S T EA S T P A R K A V E CAROLINE ST GUN CLUB RD TR A I L C R E S T D R EDDY CT SA G E L N NORTH PARK AVE NO R T H P E A R L S T C L A R E M O N T S T JA C K M A N S T 53RD ST LO G A N S T MO S S S T T Y L E R S T P E A R Y A V E 3RD ST DIS C O V E R Y R D ED D Y S T 7TH ST 36TH ST 35TH ST V ST 33RD ST 31ST ST KU H N S T 51ST ST 20TH ST 25TH ST 10TH ST E ST HE N D R I C K S S T C ST T ST SA N J U A N A V E 37TH ST CL I F F S T 32ND ST 45TH ST HA I N E S S T TH O M A S S T RA I N I E R S T 21ST ST Q ST R ST Q U I N C Y S T HE N D R I C K S S T 25 T H S T IV Y S T 48TH ST TH O M A S S T HI L L S T HI L L S T TH O M A S S T GI S E S T HI L L S T 35TH ST 25TH ST HA I N E S S T J A C K S O N S T 47TH ST 9TH ST ED D Y S T 35TH ST 30TH ST BE E C H S T BLAIN E S T 47TH ST 19TH ST 3RD ST HO W A R D S T CL I F F S T HI L L S T WALNUT ST 2ND ST 27TH ST FI R S T HO O D S T 6TH ST 30TH ST ED D Y S T GI S E S T 3RD ST R ST 32ND ST 35TH ST C H E R R Y S T 49 T H S T SP R I N G S T CL I F F S T GI S E S T N DRAWING IS FULL SCALE WHEN BAR MEASURES 2” 1 inch : 1,000 Feet J: \ D A T A \ T W N S D \ 2 1 - 0 2 2 6 \ G I S \ 2 0 2 2 G S P U P D A T E \ 2 0 2 2 G S P U P D A T E . A P R X B Y : E D A N I E L P L O T D A T E : J A N 5 , 2 0 2 4 C O O R D I N A T E S Y S T E M : N A D 1 9 8 3 H A R N S T A T E P L A N E W A S H I N G T O N N O R T H F I P S 4 6 0 1 F E E T Vicinity Map Ci t y o f P o r t T o w n s e n d Ci t y o f P o r t T o w n s e n d Ge n e r a l S e w e r P l a n Ge n e r a l S e w e r P l a n No d e D i a g r a m O v e r v i e w Hy d r a u l i c M o d e l This map is a graphic representation derived from the City of Port Townsend Geographic Information System. It was designed and intended for the City of Port Townsend staff use only; it is not guaranteed to survey accuracy. This map is based on the best information available on the date shown on this map. Any reproduction or sale of this map, or portions thereof, is prohibited without express written authorization by the City of Port Townsend. This material is owned and copyrighted by the City of Port Townsend. CLIENT LOGO Hamilton Heights Lift Station 31ST ST. Lift Station Island Vista Lift Station Port Lift Station Gaines ST. Lift Station Monroe ST. Lift Station Point Hudson Lift Station WWTP Legend City Limits/Urban Growth Area Boundary Sewer Infrastructure ³³WWTF Wastewater Treatment Facility "L Lift Station &2 Manholes Gravity Main Force Main Outfall Sewer Basins Admiralty Avenue Discovery Road F Street Gaines Street Golf Course Hastings Avenue Monroe Street North Bend Port San Juan Avenue Seaview/Howard Street Sims Way Southwest West A1 A2 B1 B2 C1 C2 0 1,000 2,000500 Feet AS S H n G i [ , Esri, HERE, Garmin, USGS, EPA, NPS &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2&2&2 &2&2 &2 &2&2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 13471 13027 1302313015 13003 12998 12966 12960 1294712936 12918 12916 12911 12906 12878 12866 12834 12814 12811 12806 12805 12798 12790 1277712776 12770 12757 12751 1275012743 12724 12722 12718 12691 12671 12632 12624 12614 12613 12608 12595 12586 12579 12571 12570 12560 12542 12539 12529 12528 12506 12502 12495 1249212487 12484 12483 12482 12479 12469 11757 11705 11704 11701 11700 11699 11698 11697 11696 11695 116761167511674 11593 11592 11563 11562 11554 11553 11552 11551 11528 11527 11526 11525 11524 11523 11506 11497 11482 11481 1148011479 11476 11471 11470 11469 11464 11461 11460 11459 11458 11419 11418 11402 11401 11400 11399 11398 11397 11373 11364 11363 11359 11357 11279 11278 11277 11276 11275 11274 11273 11272 11271 11270 1126911268 11267 11266 11265 11264 11263 11262 11261 11260 11259 11258 11257 11256 11255 11254 11252 11251 11250 11249 11248 11247 1124611245 11225 11224 11222 11221 11220 11219 11217 11216 10683 10682 10681 10673 10672 10669 10668 10667 10666 10665 10664 10663 10661 10660 10659 10658 10657 10656 10655 10654 10653 10652 10651 10650 10649 10647 10646 10643 10642 10638 10637 106361063510634 10611 10608 10607 10606 10605 10604 10603 10602 1057910561 10560 10559 10558 10557 1055610555 10554 10548 10540 10539 10538 10361 10359 10357 10340 10334 10321 10320 10319 COO K A V E HI L L S T 43RD ST GI S E S T 51ST ST 42ND ST JA C K M A N S T 49TH ST 50TH ST 54TH ST 55TH ST SH E R I D A N S T 56TH ST 53RD ST 52ND ST BE L L S T CL E V E L A N D S T MA S O N S T WI L S O N S T EL M I R A S T 57TH ST 45TH ST 44TH ST MA G N O L I A S T LINDEN ST ER I N S T P E A R Y A V E AL B A T R O S S S T SEAVIEW D R HE N D R I C K S S T WINONA ST GR A N T S T ON E O N T A S T 46TH ST 47TH ST LENORE ST WI L L A M E T T E S T LO G A N S T TH O M A S S T HO L C O M B S T 48TH ST LAND'S END LN HA N C O C K S T SH E R M A N S T MORTON ST EM E R A L D S T EAST SAPPHIRE ST EAST DIAMOND ST RO S E C R A N S S T MC C L E L L A N S T MARKET ST LA N D E S S T 58TH ST MICHIGAN ST SO U T H R U B Y S T SO U T H P E A R L S T EAST LORENA ST MA P L E S T KA T L N PI O N E E R S T PENNSYLVANIA PL TR A I L C R E S T D R EYE ST WEST CAROLINE ST TURTLE BACK RD ANN ST WEST LORENA ST 59TH ST EMMA ST AR I Z O N A P L SUTTER ST NO R T H P E A R L S T EME R A L D L N CLAREMONT ST WALNUT ST SO U T H T O P A Z S T STEVE ST C L A R E M O N T S T 45TH ST AR I Z O N A P L 44TH ST 48TH ST 4 9 T H S T 44TH ST HE N D R I C K S S T 51ST ST GI S E S T HILL ST GR A N T S T 53RD ST 46TH ST 47TH ST LO G A N S T 45TH ST RO S E C R A N S S T 45TH ST P E A R Y A V E 47TH ST HE N D R I C K S S T GR A N T S T TH O M A S S T WI L S O N S T TH O M A S S T 58TH ST N DRAWING IS FULL SCALE WHEN BAR MEASURES 2” 0 600300 Feet 1 inch : 300 Feet J: \ D A T A \ T W N S D \ 2 1 - 0 2 2 6 \ G I S \ 2 0 2 2 G S P U P D A T E \ 2 0 2 2 G S P U P D A T E . A P R X B Y : E D A N I E L P L O T D A T E : J A N 5 , 2 0 2 4 C O O R D I N A T E S Y S T E M : N A D 1 9 8 3 H A R N S T A T E P L A N E W A S H I N G T O N N O R T H F I P S 4 6 0 1 F E E T Vicinity Map Ci t y o f P o r t T o w n s e n d Ci t y o f P o r t T o w n s e n d Ge n e r a l S e w e r P l a n Ge n e r a l S e w e r P l a n No d e D i a g r a m # # Hy d r a u l i c M o d e l This map is a graphic representation derived from the City of Port Townsend Geographic Information System. It was designed and intended for the City of Port Townsend staff use only; it is not guaranteed to survey accuracy. This map is based on the best information available on the date shown on this map. Any reproduction or sale of this map, or portions thereof, is prohibited without express written authorization by the City of Port Townsend. This material is owned and copyrighted by the City of Port Townsend. CLIENT LOGO AS S H n G i [ , Esri, HERE, Garmin, USGS, EPA, NPS &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 ³³WWTF 12992 12972 12949 12946 12861 12848 12800 12788 12787 12786 12771 12762 12761 12758 1269812643 12523 12517 12444 12441 11633 11450 11449 11448 11447 11446 11445 11444 11443 11442 1142811427 11409 1136111360 11358 11316113091130811307113061130511304 11303 11302 11301 11299 11298 11297 11296 11290 11289 11288 11287 11286 11285 11283 11282 11233 11230 11229 11227 11218 11215 11214 10670 10645 1063010629 1062710625 1062310622 10621 10618 106141061310612 1059810596 10594 1059310592 10591 10590 105891058810586 10585 10584 10583 10582 10581 10580 10547 10546 10541 10344 10331 10330 W ST U ST V ST KU H N S T HA R B O R D E F E N S E W A Y T ST LA N D E S S T SP R U C E S T MC N E I L L S T SA N J U A N A V E AS H S T LO P E Z A V E 49TH ST PERSHIN G A V E 47TH ST PE T T Y G R O V E S T 45TH ST BATT E R Y W A Y EB O N Y S T 43RD ST BE E C H S T EISENHOWER AVE FO R T W O R D E N W A Y 58TH ST 51ST ST 56TH ST 55TH ST 54TH ST Z ST 50TH ST AL E X A N D E R ' S L P CH E R R Y S T ADMIRALTY AVE RO S E W O O D S T RE D W O O D S T 52ND ST HA I N E S S T 53RD ST WI L L O W S T FI R S T 57TH ST RO S E S T WA L N U T S T CH E S T N U T S T MA D R O N A S T HA I N E S S T V ST LA N D E S S T U ST N DRAWING IS FULL SCALE WHEN BAR MEASURES 2” 0 600300 Feet 1 inch : 300 Feet J: \ D A T A \ T W N S D \ 2 1 - 0 2 2 6 \ G I S \ 2 0 2 2 G S P U P D A T E \ 2 0 2 2 G S P U P D A T E . A P R X B Y : E D A N I E L P L O T D A T E : J A N 5 , 2 0 2 4 C O O R D I N A T E S Y S T E M : N A D 1 9 8 3 H A R N S T A T E P L A N E W A S H I N G T O N N O R T H F I P S 4 6 0 1 F E E T Vicinity Map Ci t y o f P o r t T o w n s e n d Ci t y o f P o r t T o w n s e n d Ge n e r a l S e w e r P l a n Ge n e r a l S e w e r P l a n No d e D i a g r a m # # Hy d r a u l i c M o d e l This map is a graphic representation derived from the City of Port Townsend Geographic Information System. It was designed and intended for the City of Port Townsend staff use only; it is not guaranteed to survey accuracy. This map is based on the best information available on the date shown on this map. Any reproduction or sale of this map, or portions thereof, is prohibited without express written authorization by the City of Port Townsend. This material is owned and copyrighted by the City of Port Townsend. CLIENT LOGO AS S H n G i [ , Esri, HERE, Garmin, USGS, EPA, NPS &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2&2 &2 &2&2 &2&2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2&2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2&2 &2&2&2&2&2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2&2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2&2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2&2 &2 &2 &2 &2 "L "L 13049 13047 13043 13040 13028 13025 13019 13010 130071299612994 12993 12980 12969 12968 12961 12948 12939 12925 12913 12907 12891 12884 12883 12877 12875 12874 12863 12857 12856 12851 12844 12830 12828 12824 12823 12819 1280912803 12797 12789 12781 12772 12766 12760 12749 12748 12736 12720 12712 12707 12700 12686 12685 12670 12666 12660 12656 12655 12648 12645 12642 12640 12639 12637 12628 12627 12620 1261012609 12602 12601 12577 12576 12575 12558 12552 1255112550 12548 12547 12534 12533 12530 12528 12515 12514 12512 12501 12493 12488 12476 12464 12459 12457 12454 12450 12448 1164511644 11623 11622 11620 11619 11618 11606 11605 11604 11603 11599 11598 11597 11591 1158011558 11557 11556 11555 11550 11549 11548 11547 11540 11539 11538 11537 11530 11519 11517 11515 11514 11511 1150111500 11499 11492 11491 11490 11489 11488 11486 11485 11483 11454 11441 11440 11439 11438 11436 11435 11433 11432 11423 11422 11420 11417 11416 11415 11414 1141311412 11392 11391 11390 11388 11366 11365 11154 11150 11114 11113 11108 11107 11104 11099 11098 11071 1106711065 11045 11044 11043 11042 11041 11039 1103811037 11036 11034 11033 11032 11031 11030 11029 11028 11027 11026 11024 11023 11022 11021 10939 10814 10813 10809 10806 10803 10802 10801 10800 10799 10798 10796 10794 10791 10790 10789 10788 10787 10784 10783 10782 10781 10780 10776 10775 10774 10773 10772 10771 10770 10769 10765 10764 10763 10759 10758 10756 10755 10751 10749 10748 10747 10746 10745 10744 10743 10742 10738 10737 10736 10735 10734 10733 10731 10730 10729 10728 10726 10724 10723 1072210721 10720 10719 1071810715 10714 10713 10709 10705 10704 10702 10701 10700 10699 10698 10690 10639 10552 10551 10550 10400 10379 10372 10369 10362 1036010356 1033310332 10325 39TH ST HASTINGS AVE 30TH ST 20TH ST 41ST ST 29TH ST CO O K A V E 33RD ST HO W A R D S T 40TH ST 25TH ST 31ST ST 23RD ST 21ST ST 32ND ST 22ND ST ALWOOD ST LENORE ST IV Y S T 34TH ST U M A T I L L A A V E SH A S T A S T ED D Y S T TH O M A S S T 27TH ST 36TH ST RA I N I E R S T CL I F F S T DIS C O V E R Y R D 38TH ST 37TH ST 35TH ST 28TH ST GI B B S S T HI L L S T W O O D L A N D A V E HO O D S T BA K E R S T EL M S T SH E R M A N S T SP R I N G S T LA N D E S S T GI S E S T C O R O N A A V E JA C K M A N S T LO G A N S T VICTORIA AVE 19TH ST SILV E R S T HA N C O C K S T KA T H E R I N E S T P E A R Y A V E 26TH ST GR A N T S T COOK ST SH E R I D A N S T LEWIS ST SH E R I D A N A V E HE N D R I C K S S T HO L C O M B S T MC C L E L L A N S T RO S E C R A N S S T CL E V E L A N D S T MO R S E S T WI L S O N S T OL I V E S T DORCAS ST VE N U S T SH A S T A P L EL M I R A S T CREST AVE SO U T H R U B Y S T JENSEN ST H I G H L A N D L P BELLE ST SO U T H P E A R L S T GR A N T P L SO U T H T O P A Z S T EYE ST SO U T H G A R N E T S T EDDY CT 24TH ST VIEW ST COP P E R S T MA P L E S T GE M S T HA L L S T DENISON ST CRO S S S T DOROTHY LN LANDIS LN KI M B A L L C T SU M M I T W Y WALNUT ST GR E E N W A Y P L CAROLANNE ST MA S O N S T ELIZABETH PL 31ST ST HO L C O M B S T HO L C O M B S T CL E V E L A N D S T HA N C O C K S T 37TH ST 41ST ST LA N D E S S T RA I N I E R S T WI L S O N S T HE N D R I C K S S T SP R I N G S T MC C L E L L A N S T JA C K M A N S T JA C K M A N S T 34TH ST SH E R M A N S T 22ND ST 22ND ST 33RD ST HI L L S T GR A N T P L 36TH ST WI L S O N S T SH E R M A N S T 29TH ST LO G A N S T EL M S T LO G A N S T SH E R M A N S T HE N D R I C K S S T IV Y S T HA N C O C K S T 35TH ST 23RD ST HE N D R I C K S S T 36TH ST 32ND ST ED D Y S T 26TH ST JAC K M A N S T MC C L E L L A N S T HO L C O M B S T GI S E S T 37TH ST BA K E R S T TH O M A S S T 38TH ST 31ST ST HO L C O M B S T 41ST ST 30TH ST GI S E S T HA N C O C K S T GI B B S S T RO S E C R A N S S T HE N D R I C K S S T CL E V E L A N D S T 30TH ST CRO S S S T 33RD ST LO G A N S T CL E V E L A N D S T UMATILLA AVE GI B B S S T 20TH ST 25TH ST 33RD ST DISCOVERY RD HO W A R D S T CL I F F S T GI S E S T 19TH ST 21ST ST TH O M A S S T LO G A N S T 27TH ST 35TH ST WI L S O N S T CL E V E L A N D S T SH E R I D A N A V E CORONA AVE 24TH ST 29TH ST SH E R I D A N S T RO S E C R A N S S T 35TH ST KA T H E R I N E S T MC C L E L L A N S T 25TH ST 38TH ST CL E V E L A N D S T CL I F F S T RO S E C R A N S S T RO S E C R A N S S T 38TH ST HI L L S T HA N C O C K S T ED D Y S T ED D Y S T HO O D S T SH E R M A N S T SH E R I D A N S T 35TH ST BA K E R S T HO L C O M B S T 21ST ST 32ND ST RA I N I E R S T 35TH ST GI S E S T SPRING ST 27TH ST RA I N I E R S T JA C K M A N S T 37TH ST HO O D S T GR A N T S T 32ND ST HE N D R I C K S S T N DRAWING IS FULL SCALE WHEN BAR MEASURES 2” 0 600300 Feet 1 inch : 300 Feet J: \ D A T A \ T W N S D \ 2 1 - 0 2 2 6 \ G I S \ 2 0 2 2 G S P U P D A T E \ 2 0 2 2 G S P U P D A T E . A P R X B Y : E D A N I E L P L O T D A T E : J A N 5 , 2 0 2 4 C O O R D I N A T E S Y S T E M : N A D 1 9 8 3 H A R N S T A T E P L A N E W A S H I N G T O N N O R T H F I P S 4 6 0 1 F E E T Vicinity Map Ci t y o f P o r t T o w n s e n d Ci t y o f P o r t T o w n s e n d Ge n e r a l S e w e r P l a n Ge n e r a l S e w e r P l a n No d e D i a g r a m # # Hy d r a u l i c M o d e l This map is a graphic representation derived from the City of Port Townsend Geographic Information System. It was designed and intended for the City of Port Townsend staff use only; it is not guaranteed to survey accuracy. This map is based on the best information available on the date shown on this map. Any reproduction or sale of this map, or portions thereof, is prohibited without express written authorization by the City of Port Townsend. This material is owned and copyrighted by the City of Port Townsend. CLIENT LOGO AS S H n G i [ , Esri, HERE, Garmin, USGS, EPA, NPS &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2&2 &2 &2 &2&2&2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2&2 &2&2 &2&2 &2 &2 &2 &2&2 &2 &2 &2&2&2 &2 &2 &2 &2&2 &2 &2&2 &2 &2 &2&2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2&2 &2&2 &2 &2&2 &2 &2 &2&2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 "L "L                                                                                                                                                                                                                                                                                                                                                                                                                                                                 &^d ^^d &/ Z  ^ d W^d >z  ^ d >/ E   ^ d    D ^  ^ d >^d d^d Z^d E^d ^d ,  Z Z z  ^ d d z >  Z  ^ d >tZ  E    ^ d Y^d ^d D^d h^d <^d ZK ^   ^ d '^d K^d d  z > K Z  ^ d Y h / E  z  ^ d :^d D K E Z K   ^ d ZKKd ^ d ^ E  : h  E   s  ^d &ZE < > / E  ^ d D W >   ^ d ,^d , / E  ^  ^ d Z  ^ d t/ > > K t  ^ d ^d  >  > >  D  ^ d ,  Z Z / ^ K E  ^ d :   < ^ K E  ^ d d&d  ^ d D/>K^d td Z  ^ d D   / ^ K E  ^ d   ^ ^  ^ d W /  Z    ^ d &K^d Z  ^ d >/E K > E  ^ d <h , E  ^ d   E d K E  ^ d ϯϴd,^d ϯϳd,^d ϯϯZ^d ϯϱd,^d Z^d ^ ,  ^ d ZKK^ s  > d  ^ d ϮϬd,^d 'Z& /  >   ^ d t > E h d  ^ d K^'Z K s   ^ d EdZ^d Ϯϰd,^d Zz E  ^ d ϮϮE^d :&&  Z ^ K E  ^ d W K > <  ^ d t^, / E ' d K E  ^ d D E  / > >  ^ d   > , K h E  ^ d / ^  K s  Z z  Z  dZDKEd^d    ,  ^ d ^W Z h    ^ d ϮϯZ^d s  E   h Z  E  ^ d ^d ,  ^ d E h d  ^ d ϯϮE^d t  > <  Z  ^ d hDd/>>s & / > > D K Z   ^ d K <  ^ d ZK ^  t K K   ^ d Ϯϭ^d^d > E   ^  ^ d W Z <  ^ d Ϯϲd,^d s^d , h  ^ K E  ^ d >K W     s  DW> W > sE E  ^ ^  ^ d >Ez^d Z  t K K   ^ d K> z D W /    s  Ϯϵd,^d &ZE^^d Ϯϱ d ,  ^ d ZK>/E^d W/ E   ^ d ' E  ^ ^    ^ d D< / E >  z  ^ d ,h ^ K E  W > ϯϬd,^d ^'   > E tKK>Es > / E  K > E      , DK ^ >  z  W >  ^ d  > >  E K  t  z t > < > / E '  W > ,h & & K Z   W > W d d z ' Z K s   ^ d Z^d D E  / > >  ^ d , h  ^ K E  W > >/E K > E  ^ d d^d t/ > > K t  ^ d , / E  ^  ^ d    ,  ^ d D E  / > >  ^ d D K E Z K   ^ d > E   ^  ^ d ϯϬd,^d d&d  ^ d >/ E   ^ d , h  ^ K E  ^ d Y^d sE E  ^ ^  ^ d :&&  Z ^ K E  ^ d D W >   ^ d d  z > K Z  ^ d ^d D E  / > >  ^ d Z^d Z  t K K   ^ d d z >  Z  ^ d , / E  ^  ^ d ϯϬd,^d K^d ^d :   < ^ K E  ^ d &/ Z  ^ d D   / ^ K E  ^ d ^ ,  ^ d ,  ^ d E h d  ^ d t/ > > K t  ^ d d  z > K Z  ^ d ZK ^   ^ d ZK ^   ^ d ϯϮE^d D   / ^ K E  ^ d <h , E  ^ d sE E  ^ ^  ^ d Y h / E  z  ^ d D K E Z K   ^ d ,  Z Z z  ^ d :   < ^ K E  ^ d 'Z& /  >   ^ d <h , E  ^ d & / > > D K Z   ^ d ^ E  : h  E   s  , / E  ^  ^ d 'Z& /  >   ^ d , / E  ^  ^ d :   < ^ K E  ^ d    ,  ^ d ZK ^   ^ d ,  ^ d E h d  ^ d N DRAWING IS FULL SCALE WHEN BAR MEASURES 2” 0 600300 Feet 1 inch : 300 Feet J: \ D A T A \ T W N S D \ 2 1 - 0 2 2 6 \ G I S \ 2 0 2 2 G S P U P D A T E \ 2 0 2 2 G S P U P D A T E . A P R X B Y : E D A N I E L P L O T D A T E : J A N 5 , 2 0 2 4 C O O R D I N A T E S Y S T E M : N A D 1 9 8 3 H A R N S T A T E P L A N E W A S H I N G T O N N O R T H F I P S 4 6 0 1 F E E T Vicinity Map Ci t y o f P o r t T o w n s e n d Ci t y o f P o r t T o w n s e n d Ge n e r a l S e w e r P l a n Ge n e r a l S e w e r P l a n No d e D i a g r a m # # Hy d r a u l i c M o d e l This map is a graphic representation derived from the City of Port Townsend Geographic Information System. It was designed and intended for the City of Port Townsend staff use only; it is not guaranteed to survey accuracy. This map is based on the best information available on the date shown on this map. Any reproduction or sale of this map, or portions thereof, is prohibited without express written authorization by the City of Port Townsend. This material is owned and copyrighted by the City of Port Townsend. CLIENT LOGO AS S H n G i [ , Esri, HERE, Garmin, USGS, EPA, NPS &2 &2 &2&2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2&2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2&2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 "L 13045 13041 13038 13031 130241302013008 13006 13005 12997 12982 12978 12973 12970 12954 12938 12933 12930 12912 12905 12901 12897 12896 12894 12893 12892 12876 12871 12860 12859 12849 12847 12842 12840 12839 12837 1283112827 12810 12807 12804 12802 12801 12796 12794 12779 12775 12769 12768 12764 12756 12755 12754 12753 1274212738 12735 12721 12717 12713 12710 12703 12701 12697 12693 12681 12674 12668 12665 12664 12658 12657 12634 12621 12615 12612 12604 12592 12591 12587 12572 12555 12546 12535 12522 12513 12510 12496 12488 12476 1246612446 12445 11800 11797 11794 11793 11754 11728 11727 11726 11724 11722 11693 11691 1168311682 11679 11670 11669 11668 11667 11666 11665 11664 11663 11662 1166111660 11659 11658 11657 11655 11653 1165211649 1164711646 11642 11626 11614 11611 11608 11607 11596 11595 11594 11590 11588 11582 11577 11574 11573 11570 1156011559 11522 11484 11478 11477 11474 11473 11472 11453 11434 11426 11407 11406 11378 11374 11372 11371 11370 1136911368 11367 11160 11152 11151 11148111471114611145 11144 11143 11132 11131 11130 11123 11122 111201111911118 11117 11116 11115 11113 11112 11111 11110 11109 11106 11105 1110111100 11087 110861108511084 11083 11082 11081 110801107911078 110771107611075 11071 11070 11069 11064 10810 10804 10797 10795 1079310792 10786 10785 10779 10778 1077710768 10767 10766 10762 10761 10760 10754 10752 1075010740 10739 10732 10717 10716 10708 10707 10706 10704 10703 10695 10694 1069310692 10685 10684 1067610675 10564 10535 10534 10529 10528 10527 10526 10525 10524 10523 10522 10521 10520 10519 10517 1051210510 10509 10508 1050710506 10505 1050410503 10502 10501 10500 10499 10498 10497 1049610495 104941049310492 10491 10490 10489 10488 10487 10486 10485 10484 10483 1048210481 10480 10479 10478 10477 10476 1047510474 10473 10472 10471 10470 10469 10468 10466 10465 1046410463 10462 10461 10460 10459 10458 10457 10456 10455 10454 10453 10452 10451 10450 10449 10448 10447 10446 10445 10444 10443 10442 10441 10440 10439 10438 10436 10435 10434 10433 10432 10431 10430 10429 10428 10427 10426 10425 10424 10423 10422 10421 10420 10419 10418 10417 10416 10415 10414 10413 10412 10410 10409 10408 10407 1040210401 10399 10398 10396 10395 10374 10368 10367 10353 10352 10343 SIMS WAY 14TH ST DIS C O V E R Y R D 16TH ST RA I N I E R S T TH O M A S S T 10TH ST GI S E S T LO G A N S T 13TH ST 1ST ST 12TH ST 9TH ST HI L L S T GR A N T S T HA N C O C K S T 7TH ST SH E R M A N S T SH E R I D A N A V E 3RD ST HE N D R I C K S S T 18TH ST 6TH ST 5TH ST MC P H E R S O N S T 19TH ST WI L S O N S T M I L L R D 11TH ST SP R I N G S T 1S T S T . CL I F F S T HO L C O M B S T CL E V E L A N D S T 8TH ST ED D Y S T LA N D E S S T 15TH ST JA C K M A N S T RO S E C R A N S S T 4TH ST HO O D S T 2ND ST 17TH ST MC C L E L L A N S T BA K E R S T HO W A R D S T LAR R Y S C O T T M E M O R I A L T R A I L SH A S T A S T LA K E A V E BR A D S H A W A V E PA R K S I D E D R KAN U D R HI L L P L IV Y S T TO W N E P O I N T A V E VIST A B L V D CO M M E R C E L P WE S T P A R K A V E VI C T O R I A A V E SOUTH PARK AVE EA S T P A R K A V E S 8 T H S T LAUREL ST MEMORY LN WORKMAN PL QU E E N A N N E P L EVANS VISTA NORTH PARK AVE DA N A P L KA T H E R I N E S T SUNRISE P L GR A N T S T 10TH ST 15TH ST 1ST ST HI L L S T JA C K M A N S T LA R R Y S C O T T M E M O R I A L T R A I L 2ND ST 16TH ST BA K E R S T 12TH ST 15TH ST 15TH ST LA U R E L S T 6TH ST 2ND ST LA U R E L S T 12TH ST HO L C O M B S T 15TH ST SP R I N G S T 17TH ST LA N D E S S T 3RD ST IV Y S T 11TH ST CL E V E L A N D S T 9TH ST HO W A R D S T SH E R M A N S T 3RD ST 2ND ST 6TH ST 18TH ST 8TH ST 9TH ST 10TH ST CL I F F S T 9TH ST MC C L E L L A N S T HA N C O C K S T 7TH ST 13TH ST 13TH ST ED D Y S T 8TH ST 2ND ST 7TH ST 3RD ST ED D Y S T 18TH ST WILSON ST RO S E C R A N S S T 12TH ST HO O D S T HO W A R D S T N DRAWING IS FULL SCALE WHEN BAR MEASURES 2” 0 600300 Feet 1 inch : 300 Feet J: \ D A T A \ T W N S D \ 2 1 - 0 2 2 6 \ G I S \ 2 0 2 2 G S P U P D A T E \ 2 0 2 2 G S P U P D A T E . A P R X B Y : E D A N I E L P L O T D A T E : J A N 5 , 2 0 2 4 C O O R D I N A T E S Y S T E M : N A D 1 9 8 3 H A R N S T A T E P L A N E W A S H I N G T O N N O R T H F I P S 4 6 0 1 F E E T Vicinity Map Ci t y o f P o r t T o w n s e n d Ci t y o f P o r t T o w n s e n d Ge n e r a l S e w e r P l a n Ge n e r a l S e w e r P l a n No d e D i a g r a m # # Hy d r a u l i c M o d e l This map is a graphic representation derived from the City of Port Townsend Geographic Information System. It was designed and intended for the City of Port Townsend staff use only; it is not guaranteed to survey accuracy. This map is based on the best information available on the date shown on this map. Any reproduction or sale of this map, or portions thereof, is prohibited without express written authorization by the City of Port Townsend. This material is owned and copyrighted by the City of Port Townsend. CLIENT LOGO AS S H n G i [ , Esri, HERE, Garmin, USGS, EPA, NPS &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2&2 &2 &2 &2&2 &2 &2 &2&2&2 &2 &2 &2 &2 &2 &2 &2 &2 &2&2 &2 &2 &2 &2 &2 &2 "L "L 12975 12967 12956 12915 1290812898 12882 12792 12774 12706 12696 12672 12630 1262912578 12569 12568 12557 12549 12545 12507 12486 11713 11702 11692 11688 11648 11638 1156611244 11204 11162 11155 1114011136 11135 11134 11133 11127 111261112511124 11096 11094 11092 11073 10995 10991 10984 10979 10974 10971 10960 10928 10915 10909 1090210895 10894 10885 10878 10873 1085210817 10711 10697 10565 10543 10542 10518 10516 1051510514 SIMS W A Y WATER S T JEFFE R S O N S T FRAN K L I N S T WASH I N G T O N S T CLAY S T C A S S S T G A I N E S S T K E A R N E Y S T 19TH ST KU H N S T 18TH ST W A L K E R S T 12TH ST S C O T T S T T H A Y E R S T B E N T O N S T P I E R C E S T D E C A T U R S T C A L H O U N S T B E N E D I C T S T GARF I E L D S T V A N B U R E N S T HA I N E S S T HA I N E S P L 10TH ST B O A T S T 14TH ST MC N E I L S T P O L K S T H A R R I S O N S T M O R R I S O N S T P R O S P E R S T SA N J U A N A V E T Y L E R S T MC N E I L L S T T A Y L O R S T LINCO L N S T 16TH ST 8TH ST WASH I N G T O N S T HA I N E S P L HA I N E S S T T H A Y E R S T D E C A T U R S T MC N E I L L S T N DRAWING IS FULL SCALE WHEN BAR MEASURES 2” 0 600300 Feet 1 inch : 300 Feet J: \ D A T A \ T W N S D \ 2 1 - 0 2 2 6 \ G I S \ 2 0 2 2 G S P U P D A T E \ 2 0 2 2 G S P U P D A T E . A P R X B Y : E D A N I E L P L O T D A T E : J A N 5 , 2 0 2 4 C O O R D I N A T E S Y S T E M : N A D 1 9 8 3 H A R N S T A T E P L A N E W A S H I N G T O N N O R T H F I P S 4 6 0 1 F E E T Vicinity Map Ci t y o f P o r t T o w n s e n d Ci t y o f P o r t T o w n s e n d Ge n e r a l S e w e r P l a n Ge n e r a l S e w e r P l a n No d e D i a g r a m # # Hy d r a u l i c M o d e l This map is a graphic representation derived from the City of Port Townsend Geographic Information System. It was designed and intended for the City of Port Townsend staff use only; it is not guaranteed to survey accuracy. This map is based on the best information available on the date shown on this map. Any reproduction or sale of this map, or portions thereof, is prohibited without express written authorization by the City of Port Townsend. This material is owned and copyrighted by the City of Port Townsend. CLIENT LOGO AS S H n G i [ , THIS PAGE INTENTIONALLY LEFT BLANK Appendix J Mill Site Lift Station Sizing Analysis THIS PAGE INTENTIONALLY LEFT BLANK Flow estimates for Mill Road Lift Station and associated sewer epansion area. Assumptions 1 For buildingout to occur, there must be a UGA expansion to encompass the entire basin 2 Estimates are developed for 10 and yr building out only based on Glen Cove and the existing City Limits 3 It will take 20 years to absorb 50% of the existing structures within the Glen Cover and the existing City Limits 4 The Mill domestic wastewater will flow to the lift station enabling the Mill to get rid of their plant 5 The area within the City limits will achieve 50% of building out within 20 years 6 The 20 acre County property next to the LS will building out within 10 years 7 Assume 120 gpd/unit Flow (GPD) Basin Basin Area (acres) Acres In City Limits Type of Dev. Zoned density Density Red. For wetlands units/acre Ave. Day Flow. GPD/Acre at Buildout Total Buildout Peak Flow (gpd) Area Likely to Connect 20 yr 10 yr Notes Paper Mill 6,125 6,125 6,125 Based on NPDES Permit for Domestic WW Discharge 1 180 0 Residential 0 None of Basin 1 in CL- See Glen Cove Basin below which overlaps 2 175 105 Residential 8 5 600 105,000 105 63,000 31,500 60% of basin in CL; GPD/acre reduced for wetands 3 140 105 Residential 8 4 480 67,200 105 50,400 25,200 75% of basin in CL; GPD/acre reduced for wetlands 4A 25 This basin does not flow to the Mill Road LS 4B 40 This basin does not flow to the Mill Road LS Compost/Septic Fac.0 Public Srv.10,000 10,000 10,000 Assumes solids removal and decanting liquid to sewer system Glen Cove 800 0 Light Industrial 6 6 720 576,000 100 72,000 36,000 Only area within the existing developed light industry area. Total Ave. Day Flow 764,325 201,525 108,825 Peak HR Factor (large population)2 2 2 Peak hour factor based on negligible inflow (new system) - RH2 Analysis Peak Hour Flow (GPD)1,528,650 403,050 217,650 Peak Hour Flow (gpm)1,062 280 151 Objective: Create estimates for 10 yr, 20 yr., and buildout estimates for flow feeding the Mill Road Lift Station based on the 2009 Basin Study and the 2012 Lift Station Analysis. THIS PAGE INTENTIONALLY LEFT BLANK Appendix K 2022 City of Port Townsend Sea Level Rise and Coastal Flooding Risk Assessment THIS PAGE INTENTIONALLY LEFT BLANK Photo by Barney Burke THE CITY OF PORT TOWNSEND SEA LEVEL RISE AND COASTAL FLOODING RISK ASSESSMENT October 2022 City of Port Townsend Sea Level Rise Risk Assessment October 2022  2 ACKNOWLEDGMENTS The City of Port Townsend thanks the North Olympic Peninsula Resource Conservation & Development Council for providing financial support for technical assistance. Project Steering Committee Steve King, Public Works Director, City of Port Townsend Judy Surber, Planning Manager, City of Port Townsend John Mauro, City Manager City of Port Townsend Cindy Jayne, Chair, Climate Action Committee Dave Wilkinson, Local 20/20 Consulting Team: Cascadia Consulting Group Sebastian Espinosa Mary Ann Rozance Mike Chang Suggested Citation The City of Port Townend. October 2022. The City of Port Townsend’s Sea Level Rise and Coastal Flooding Risk Assessment. Prepared by the City of Port Townsend and Cascadia Consulting Group. Cover Photo Credit: Barney Burke City of Port Townsend Sea Level Rise Risk Assessment October 2022  3 TABLE OF CONTENTS ACKNOWLEDGMENTS ............................................................................................................................................ 2 PROJECT STEERING COMMITTEE ........................................................................................................................................ 2 CONSULTING TEAM: CASCADIA CONSULTING GROUP ............................................................................................................ 2 SUGGESTED CITATION ..................................................................................................................................................... 2 INTRODUCTION ..................................................................................................................................................... 4 PROJECT BACKGROUND ................................................................................................................................................... 4 FLOOD EXPOSURE AND MAPPING APPROACH ....................................................................................................... 4 COASTAL FLOODING PROBABILITIES AND PROJECTIONS .......................................................................................................... 5 Sea Level Rise Projections ..................................................................................................................................... 5 Current Coastal Flooding Processes ...................................................................................................................... 6 Sea Level Rise and Coastal Flooding in Port Townsend ......................................................................................... 7 APPROACH TO ASSESS FUTURE COASTAL FLOODING LEVELS IN PORT TOWNSEND ....................................................................... 8 Inundation Mapping for Future Water Levels ....................................................................................................... 8 PORT TOWNSEND ASSETS AND FLOOD RISK ........................................................................................................ 11 ASSET RISK ASSESSMENT METHODOLOGY ......................................................................................................................... 11 Assessing Exposure ............................................................................................................................................. 12 Assessing Sensitivity ............................................................................................................................................ 13 Assessing Consequence ....................................................................................................................................... 14 RESULTS ............................................................................................................................................................... 14 SUMMARY OF COASTAL FLOODING RISK TO KEY ASSETS....................................................................................................... 14 High Exposure ..................................................................................................................................................... 14 Highly Sensitive Assets ....................................................................................................................................... 15 High Consequence Assets .................................................................................................................................... 15 Asset Values at Risk ............................................................................................................................................ 15 LIMITATIONS ....................................................................................................................................................... 17 REFERENCES ......................................................................................................................................................... 18 APPENDIX A: FLOODING AND INUNDATION MAPS .............................................................................................. 20 APPENDIX B. DETAILED ASSET TABLE ................................................................................................................... 28 DETAILED ASSET TABLE ................................................................................................................................................. 28 DETAILED ASSET TABLE, BY EXPOSURE ............................................................................................................................. 33 City of Port Townsend Sea Level Rise Risk Assessment October 2022  4 INTRODUCTION Project Background The North Olympic Peninsula Resource Conservation & Development Council (NODC) secured technical assistance funding to support four local jurisdictions across the North Olympic Peninsula to better prepare for the future impacts of climate change. Clallam County, the Jamestown S’Klallam Tribe, the City of Port Angeles, and the City of Port Townsend received funding for technical assistance to advance their climate resilience and mitigation planning. The City of Port Townsend used the support to identify asset risks from sea level rise and other coastal flooding impacts. The City of Port Townsend is the county seat of Jefferson County with a population of 10,148 (U.S. Census Bureau, 2021). Located on the Quimper Peninsula, the town is surrounded by water and many areas of the shoreline occur at low lying elevations and already experience coastal flooding from storm surge, wave run-up, and extreme high tides (Figure 1). This study examines sea level rise and coastal flooding risks to coastal assets in the City of Port Townsend, with the goals listed below. • Model and map the extent of coastal flooding scenarios • Analyze City of Port Townsend coastal asset exposure to coastal flooding • Establish risk classifications to evaluate impacts of asset exposure to coastal flooding Studies that share related goals are currently being conducted, such as the Jefferson County Sea Level Rise Study, which is currently underway in fall 2022. Both studies involve an analysis of sea level rise models and other scientific information, identification of areas exposed to future sea level rise, and an assessment of at-risk community assets and infrastructure. Additionally, the approach of the Port Townsend analysis was similar to the sea level rise matrix conducted as part of the City of Tacoma’s Comprehensive Climate Adaptation Strategy. FLOOD EXPOSURE AND MAPPING APPROACH While much of the Port Townsend coast occurs along bluffs at high elevation many coastal areas of the city that are at much lower elevations are already susceptible to current coastal flooding. Rising sea Figure 1. Map of the Olympic Peninsula in Washington State with location of Port Townsend. City of Port Townsend Sea Level Rise Risk Assessment October 2022  5 levels due to climate change means that coastal inundation impacts will extend and intensify across many low-elevation areas of the City. This study focuses on the impacts of coastal flooding that threaten city assets at low elevations. Mapping the relationship between assets and coastal inundation scenarios leads to a better understanding of the risks and vulnerabilities of key assets and resources to current and future exposure to coastal flooding, which will be exacerbated by sea level rise. Coastal Flooding Probabilities and Projections Coastal flooding probabilities and projections were developed using sea level rise projections and current coastal flooding impacts, such as storm surge, wave run-up, and 100-year floods. The subsequent sections discuss each impact. Sea Level Rise Projections The Washington Coastal Resilience Project (WRCP) developed community-scale sea level rise projections in 2018 across 171 locations along Washington’s coastline based on global and regional sea level rise projections that account for vertical land movement (Miller et al. 2018). These projections are accompanied by an interactive website developed by the University of Washington’s Climate Impacts Group that includes sea level rise data visualizations for each of the 171 locations. The sea level rise data is presented based on two global greenhouse gas emissions scenarios, a high emissions scenario and a low emissions scenario.1 The analysis in this report uses sea level rise scenarios based on the RCP 8.5 scenario because it aligns with current the global emissions trajectory. In addition to using different emissions scenarios, the 2018 sea level rise projections are based on probabilistic projections of sea level rise exceedance. The WRCP produced a report with recommendations for how to apply the projections, with guidance on applying the probabilistic projections (Raymond et al. 2020). These projection scenarios are listed below. • High Probability Projections (>83%): This represents a lower rate of sea level rise with a high probability of occurring, meaning that it is very likely that the sea level will rise to the level associated with this projection. It suggests that there is an 83% chance that the sea-level rise will be greater than the identified rate with this threshold. The recommendation is to use this projection for risk-tolerant situations where infrastructure can accommodate sea level rise impacts or projects have flexibility or adaptability and where the consequences of flooding would be minimal. • Low-Range Probability Projections (<17%): This represents a higher rate of sea level rise with a lower probability of occurring. It suggests that there is a 17% chance that the sea-level rise will be greater than the value identified for this probability, or amount of sea level rise. The recommendation is to use this level for assets that are risk-averse and where sea level rise will 1 A high emissions scenario (RCP 8.5) assumes a global future in which we do not significantly reduce or limit emissions. It also assumes high population and lower income growth with moderate technological change and energy improvement, resulting in long-term to high energy demand and greenhouse gas emissions. A low emissions scenario (RCP 4.5) assumes a more aggressive global response to emissions reduction actions based on the 2015 Paris Agreement and limits mean global warming to less than 2C and achieves net-zero greenhouse gas emissions by 2050. This scenario is considered politically challenging and would require concerted action by all countries to shift to lower emissions. City of Port Townsend Sea Level Rise Risk Assessment October 2022  6 have substantial consequences. For example, using the estimated sea level rise associated with this probability should be used for critical infrastructure, such as sewage treatment plants or emergency response infrastructure, or others that would be seriously compromised by flooding and that the loss of that function would be a major disruption to the community. • Extreme Low Probability Projections (0.1%): This represents the highest rate of sea-level rise with the lowest probability of occurring. This projection represents the physical upper limit for sea level rise and is a worst-case scenario for extremely conservative decisions. This level of sea- level rise is unlikely to change with future scientific updates. The National Oceanic and Atmospheric Administration (NOAA) also updated its sea level rise projections in 2022, which are based off extrapolated tide gauge record data, to reflect the most recent climate change scenarios (Sweet et al. 2022). NOAA’s updated projects include 5 scenarios that generally correspond to a global climate model scenario (Low, Intermediate-Low, Intermediate, Intermediate- High, and High). The NOAA 2022 High Projection scenario was used as a visual reference layer in this spatial analysis, but the WRCP projections were used for the asset analysis since they are more locally tailored. Current Coastal Flooding Processes Sea level rise can exacerbate existing coastal flooding, which is affected by a variety of processes, events, and factors. This analysis uses storm surge, wave runup, and the FEMA 100-year flood zone to represent current drivers of coastal flooding, described below. • Storm surge: Storm surge creates water levels that are higher than the predicted astronomical tides, due to a combination of high tide events, low atmospheric pressure, and wind-driven waves. Because of the intensified impacts of these events, this study additively combines storm surge with WCRP sea level rise projections. Storm surge for Port Townsend was estimated by examining the extreme water level historic data from the nearby Friday Harbor tide gauge and comparing it to MHHW levels. There is 1% chance of a storm surge event for any given year in Port Townsend that would raise the tide levels by an additional 3.1 feet (Petersen et al. 2015). For the purposes of this report, the 3.1 feet of water level rise attributable to storm surge was used to represent current flooding in Port Townsend. • Wave runup: Wave runup is the height difference between the elevation of still water and the elevation that is reached by the uprush of a wave on beaches and shore barriers such as seawalls. At a local monitoring site (Salmon Club Boat Ramp, Figure 2) with a gently sloping shoreline, wave Figure 2. Wave runup at a city park and the Salmon Boat Club ramp. City of Port Townsend Sea Level Rise Risk Assessment October 2022  7 runup has been measured to increase tide levels by an additional 2.0 to 2.5 feet (Local 20/20 2018). For all inundation scenarios that were within 100 feet of the coast, an additional 2.5 feet was added to the total elevation to represent wave runup. In the case of this report, the purpose of evaluating wave runup was to better understand how properties along the shoreline are directly impacted due to wave action and serve as a planning tool for mitigation measures against wave runup. • 100-year flood: The National Flood Insurance Program provides geographic areas and subdivisions at risk of flooding and the associated base flood elevation. For this analysis, the base elevations of the 1% annual flood event—or a 100-year flood—for designated high-risk areas within Port Townsend were used. Depending on the subdivisions the base flood elevations ranged from 7 feet to 17 feet (FEMA 2019). These flood maps were included in the asset inundation analysis because it is representative of where historical flooding has occurred. However, the FEMA flood map does not consider future sea level rise. Sea Level Rise and Coastal Flooding in Port Townsend Sea level rise projections for the coastal area around the City of Port Townsend are summarized in Table 1. For the purposes of this analysis, we used WRCP’s 17% and 1% probability of exceedance value with a planning horizon of 2100 (3-feet and 5-feet of sea level rise, respectively). We also mapped the NOAA 2022 High Projection scenario with a planning horizon of 2100 (6.52-feet of sea level rise) to compare across datasets. The sea level rise projections and current coastal flooding levels selected for this analysis are summarized on Table 2. To represent the impacts of current coastal flooding impacts in Port Townsend we used the FEMA 100-year coastal flood elevation, the observed tidal elevation from the 1% storm surge event (3.1 feet), and 2.5 feet of wave run-up. Table 1. Projected Sea Level Change for Port Townsend (in feet). Time period Greenhouse Gas Scenario Central Estimate (50%) 17% probability of exceedance Higher magnitude, but lower likelihood possibilities NOAA 2022 High projections 10% probability of exceedance 1% probability of exceedance 0.1% probability of exceedance 2050 (2040- 2059) High 0.8 1.0 1.1 1.5 2.1 1.47 2100 (2090- 2109) High 2.2 3.0 3.3 5.0 8.5 6.52 2150 (2140- 2159) High 3.7 5.2 5.9 10.2 18.8 16.2 This table summarizes the 2018 assessment projections from the WCRP projections and NOAA 2022 High Projection scenario for the City of Port Townsend. For the WCRP projections, projected changes are assessed relative to contemporary sea level, which WCRP defines as the average sea level over the 19-year period 1991- 2009. For the NOAA 2022, projected changes are added on top of MHHW elevation. Projections highlighted in orange were used for this analysis and the projections highlighted in yellow was used as a reference. City of Port Townsend Sea Level Rise Risk Assessment October 2022  8 Table 2. Scenarios and their associated elevations (feet). Projection Inundation Scenario Feet of Sea-level Rise Source Washington State Unified projections 2100 Low-Range Probability Projections (<17%) 3 feet Miller et al. 2018 Washington State Unified projections 2100 Low Probability Projections (1%) 5 feet Miller et al. 2018 2022 NOAA Projection 2100 High projection 6.52 feet Sweet et al. 2022 Storm Surge 100 Year Storm event 3.1 feet Petersen et al. 2015 FEMA Flood Hazards 100-year Flood Base elevations from 7-15 feet FEMA 2019 Wave Run-up Current observations 2.5 feet, on top of storm surge Local 20/20 2018 Approach to Assess Future Coastal Flooding Levels in Port Townsend This section outlines how we assessed future coastal flooding based on different sea level rise projections and coastal flooding scenarios. Inundation Mapping for Future Water Levels Tidal Datums The National Oceanic and Atmospheric Administration (NOAA) maintains a tide gauge along Water Street near Point Hudson (Station ID: 9444900). Table 3 details the tidal datums and their current elevations (feet) that the gauge tracks. For this analysis, MHHW (8.52 feet) was used as a reference base elevation with all inundation projections added on top of the 8.52 feet (in reference to Mean Lower Low Water, or MLLW). Table 3. Tidal datums and their current elevations (feet) relative to MLLW. For instance, the 1% annual storm surge event was observed to increase the elevation of MHHW during low atmospheric events by 3.1 feet. Cumulatively, this would mean that the water level during a 1% storm surge event will be 11.62 feet (Table 4). Table 4. Projected water level during 1% storm surge event (feet). MHHW Elevation 1% Storm Surge Event Increase Total Water Level During 1% Storm Surge Event 8.52 3.1 11.62 Datum Current Elevation Mean higher high water MHHW 8.52 Mean high water MHW 7.84 Mean tide level MTL 5.17 Mean sea level MSL 5.00 Mean low water MLW 2.50 Mean lower low water MLLW 0.00 City of Port Townsend Sea Level Rise Risk Assessment October 2022  9 The total water level that accounts for sea level rise by 2100 was calculated by totaling MHHW with the elevation of WCRP sea level rise projections and storm surge. This would model not only the total water level increase brought on by sea level rise, but also the additional elevation driven by 1% storm surge events (Table 5). Table 5. 2100 Total water level (feet) according to WRCP Washington State projections. Projection 2022 MHHW Levels 1% Storm Surge Sea Level Rise 2100 Projected Water Level 17% Likelihood SLR Event 8.52 3.1 3 14.62 1% Likelihood SLR Event 8.52 3.1 5 16.62 Because areas of the shoreline within proximity to the current water level would be additionally impacted by wave runup, the total water level for areas within 100 feet of the shoreline included an additional 2.5-feet of elevation that accounts for wave runup (Table 6). Table 6. 2100 Projected (WRCP) total water level coupled with wave runup (feet). Projection 2100 Projected Water Level Wave Runup 2100 Water Level with Wave Runup 17% Likelihood SLR Event 14.62 2.5 17.12 1% Likelihood SLR Event 16.62 2.5 19.12 As a comparison, the 2022 NOAA High Projection scenario was 6.52-feet of sea level rise by 2100, which would place the total projected water level at 15.05 feet by 2100 (Table 7). Table 7. Total water level (feet) in 2100 according to NOAA 2022 projections. 2022 MHHW Level Sea Level Rise 2100 Projected Water Level 8.52 6.52 15.05 Vertical Datum Conversions The Digital Elevation Model (DEM) for Jefferson County was obtained from the NOAA Sea Level Rise Viewer tool and downloaded into ArcGIS. The DEM used was in meters and had a spatial reference coordinate system of NAVD88. The DEM had a horizontal resolution of 3-meters and a 0.328 RMSE of vertical accuracy. Additionally, the elevation data source of the DEM met the standards of the USGS Quality Level 2 as defined by the Lidar Base Specification of the national interagency 3D Elevation Program. Using Online VDatum, the reference conversion from MLLW to NAVD88 for the Port Townsend area was calculated to be -1.1 feet. By applying this offset, water levels could be converted to NAVD88. For example, if MHHW of 8.52 feet was applied the conversion offset would have an elevation of 7.42 feet in reference to NAVD88 (Table 8). A visual representation of this offset illustrates how the conversion can be applied and can be seen in Figure 3. City of Port Townsend Sea Level Rise Risk Assessment October 2022  10 Table 8. Water level (feet) in reference to MLLW and NAVD88. Inundation Scenario Elevation in reference to MLLW Elevation in reference to NAVD88 MHHW 8.52 7.42 Storm Surge 11.62 10.52 17% Likelihood SLR Event 14.62 13.52 NOAA High 2022 Event 15.04 13.94 1% Likelihood SLR event 16.62 15.52 Figure 3. Tidal datum elevation offset in reference to MLLW and NAVD88. Sea Level Rise and Storm Surge Mapping This section outlines a case study of how these various models and data were used to estimate the total water level that accounts for sea level rise and storm surge within ArcGIS. To calculate storm surge, 3.1- feet was added on top of the MHHW (8.52 feet). This elevation of 12.62 feet was then offset by -1.1 feet to ensure total water elevation was based off the NAVD88 reference layer, leading to a total water level of 10.52 feet (in reference to NAVD88). This elevation was then converted from feet to meters (3.21). Finally, all areas of the DEM that were under 3.21 meters of elevation were selected using the Raster Calculate tool (Figure 4). City of Port Townsend Sea Level Rise Risk Assessment October 2022  11 Figure 4. Example of how inundation layers were created using the Raster Calculate tool. In this scenario, the graphic depicts all areas equal to or below 3.21 meters (pink), which is the 3.1-feet storm surge scenario. The Reclassify tool was used to replace the raster values that were over the specified elevation (3.21 meters) with “No Data” so that only the raster values representing sea level rise remained. The raster was then converted to a polygon using the Raster to Polygon tool to smooth the layer into simpler shapes and allow for further analysis. Areas of the polygon that were under the elevation of water level that were not hydrologically connected to the coast or were deemed as “Areas unlikely to Flood”. These areas were eventually represented in a different color. Wave Run-Up Mapping The wave runup maps were calculated by adding total water level observation (Salmon Club Boat Ramp, Local 20/20 2018) and the NAVD88 offset and then subtracting the elevation from the tidal gauge observation (Point Hudson). Wave run-up height was modeled by adding an additional 2.5-feet of elevation for each inundation scenario. The Erase tool was then used to delete all parts of the wave runup layer that overlapped with a corresponding inundation layer, leaving a layer that represents areas 2.5-feet higher than the given inundation scenario. Since wave runup only impacts shoreline areas, The Buffer tool was used to establish a zone of Port Townsend that was within 100 feet of the shoreline. Areas 2.5-feet higher than the given inundation scenario were attached to this 100-foot buffer zone using the Clip tool. PORT TOWNSEND ASSETS AND FLOOD RISK Asset Risk Assessment Methodology Generally, climate vulnerability is defined as the climate risks and impacts moderated by the capacity to adapt and cope to those impacts. For example, the extent of coastal flooding impacts on sewer infrastructure is dependent on the location of sewer infrastructure in relation to expected sea level rise and whether the infrastructure can function with that inundation. A total of eighty-five (85) assets were identified through city documents and city staff consultation with an emphasis on coastal assets. For this City of Port Townsend Sea Level Rise Risk Assessment October 2022  12 assessment we focused on climate risks to coastal assets and categorized assets by various characteristics (Table 9). Table 9. Asset type and characteristics. Asset Type Asset Characteristics • Accommodations (Temporary Housing) • Dock or Marina • Education Facility • Fabrication or Working Boatyards • Financial Facility • Food, Restaurants, or Retail • Fuel • Offices and Buildings • Open Outdoor Spaces and Parks • Parking Lots • Power Structures • Residences (Housing) • Safety Facilities • Stormwater Infrastructure • Transportation • Wastewater Infrastructure • Water Infrastructure • Ownership (e.g., City owned, privately owned, etc.) • Year Built • Expected Asset Lifespan • Estimated Cost (i.e., assessed parcel value or estimated replacement cost of public infrastructure) We then looked at three components of risks to assets—exposure, sensitivity, and consequence—to assess sea level risk to these assets. These terms are further defined in subsequent sections. Assessing Exposure Exposure includes the physical factors that put assets in harm’s way from sea level rise and coastal flooding. Extent of an asset’s exposure to coastal flooding includes an asset’s location, elevation, location, and whether it overlaps with anticipated future coastal flooding. We measured exposure by identifying the spatial locations of assets into ArcGIS Pro as points or polylines and overlayed with inundation layers. If an asset was within the boundary or intersected (partly within) with an inundation layer, it was deemed to be exposed to that flooding scenario. We categorized asset exposure level as high, medium, or low based on the likelihood of that asset experiencing coastal flooding (Table 10). A high exposure asset would intersect with one of the current flooding risks (i.e., an asset overlapped with current wave run-up, storm surge, or 100-year flood). A medium exposure asset intersects with the 17% sea level rise threshold and a low exposure asset intersects with the 1% sea level rise threshold. We identified exposure for both private and public assets, however, only provide results for the public assets in this document. City of Port Townsend Sea Level Rise Risk Assessment October 2022  13 Table 10. Exposure categories defined as high, medium, or low exposur e levels Assessing Sensitivity Sensitivity is the degree to which the asset is affected by sea level rise and coastal flooding. For example, a new asset built with newer materials and built up to current design standards would be relatively less affected by temporary inundation as compared to infrastructure or assets that are built with older materials and to outdated design standards. Within this analysis, sensitivity is defined as the asset age relative to expected design life. We identified less conservative and more conservative asset design life estimates using different sources related to asset types (Table 11). High sensitivity assets were assets whose current age exceeded less conservative design life estimates. We only identified sensitivity for public assets due to data availability and limitations. Table 11. Design lifespan of key asset types. Asset Type Design Life (Less Conservative) Design Life (More Conservative) Source(s) Accommodations (Temporary Housing) 30 100 Portland Cement Association (PCA), n.d. David and Sons, 2017 Dock / Marina 40 50 Michigan Sea Grant, 2015 Education 30 100 PCA, n.d. David and Sons, 2017 Fabrication / Working Boatyards 30 100 Eurostat, 2003 Financial 30 100 PCA, n.d. David and Sons, 2017 Food, Restaurants, Retail 30 100 PCA, n.d. Exposure Level Short Description Current Coastal Flooding Risk Future Flooding Risk, related to SLR Projections 1% s t o r m su r g e Wa v e ru n u p FE M A 10 0 - ye a r f l o o d 17 % S L R + 1% s t o r m su r g e 1% S L R + 1% s t o r m su r g e High Assets that are already exposed to current flooding from storm surge + wave run-up or 100-year floods. Any asset exposed to any current coastal flooding impact is considered to have high exposure. Medium Assets that will be exposed to future flooding due to SLR by 2100 at the 17% probability of exceedance. X Low Assets that will be exposed to future flooding due to SLR by 2100 at the 1% probability of exceedance or will experience no future flooding. X City of Port Townsend Sea Level Rise Risk Assessment October 2022  14 Asset Type Design Life (Less Conservative) Design Life (More Conservative) Source(s) David and Sons, 2017 Fuel 20 30 ServoPro, 2021 Offices and Buildings 30 100 PCA, n.d. David and Sons, 2017 Open outdoor space and parks 20 50 City of Hamilton, Public Works, 2009 Parking lot 20 20 CA Department of Transportation, 2017 Power 50 50 Union of Concerned Scientists, 2017 Residences (Housing) 30 100 PCA, n.d. David and Sons, 2017 Safety 30 100 No data found. Using lifespan of concrete structures as proxy. Stormwater 50 100 ASCE, 2021a Transportation 10 100 Union of Concerned Scientists, 2017 Wastewater 25 50 ASCE, 2021b Water 60 100 Union of Concerned Scientists, 2017 Assessing Consequence High consequence assets represent assets that would affect key community functions if it failed due to coastal flooding. For this project, we identified high consequence assets using FEMA’s definition of critical facilities ⎯ which includes assets, systems, networks, or functions that would have a debilitating effect on security or public health and safety if they were debilitated or incapacitated due to hazards ⎯ to identify critical infrastructure on the list of assets. Critical infrastructure was identified by the City of Port Townsend project staff. These assets were subsequently categorized as high consequence assets. RESULTS Summary of Coastal Flooding Risk to Key Assets The eighty-five assets assessed in this study are categorized based on asset type, ownership, exposure, sensitivity, and whether it represents a high consequence asset (public assets are summarized on Table 12 with the detailed asset descriptions for public and private assets in Appendix B). Of these 85 assets, forty (40) assets were publicly owned or owned by NGOs. High Exposure Of the 40 public assets, 32 were identified as having high exposure, meaning that those assets are already located within the 1% chance of storm surge (3.1 feet) area, wave runup (2.5 feet) area, and/or the FEMA 100-year flood zone. There highly exposed assets include assets within wastewater, water, transportation, stormwater, safety, marinas, housing, and business categories. Out of the 29 high consequence assets representing critical infrastructure (which include private assets), 23 are highly exposed to current coastal flooding. These exposures represent current risk conditions and do not consider future sea level rise. The high exposure assets should be prioritized by the City for adapting to sea level rise as these are already City of Port Townsend Sea Level Rise Risk Assessment October 2022  15 known to experience coastal flooding during extreme high tide events and storm surge events and they will be the first assets to be affected by future sea level rise. Highly Sensitive Assets Out of the 40 public assets that were evaluated for sensitivity, six (6) are considered highly sensitive. That means their current age exceeds their anticipated design life, or the estimated length of time that asset is designed to function for. These assets are more likely to fail after a single or repeated flooding events because of their age in relation to their design life. Assets with high sensitivity to sea level rise should also be considered as priorities for the City as they will be the assets least equipped to deal with future coastal flooding worsened by sea level rise. High Consequence Assets The high consequence assets are assets that provide critical services – such as food, gas, shelter, power, and health services – to Port Townsend that also have high exposure and high sensitivity. The City will need to prioritize these assets in adapting to sea level rise to avoid failure of these critical facilities. High consequence assets include public and private assets. There are four (4) public assets that have been identified as high consequence assets. Asset Values at Risk Asset values were represented as either assessor’s parcel value for private assets or represented as estimated replacement cost for public assets (included with detailed asset descriptions in Appendix B). We identified total costs at risk by different exposure levels for both public and private assets. For public assets, the total estimated replacement costs for assets with high exposure where assets are already located within the 1% chance of storm surge, wave runup, or the FEMA 100-year flood zone is $179,200,000. The total estimated replacement cost for public assets with medium exposure, or where assets intersect with the 17% probability of exceedance, is $2,068,544. Finally, the total estimated replacement cost for assets with low exposure, or where assets intersect with the 1% probability of exceedance, is $12,771,167. For private assets, the total assessed parcel value for assets with high exposure where assets are already located within the 1% chance of storm surge, wave runup, or the FEMA 100-year flood zone is $44,060,086. The total assessed parcel value for private assets with medium exposure, or where assets intersect with the 17% probability of exceedance, is $2,880,465. Finally, the total assessed parcel value for private assets with low exposure, or where assets intersect with the 1% probability of exceedance, is $1,231,924. Table 12. Assets categorized by level of exposure and sensitivity and whether it represents a high consequence asset. ID Asset Ownership Exposure Sensitivity High Consequence Wastewater WW- 1 Monroe Street Lift Station City High High Y WW- 2 Gaines Street Lift Station City High Low WW- 3 Kah Tai Nature Park Restrooms City High Medium City of Port Townsend Sea Level Rise Risk Assessment October 2022  16 ID Asset Ownership Exposure Sensitivity High Consequence WW- 4 Wastewater Treatment Plant City Low Medium WW- 5 Port Lift Station City Medium Medium WW- 6 Point Hudson Lift Station City High Medium WW- 7 Kearney Sewer City High Low WW- 8 Boat Haven Sewer City High Medium WW- 9 Downtown Sewer City High High Y Water W- 1 Kearney Water City High Low W- 2 Boat Haven Water City High Low W- 3 Downtown Water City High Low Transportation T- 1 Washington State Ferry Terminal Washington State High Medium Stormwater SW- 1 Stormwater Lift Station City High Low SW- 2 Kearney Storm City High Low SW- 3 Boat Haven Storm City High Medium SW- 4 Downtown Storm City High High Y Safety S- 1 US Coast Guard Federal Low Medium S- 2 Point Wilson Lighthouse Federal High High Y Parking Lot PL- 1 The Back Alley City Low High Power P- 1 Electric Sub-Station City Low Low Open Outdoor Space and Parks OP- 1 Pope Marine Park City High Medium OP- 2 Adams Street Park City High Medium OP- 3 Tyler Street Plaza City High Low OP- 4 Wave Viewing Gallery City High Low Offices and Buildings OB- 1 City Hall City Low Low OB- 2 Cotton Building City Low Low OB- 3 Pope Marine Building City High Low OB- 4 Port of Port Townsend Port High Low Education E- 1 Marine Science Center- 1 NGO High Low E- 2 Northwest Maritime Center NGO High Low E- 3 Marine Science Center- 2 NGO High Low E- 4 Marine Science Center- 3 NGO Medium Low Dock / Marina City of Port Townsend Sea Level Rise Risk Assessment October 2022  17 ID Asset Ownership Exposure Sensitivity High Consequence D- 1 Port of Port Townsend Maintenance Port High High D- 2 Union Wharf Public High Low D- 3 City Dock Public High Low D- 4 Boat Haven Marina Port High Low D- 5 Point Hudson (Port Property) Port High Low Accommodations (Temporary Housing) A- 9 American Legion (Homeless Shelter) NGO High High LIMITATIONS While this report attempts to assess the coastal flooding risk of key assets, there are some limitations of this assessment, identified below. • The inundation modeling was based off elevation data and does not account for the effects of seawalls or other fortification structures. Because of this, the hazard exposure analysis may have resulted in more conservative high estimations of flooding in certain areas. • The elevation of assets (i.e., building height) was not considered and therefore may overrepresent flooding. • Site specific variables of wave runup were not assessed. • The effects of natural processes or human causes geomorphological changes that might lower or raise the sea level elevation are not sufficiently understood and therefore the model does not consider coastal geomorphological processes that might occur in the future. Furthermore, we recommend expanding on this assessment in the future. These recommendations are also listed below. • Assessing asset adaptive capacity or ability to cope with inundation is beyond the scope of this project. We recommend reviewing the identified asset list and focusing on assets that are highly exposed, highly sensitive, and would have a high consequence of failure to assess the ability of those assets to cope or withstand impacts of coastal inundation, especially repeatedly. In addition, identifying adaptive capacity of infrastructure and assets could result in policy and planning recommendations for how to adapt key assets. This process is identified in the Climate Action Committee’s Risk Screening Tool (2019) and follows the steps laid out in this project. • Erosion along bluffs may be impacted by sea level rise and storm surge but is outside the scope of this study. • Port Townsend’s identify is linked to its historic and cultural resources. The Comprehensive Plan encourages retention of significant buildings (Land Use Element Goal 17). We recommend reviewing US Department of Interior’s Guidelines on Flood Adaptation for Rehabilitating Historic Buildings. City of Port Townsend Sea Level Rise Risk Assessment October 2022  18 • This study did not account for the tsunami inundation zone. Future expansion of this could include integration of assets exposed to tsunami-related flooding. REFERENCES American Society of Civil Engineers (ASCE). (2021a). Stormwater. In: 2021 Report Card for America’s Infrastructure. https://infrastructurereportcard.org/cat-item/stormwater-infrastructure/. ASCE. (2021b). Wastewater. In: 2021 Report Card for America’s Infrastructure. https://infrastructurereportcard.org/cat-item/stormwater-infrastructure/. California Department of Transportation. (2017). Chapter 610 Pavement Engineering Considerations. In: California’s Highway Design Manual, (610): 1-23. City of Hamilton, Public Works. (2009). Chapter 8: Parks and Open Spaces. http://www2.hamilton.ca/NR/rdonlyres/593520D0-7E19-4DF2-997C- 95C23D3235C1/0/SOTIParks_and_OpenSpaces.pdf. Accessed 31 October 2022. David and Sons Concrete. (2017). The Average Lifespan of Concrete. http://davisandsonsconcrete.com/2017/02/the-average-lifespan-of- concrete/#:~:text=For%20larger%20projects%20such%20as%20buildings%20and%20homes%2C ,other%20materials%20such%20as%20wood%20begin%20to%20deteriorate. Accessed 31 October 2022. Eurostat. (2003). The lifespan of main transport assets. https://transportgeography.org/contents/chapter3/transportation-and-economic- development/transport-assets-lifespan/. Accessed 31 October 2022. Federal Emergency Management Agency (FEMA). (2019). FEMA Flood Map Service Center: Search by Address Tool. https://msc.fema.gov/portal/search?AddressQuery=port%20townsend#searchresultsanchor. Accessed 31 October 2022. Local 20/20. (2018). King Tide – Dec 20, 2018. https://l2020.org/king-tide-dec-20-2018/. Accessed 31 October 2022. Michigan Sea Grant. (2015). Infrastructure Best Practices. https://www.michiganseagrant.org/wp- content/blogs.dir/1/files/2012/05/15-703-Infrastructure-Best-Practices.pdf. Accessed 31 October 2022. Miller, I.M., Morgan, H., Mauger, G., Newton, T., Weldon, R., Schmidt, D., Welch, M., Grossman, E. (2018). Projected Sea Level Rise for Washington State – A 2018 Assessment. A collaboration of Washington Sea Grant, University of Washington Climate Impacts Group, University of Oregon, University of Washington, and US Geological Survey. Prepared for the Washington Coastal Resilience Project. Petersen, S., Bell, J., Miller, I., Jayne, C., Dean, K., and Fougerat, M. (2015). Climate Change Preparedness Plan for the North Olympic Peninsula. A Project of the North Olympic Peninsula Resource City of Port Townsend Sea Level Rise Risk Assessment October 2022  19 Conservation & Development Council and the Washington Department of Commerce, funded by the Environmental Protection Agency. Available: www.noprcd.org. Portland Cement Association (PCA). (No date). Durability. https://www.cement.org/learn/concrete- technology/durability. Accessed 31 October 2022. Raymond, C.L, Faghin, N., Morgan, H., and Roop, H. (2020). How to Choose: A Primer for Selecting Sea Level Rise Projections for Washington State. A collaboration of Washington Sea Grant and University of Washington Climate Impacts Group. Prepared for the Washington Coastal Resilience Project. ServoPro. (2021). Knowing the lifespan of your underground fuel tanks. https://servopro.com.au/knowing-the-lifespan-of-your-underground-fuel-tanks/. Accessed 31 October 2022. Sweet, W.V., Hamlington, B.D., Kopp, R.E., Weaver, C.P., Barnard, P.L., Bekaert, D., Brooks, W., Craghan, M., Dusek, G., Frederikse, T., Garner, G., Genz, A.S., Krasting, J.P., Larour, E., Marcy, D., Marra, J.J., Obeysekera, J., Osler, M., Pendleton, M., Roman, D., Schmied, L., Veatch, W., White, K.D., and Zuzak, C. (2022). Global and Regional Sea Level Rise Scenarios for the United States: Up- dated Mean Projections and Extreme Water Level Probabilities Along U.S. Coastlines. NOAA Technical Report NOS 01. National Oceanic and Atmospheric Administration, National Ocean Service, Silver Spring, MD, 111 pp. https://oceanservice.noaa.gov/hazards/sealevelrise/noaa- nos- techrpt01-global-regional-SLR-scenarios-US.pdf. Union of Concerned Scientists. (2017). Built to Last: Challenges and Opportunities for Climate-Smart Infrastructure in California. Prepared by J.R. Gibson. https://www.ucsusa.org/sites/default/files/attach/2017/11/gw-whitepaper-smart- infrastructure.pdf. U.S. Census Bureau. (2021). The City of Port Townsend, Washington: Quickfacts. https://www.census.gov/quickfacts/fact/table/porttownsendcitywashington/PST045221. Accessed 31 October 2022. City of Port Townsend Sea Level Rise Risk Assessment October 2022  20 APPENDIX A: FLOODING AND INUNDATION MAPS This appendix section provides more detailed maps that depict coastal flooding and inundation of assets. Figure 5. Infrastructure along Kearney Street that are exposed to different inundation scenarios. Storm water pipes are shown in pink, water systems are shown in orange, and sewer lines are shown in purple. Coastal flooding is show in blue, wave runup in green, and areas unlikely to flood in a crosshatch blue pattern for each inun dation scenario. Coastal flooding from the 17% sea level rise event and the 1% sea level rise event also take into account flooding brought on from 1% storm surge. City of Port Townsend Sea Level Rise Risk Assessment October 2022  21 Figure 6. Boat Haven infrastructure exposed to different inundation scenarios. Storm water pipes are shown in pink, water systems are shown in orange, and sewer lines are shown in purple. Coastal flooding is show in blue, wave runup in green, and areas unlikely to flood in a crosshatch blue pattern for each inundati on scenario. Coastal flooding from the 17% sea level rise event and the 1% sea level rise event also take into account flooding brought on from 1% storm surge. City of Port Townsend Sea Level Rise Risk Assessment October 2022  22 Figure 7. Downtown infrastructure exposed to different inundation scenarios. Storm water pipes are shown in pink, water systems are shown in orange, and sewer lines are shown in purple. Coastal flooding is show in blue, wave runup in green, and areas unlikely to flood in a crosshatch blue pattern for each inundation scenario. Coastal flooding from the 17% sea level rise event and the 1% sea level rise event also take into account flooding brought on from 1% storm surge. City of Port Townsend Sea Level Rise Risk Assessment October 2022  23 Figure 8. Map of assets categorized by current flood exposure in Port Townsend. Storm surge is depicted in blue and wave runup in green. Areas that are below 1% storm surge event elevation but are hydrologically unconnected are labeled as “areas unlikely to flood” and are depicted in a crosshatch blue pattern. Assets are classified by their exposure types, high exposure assets are shown in red, medium exposure assets in yellow, and low exposure in green. City of Port Townsend Sea Level Rise Risk Assessment October 2022  24 Figure 9. Map of assets categorized by future flood exposure in Port Townsend by 2100 under the 17% likelihood SLR event. Coastal flooding brought on by 17% SLR event and the 1% storm surge is depicted in blue, and wave runup in green. Areas that are below the combined elevation of the 17% SLR event and 1% storm surge but are hydrologically unconnected are labeled as “areas unlikely to flood” and are depicted in a crosshatch blue pattern. Assets are classified by their exposure types, high exposure assets are shown in red, medium exposure assets in yellow, and low exposure in green. City of Port Townsend Sea Level Rise Risk Assessment October 2022  25 Figure 10. Map of assets categorized by flood exposure in Port Townsend by 2100 under the 1% likelihood SLR scenario. Coastal flooding brought on by 1% SLR event and the 1% storm surge is depicted in blue, and wave runup in green. Areas that are below the combined elevation of the 1% SLR event and 1% storm surge but are hydrologically unconnected are labeled as “areas unlikely to flood” and are depicted in a crosshatch blue pattern. Assets are classified by their exposure types, high exposure assets are shown in red, medium exposure assets in yellow, and low exposure in green. City of Port Townsend Sea Level Rise Risk Assessment October 2022  26 Figure 11. Map of assets categorized by flood exposure in Port Townsend based on FEMA 100-year flood areas, which represent historic flooding in Port Townsend (Shown in blue). Assets are classified by their exposure types, high-exposure assets are shown in red, medium-exposure assets in yellow, and low-exposure assets in green. City of Port Townsend Sea Level Rise Risk Assessment October 2022  27 Figure 12. Map of flooding impacts that would occur in 2100 under the 2022 NOAA High Projection scenario. This was used as a reference layer. City of Port Townsend Sea Level Rise Risk Assessment October 2022  28 APPENDIX B. DETAILED ASSET TABLE The table below summarizes key assets, asset characteristics, and risk characteristics. Asset data was collected in summer 2022, and information was estimated when data was not explicitly available or accessible. These tables are based on the year 2022. For a more detailed table that allows for regular updates, please visit https://docs.google.com/spreadsheets/d/15YVIpbCPVBIHBbgnCO5nbK7zZJHxVZyXkzFlzx-J4cw/edit#gid=0. Detailed Asset Table Asset Description Owned Critical Facility Year Built Lifespan (years) Value/Cost Exposure Current 17% 1% Monroe Street Lift Station Sewer Pump Station City Y 1960 62 $2,000,000 X Gaines Street Lift Station Sewer Pump Station City Y 2022 0 $4,000,000 X Kah Tai Nature Park Restrooms Restrooms City 1993 29 $500,000 X Wastewater Treatment Plant City's sewer plan on Kuhn Street City Y 1995 27 $75,000,000 X Port Lift Station Sewer Pump Station City Y 1985 37 $1,500,000 X Point Hudson Lift Station Sewer Pump Station City Y 1990 32 $750,000 X Kearney Sewer Wastewater line (Est. .25 miles) City Y 2005 17 $500,000 X Boat Haven Sewer Wastewater line (Est. 1 mile) City Y 1990 32 $2,500,000 X Downtown Sewer Sewer lines (Est. 2 miles) City Y 1950 72 $2,000,000 X Kearney Water Water lines City Y 1975 47 $750,000 X Boat Haven Water Water Lines City Y TBD TBD $1,750,000 X Downtown Water Water Lines City Y TBD TBD $1,700,000 X City of Port Townsend Sea Level Rise Risk Assessment October 2022  29 Asset Description Owned Critical Facility Year Built Lifespan (years) Value/Cost Exposure Current 17% 1% Washington State Ferry Terminal Ferry Terminal Washington State Y 1990 32 $60,000,000 X Stormwater Lift Station Stormwater Pump Station City Y 1995 27 $100,000 X Kearney Storm Storm pump.... flooded pipes (Est. .25 miles ) City Y 2000 22 $500,000 X Boat Haven Storm Storm lines (est. .5 miles) City Y 1960 62 $1,250,000 X Downtown Storm Storm lines (Est. 1 mile) City Y 1900 122 $5,000,000 X US Coast Guard Coast Guard Federal Y 1960 62 $15,000,000 X Point Wilson Lighthouse Lighthouse Federal Y 1914 108 $10,000,000 X Claridge Court Apartments Private 1989 33 $2,873,355 X Bay Vista II Condominium Private 1994 28 $2,531,400 X Bay Vista Condominium Condominium Private 1990 32 $1,177,343 X The Edgewater Condominium Private TBD TBD $2,228,768 X Electric Sub- Station Power City Y 1990 32 $5,000,000 The Back Alley Public outdoor space City 1950 72 $150,000 X Pope Marine Park Public outdoor space City 1987 35 $500,000 X Adams Street Park Public outdoor space City 1993 29 $150,000 X Tyler Street Plaza Public outdoor space City 2017 5 $500,000 X Wave Viewing Gallery Public outdoor space City 2010 12 $750,000 X City Hall Admin, Finance, Council, HR, Planning, City Y 2005 17 $20,000,000 X City of Port Townsend Sea Level Rise Risk Assessment October 2022  30 Asset Description Owned Critical Facility Year Built Lifespan (years) Value/Cost Exposure Current 17% 1% Engineering and museum Cotton Building Public gatherings City 2010 12 $1,500,000 X Pope Marine Building Public gatherings City 2010 12 $1,000,000 X Port of Port Townsend Administrative Building Port 2014 8 $5,000,000 X Jefferson Title Title Company Private TBD TBD $568,544 X Port Townsend Yacht Club Public gathering space NGO 1986 36 $5,000,000 X Port Townsend Visitor Center Information for tourists Private TBD TBD $568,544 X Safeway Gas Station Gas Station Private Y 2001 21 $568,544 X The Food Coop Grocery Store Private Y 1970 52 $2,626,938 X Penny Saver Grocery Store Private Y 1989 33 $396,997 X Safeway Grocery Store Private Y 1981 41 $8,560,966 X McDonald's Grocery Store Private Y 1988 34 $1,188,949 X Fast Shop Grocery Store Private Y 2001 52 $568,544 X Bayview Restaurant Private 1978 33 $42,968 X 123 Thai Restaurant Private TBD 41 $912,327 X O'Reilly Auto Parts Auto Parts Private TBD 34 $912,327 X PhoFilling Restaurant Private 1989 21 $680,467 X Pan d'Amore Bakery Bakery Private TBD 44 $980,547 X Pourhouse Pub with food service Private TBD TBD $851,675 X New Day Fisheries Fish Processing Private TBD TBD $0 (Exempt based off parcel information) X Sea J's Cafe Restaurant Private TBD 33 $0 (Exempt based off parcel information) X City of Port Townsend Sea Level Rise Risk Assessment October 2022  31 Asset Description Owned Critical Facility Year Built Lifespan (years) Value/Cost Exposure Current 17% 1% Port Townsend Garden Center Plant retail Private TBD TBD $678,055 X Goldstar Marine Marine Service Private TBD TBD $0 (Exempt based off parcel information) X Sunrise Coffee Company Coffee Shop Private TBD TBD $0 (Exempt based off parcel information) X Key City Fish Grocery - seafood Private TBD TBD $0 (Exempt based off parcel information) X Port Townsend Brewing Company Pub Private TBD TBD $1,287,369 X Blue Moose Cafe Restaurant Private TBD TBD $1,417,070 X Admiral Ship Supply Marine Service Port TBD TBD $1,417,070 X Shipwright's Co- op Marine Service Private TBD TBD $1,287,369 X Better Living Through Coffee Coffee Shop Private TBD TBD $1,051,583 X Henry Hardware Hardware store Private 1991 TBD $1,872,103 X Chase Bank Private 1984 31 $568,544 X Kitsap Credit Union Credit Union Private 1992 38 $987,877 X US Bank Bank Private 1975 30 $1,124,141 X Wells Fargo Bank Private 1977 47 $1,370,471 X Kitsap Bank Bank Private 1975 45 $1,025,197 X Anderson Machine Shop Machine shop Private TBD TBD $0 (Exempt based off parcel information) X Armstrong Consolidated Inc. Boat Manufacturer Private TBD TBD $1,274,890 X Marine Science Center- 1 Interactive museum NGO 2021 1 $10,000,000 X City of Port Townsend Sea Level Rise Risk Assessment October 2022  32 Asset Description Owned Critical Facility Year Built Lifespan (years) Value/Cost Exposure Current 17% 1% Northwest Maritime Center Education facility and gather space NGO 2009 13 $25,000,000 X Marine Science Center-2 Interactive museum NGO Y 2010 12 5,000,00 X Marine Science Center-3 Interactive museum NGO 2010 12 $5,000,000 X Port of Port Townsend Maintenance Marine Service Port 1950 72 $2,000,000 X Union Wharf Public outdoor space Public Y 1996 26 $1,500,000 X City Dock Public outdoor space Public 1990 32 $5,500,000 X Boat Haven Marina Port of Port Townsend Port Y 1997 25 $5,000,000 X Point Hudson (Port Property) Port Y 1990 32 $4,000,000 X Life Care Center Convalescent Center Private 1980 42 $2,409,149 Harborside Inn Hotel Private 1990 32 $5,338,062 X The Tides Inn-1 Hotel Private TBD TBD $481,924 X The Tides Inn-2 Hotel Private TBD TBD $902,358 X The Tides Inn-3 Hotel Private TBD TBD $902,358 X The Tides Inn-4 Hotel Private TBD TBD $428,232 X The Tides Inn-5 Hotel Private TBD TBD $428,232 X Aladdin Inn- Hotel Private 1989 33 $1,651,831 X American Legion Homeless Shelter NGO Y 1950 72 $2,500,000 X City of Port Townsend Sea Level Rise Risk Assessment October 2022  33 Detailed Asset Table, by Exposure Assets that were partially within an inundation layer are denoted with an asterisk. While spatial analysis may not categorize these as at-risk assets, real life ground truthing confirmed that some assets would still be partially or completely flooded despite their asset only partially overlapping an inundation later. Asset ID Asset Current Coastal Flooding Risk Future Flooding Risk, related to SLR Projections 1% s t o r m su r g e 1% St o r m su r g e + Wa v e r u n - up FE M A 1 0 0 - ye a r f l o o d 17 % S L R 1% S L R 1 Monroe Street Lift Station X X X 2 City Hall X 3 Cotton Building X 4 Pope Marine Building X X* X X X 5 Gaines Street Lift Station X X* X X 6 Kah Tai Nature Park Restrooms X X X 7 Wastewater Treatment Plant X* 8 Port Lift Station X X 9 Pope Marine Park X X X X 10 Adams Street Park X* X* X 11 Stormwater Lift Station X X X X 12 The Food Coop X X X 13 Penny Saver X X X 14 Chase X X X 15 Life Care Center 16 Electric Sub-Station 17 Safeway X* X X 18 McDonald's X X X 19 Claridge Court X X 20 Kitsap Credit Union X* 21 Safeway Gas Station X* X* X X City of Port Townsend Sea Level Rise Risk Assessment October 2022  34 Asset ID Asset Current Coastal Flooding Risk Future Flooding Risk, related to SLR Projections 1% s t o r m su r g e 1% St o r m su r g e + Wa v e r u n - up FE M A 1 0 0 - ye a r f l o o d 17 % S L R 1% S L R 22 Fast Shop X* X X 23 Port of Port Townsend X* X X 24 Harborside Inn X* X 25 US Coast Guard X* X* X* X X 26 Point Wilson Lighthouse X X X 27 Point Hudson Lift Station X X X 28 US Bank X* X* X 29 Bayview X* X* X* X* 30 Bay Vista II X* X* X* X* X* 31 Bay Vista Condominium X* X* X* X 32 The Tides Inn-1 X* X* X 33 The Tides Inn-2 X* X* X 34 The Tides Inn-3 X* X* X* X* 35 The Tides Inn-4 X* X* X 36 The Tides Inn-5 X* X* X 37 Wells Fargo X* X 38 The Edgewater X* X X X X 39 123 Thai X X X X 40 O'Reilly Auto Parts X X X X 41 Kitsap Bank X X X X 42 PhoFilling X X 43 Aladdin Inn X* X X X 44 Pan d'Amore Bakery X X X 45 Pourhouse X X* X X 46 Jefferson Title X X* X X X 47 New Day Fisheries X X X 48 Sea J's Cafe X X* X X 49 Port Townsend Yacht Club X X* X X X City of Port Townsend Sea Level Rise Risk Assessment October 2022  35 Asset ID Asset Current Coastal Flooding Risk Future Flooding Risk, related to SLR Projections 1% s t o r m su r g e 1% St o r m su r g e + Wa v e r u n - up FE M A 1 0 0 - ye a r f l o o d 17 % S L R 1% S L R 50 Port Townsend Garden Center X X X X 51 Port Townsend Visitor Center X* X X X 52 Anderson Machine Shop X* X X X 53 Armstrong Consolidated Inc. X X* X X X 54 Goldstar Marine X X* X X X 55 Sunrise Coffee Company X X X X 56 Key City Fish X X X 57 Port Townsend Brewing Company X X X X 58 Blue Moose Cafe X X X X 59 Admiral Ship Supply X X X X 60 Shipwright's Co-op X X X X 61 Port of Port Townsend Maintenance X X X 62 Better Living Through Coffee X X* X X X 63 Marine Science Center X* X* X* X* X 64 Tyler Street Plaza X* X X 65 Northwest Maritime Center X X* X X 66 Marine Science Center X X 67 Marine Science Center X X X X 68 Washington State Ferry Terminal X X X X 69 Henery Hardware X X 70 The Back Alley X City of Port Townsend Sea Level Rise Risk Assessment October 2022  36 Asset ID Asset Current Coastal Flooding Risk Future Flooding Risk, related to SLR Projections 1% s t o r m su r g e 1% St o r m su r g e + Wa v e r u n - up FE M A 1 0 0 - ye a r f l o o d 17 % S L R 1% S L R 71 Wave Viewing Gallery X X X X 72 Union Wharf X X X X 73 City Dock X X X X 74 Boat Haven Marina X X X X 75 American Legion X 76 Point Hudson (Port Property) X X X X X 77 Kearney Sewer X X X X 78 Kearney Storm X X X X X 79 Kearney Water X X X X 80 Boat Haven Sewer X X X X X 81 Boat Haven Storm X X X X X 82 Boat Haven Water X X X X X 83 Downtown Storm X X X* X X 84 Downtown Sewer X X X* X X 85 Downtown Water X* X X* X X Appendix L 2019 Port Townsend Condition Assessment Summary Report by Jacobs THIS PAGE INTENTIONALLY LEFT BLANK Port Townsend Condition Assessment Summary Report September 11, 2019 Port Townsend Condition Assessment Summary Report ii Contents 1. Introduction ............................................................................................................................................... 2 2. Observations ............................................................................................................................................. 3 2.1 Mechanical Systems ................................................................................................................................... 3 2.2 Instrumentation and Control ....................................................................................................................... 6 2.3 Corrosion..................................................................................................................................................... 7 3. Summary of Recommended Improvements......................................................................................... 11 3.1 Mechanical Systems and Corrosion ......................................................................................................... 11 3.2 Instrumentation and Control ..................................................................................................................... 13 4. Summary of Estimated Costs ................................................................................................................ 16 Appendix A. Site Plan ......................................................................................................................................... 18 Appendix B. Photos ............................................................................................................................................ 19 Port Townsend Condition Assessment Summary Report 1 Port Townsend Condition Assessment Summary Report 2 1. Introduction The City of Port Townsend’s (City’s) Wastewater Treatment Plant (WWTP) was upgraded to secondary treatment in the early 1990s. In the approximately 25 years since completion of that project the WWTP has operated well and has been maintained in good condition. However, as is the case with all WWTP facilities, conditions are harsh on equipment and structures. Additionally, control systems and instruments have a limited useful life and become difficult to maintain, repair, and replace individually. After a period of 25 years, these systems and instruments undergo substantial advancement. Upgrade and replacement of instrumentation and control systems need to be assessed holistically. Being aware that it is time to plan for targeted rehabilitation and upgrade at the WWTP, the City initiated a high- level task to assess the condition of its WWTP with a focus on three primary areas: (1) mechanical (both building mechanical and process mechanical); (2) corrosion of structures, equipment, and piping; and (3) instrumentation and control. The focus was on these aspects of the WWTP because these were generally understood to be the areas of greatest concern. This work included a one-day examination of the WWTP by Jacobs Engineering Inc (Jacobs) technical staff. Jacobs’ corrosion specialist, WWTP mechanical engineer, and instrumentation and control engineer participated in the one-day examination. After the one-day examination, observations were documented, deficiencies noted, and recommendations (and associated estimated costs) for mitigation developed. Each of these are presented herein. Note that the WWTP generally appears to be within its design capacity and within its capacity to meet the needs of the City of Port Townsend. However, in addition to the primary focus of this condition assessment, the City should consider addressing longer-term future needs that are beyond the scope of this work and beyond typical planning horizons. Addressing such longer-term future needs would likely require additional property adjacent to the existing WWTP, beyond what the City currently owns. Additional property would enable the City to flexibly address certain future challenges. Future challenges that would require additional property could include the eventual degradation and deterioration of the WWTP. WWTP environments are inherently corrosive to concrete and steel despite the best efforts and practices to prolong the useful lives of these materials. At some point, new unit process structures will become necessary. Changes in future, more-stringent regulation, such as the currently-contemplated nutrient reduction, could require new or expanded unit processes. Increases in population could eventually increase WWTP flows, which could require additional property for expanded unit processes. Directly east and to the south of the WWTP are several properties without existing buildings and one that includes a residence. These lots are between Kuhn Street and Landes Street on the east and west, respectively, and between 50th Street and 53rd Street on the south and north, respectively. The City should pro-actively explore the possibility of purchase of these properties for the long-term future and assess whether or not it is feasible and reasonable to hold these properties for many years (even decades) before they might be needed. Port Townsend Condition Assessment Summary Report 3 2. Observations The one-day examination of the WWTP was conducted July 15, 2019. WWTP staff guided Jacob’s staff through the plant and provided input on the function and performance of various unit processes and facilities. The observations presented herein are presented on a per-facility basis (except for Instrumentation and Control) in three main sections: (1) Mechanical Systems, (2) Instrumentation and Control, and (3) Corrosion. A copy of the WWTP Site Plan drawing from the 1991 design – marked up as part of the construction project of 1992 through 1994 – is presented in Appendix A for reference as to the location of key facilities. Photographs collected during the July 15, 2019 site visit of key facilities, equipment, and observed deficiencies are presented numerically in Appendix B. These photographs are referenced from the main body of this report. 2.1 Mechanical Systems Mechanical system where noted for condition, capacity, and function. WWTP staff provided input on condition, recent rebuilds, equipment capacity limitations, and challenging system-operations. Based on discussion with WWTP staff, it appears the overall WWTP is operating well within its design capacity. No overall capacity enhancement appears to be necessary in the near future. A Facility Plan Amendment is required if the WWTP reaches 85% of its design capacity. That is not the case after over 25 years of operation. Overall, the WWTP’s mechanical systems are in good condition – reflecting staff’s commitment to regular and pro-active maintenance. 2.1.1 Intake Pump Station The influent pump station receives sewage by gravity from two influent sewers. The primary portion of flow comes by conveyance from the Gaines Street Lift Station. That line flows by gravity to the plant once it reaches the general area of the golf course. An additional gravity conveyance system conveys sewage to the plant from areas to the south and west. The Influent Pumps deliver raw sewage to the elevated headworks channels, located atop the adjacent Headworks Building. Below are observations related to the mechanical systems of the Intake Pump Station. · Capacity. Most of the time only one of the two duty pumps are in operation. Occasionally, during an extreme rainfall event, the lag pump will come online for a short period of time. If the lag pump were starting more frequently, then we might conclude that the capacity of the pump station might need to be increased. · Equipment. The original pumps have been replaced one at a time with Flygt pumps with the N-style impeller. The original pumps had corrosion issues. The N impellers and these pumps have proven very reliable in submersible service and in pumping disposable wipes, which present great challenges for all wastewater treatment systems. The pumps are inspected and serviced regularly but have required no repairs to date. · Notable features. The pump power and control cables are connected with Meltric connector plugs that sit within the wet well gas space. According to WWTP staff the plugs have been in place for several years without any issues. This method of providing a way to disconnect the pump power and remove pump from the wetwell appears to be efficient. It eliminates any obstruction, such as a junction box above the intake pump station that could obstruct traffic in entrance driveway. 2.1.2 MCC and Generator Rooms The generator is well maintained and has just received a controls upgrade. The system is load tested periodically, run once a month on a regular schedule, and periodically is called to run after an area power failure. It has ample capacity to power the WWTP. Port Townsend Condition Assessment Summary Report 4 2.1.3 Headworks Raw sewage from the Influent Pump Station discharges into a covered, open channel and flows to the influent bar screen. Bar screen effluent flows thru the vortex grit unit, Parshall flume, and onto the box where return activated sludge RAS combines with the screened and degritted-influent and is then split between the two oxidation ditches (Photo 1). · Capacity. The bar screen is functioning well with no comments associated with high water levels upstream of the screen indicating possible capacity issues (Photos 2 and 3). There is a manual bar rack (Photo 4) that can be installed in a parallel channel if the installed screen fails. The Pistagrit vortex grit removal unit (Photo 5) is also functioning well with no significant accumulations of grit downstream to indicate that the unit is overloaded. · Equipment. The Parkson bar screen replaced the original screening equipment. It was rebuilt approximately 10 years ago and is still in good condition. The screenings compactor is in good condition. According to WWTP staff, no issues have been observed with the screenings compactor tube (Photo 6). The Pistagrit unit has had some wear but that is not unusual in grit service. The air lift tube wore out and has been replaced. The cyclone at the top of the air lift wore out and has been rebuilt. The grit-classifier is located in the grit and screenings dumpster area on the main level of the headworks building; it was replaced at some time since the mid-1990s. It appears to be working well. The Parshall flume and instrumentation appears to provide accurate plant influent flow information. · Notable features. As seen by the extensive amount of corrosion and liner damage over the RAS/Influent splitter weirs and under the cover of the influent wet well, it appears there is insufficient air flow/change to prevent build-up of corrosive gases. This issue is likely the result of either or both of inadequate blower capacity or ducting capacity. 2.1.4 Odor Control System · Capacity. As evidenced by severe corrosion and degradation of the concrete liner, either the odor system has insufficient capacity or the distribution of air changes across the system is not adequate. That said, when the system is running, odor complaints from offsite are infrequent. So, there may be enough air moved to contain odors but not enough to reduce condensation and formation of sulfuric acid on gas environment contact surfaces. · Equipment. The odor control fan needs to be replaced (Photo 7). An evaluation should be conducted to determine the proper size fan for this application. The carbon scrubber vessel (Photo 8) appears to be in good condition. If the evaluation indicates that more surface area or carbon volume is required, it might make sense to install a second, parallel vessel rather than replace the existing with a larger tank. 2.1.5 Oxidation Ditches Combined influent and Return Activated Sludge (RAS) is split into either of the two oxidation ditches (Photo 9). Dissolved oxygen for biological consumption and mixing energy/lateral movement in the ditches is supplied by large, deck-mounted vertical mixers which have a type of paddle aerator turning below the water surface. The agitation entrains air into the mixer liquor and the energy imparted by the turning paddles, drives flow around the ditch circle. Flow exits the ditch over manually, adjustable side weirs. As the weir invert is raised, the mixing disks are further submerged driving more dissolved oxygen into the mixer liquor. As the speed of the disks are increased, more oxygen is transferred and the rate at which the mixed liquor travels around the ditch increases. · Capacity. During the summer months, when water temperature is higher, WWTP staff raise the oxidation weirs to the highest levels. The purpose of this is to introduce enough dissolved oxygen in the mixed liquor to reduce the ammonia levels. Oxygen is the limiting factor here. In addition, the mixers are run at a higher speed twice a day. By October, operation of the ditches returns to the normal mode as the waste water cools. Port Townsend Condition Assessment Summary Report 5 · Equipment. The aerators and oxidation ditch design was done by Eimco. There are large, gearbox assemblies that drive the mixer shaft (Photo 10) that sit in noise enclosures (Photo 11) on the oxidation ditch deck. This equipment has worked well and there is a spare motor on site. 2.1.6 Secondary Clarifiers Mixed liquor splits to either of two secondary clarifiers. During summer flows, one clarifier can be down for service (Photo 12). There are no process mechanical issues with the secondary clarifiers. · Capacity. There appear to be no capacity issues. · Equipment. The clarifier mechanisms are manufactured by Eimco. The original drives and motors are in service. Typically, well-maintained clarifier drives have long life spans (Photo 13). 2.1.7 RAS/WAS/Scum Pumps The RAS pumps pull settled mixed liquor from the floor of the secondary clarifiers and return to the mixing and splitter box just downstream of the Parshall flume at Headworks. The Waste Activated Sludge (WAS) pumps pull from the bottom of the clarifier and send waste mixed liquor sludge (theoretically the quantity of biomass grown on a daily basis) to the WAS aerobic digester/holding tanks for later dewatering on the belt filter press. The Secondary Scum pump pulls secondary scum from the scum sump between the secondary clarifiers and pumps to the WAS holding tank. No issues with capacity, functionality, or condition were observed (Photo 14). 2.1.8 Chlorine Contact Basins and W3 Pumps Secondary clarifier effluent enters the Chlorine Contact Basins, has hypochlorite solution diffused into the stream, passes thru the serpentine flow path that is designed to achieve a design contact time and then discharges to the outfall. There is the wide spot just prior to outfall discharge that provides a wet well for vertical turbine, W3 pumps to pull suction. There are no capacity, functionality, or condition issues with this process or equipment (Photos 15 and 16). 2.1.9 Chemical Systems Hypochlorite is delivered in 12% concentration and stored in a new 6,200 HDPE tank. This is a black tank. The black tank (increased temperature of the hypochlorite) could possibly be contributing to an increase observed in off-gassing and vapor locking of the hypochlorite metering pumps (Photo 17) from prior operations. It also may have nothing to do with it. A recirculation pump has been added to ensure continuous hypochlorite flow from the tank suction connection, past the pump suction points, and back to the tank. This is a commonly-implemented strategy designed to prevent chemical from sitting in the pipes and off-gassing to the point of accumulating enough gas to break suction. So, this is not a critical issue at this point, but the City may wish to look into this a bit more to see if there’s better strategies to avoid this situation. Typically, ensuring adequate flooded suction and no high points in suction piping is sufficient. But other pump types such as peristaltic and hose pumps are options to consider instead of diaphragm metering pumps (what is currently installed) because these pumps better handle the off- gassing issue. There are no capacity or equipment issues with the Sodium Bisulfite metering system. Only recently was a chlorine residual limit established but they have been feeding bisulfite for many years as a best practice. 2.1.10 Old Wastewater Plant (Aerobic Digesters) WAS is pumped to the aerobic digesters (Photo 18) where it is aerated in order to avoid odor issues as well as to facilitate aerobic digestion of the sludge. · Capacity. There appear to be no capacity issues. · Equipment. There are likely some missing coarse bubble diffusers in the aeration system. The air is shut off daily for about 4 to 5 hours to allow the sludge to settle and thicken. The tank is decanted back to the Port Townsend Condition Assessment Summary Report 6 influent pump station and the thickened sludge, around 8,000 mg/L, is pumped to the belt press for dewatering (Photo 19). Approximately 30,000 gallons per day of thickened WAS is delivered to the belt press. The dewatered cake is about 14% solids, suitable for blending with wood chips in the composting process. The cake is hauled out to the landfill where the composting system is located. The composting process generates significant heat rendering a Class A sludge product, available to the public, after a prescribed composting period. These tanks are remnants from the original treatment plant. Likely these tanks would perform poorly in a significant seismic event. 2.1.11 Blower Room Air is delivered to the aerobic digesters (waste activated sludge [WAS]) via a pair of rotary lobe blowers located in the lower level of the Operations building. They have 60-horsepower motors and produce about 1,200 cfm of air (Photo 20). They operate around 19 hours per day with additional run time in the summer. These blowers are in good condition and have adequate capacity. However, rotary lobe blowers are not particularly efficient from a power-usage standpoint. This could be a consideration with respect to upgrading these blowers, as is discussed in Section 3. 2.1.12 Belt Press There are no capacity or equipment issues with the belt press or belt press room (Photo 21). 2.2 Instrumentation and Control The majority of the instrumentation and control systems and instruments remain from the 1990s upgrade of the WWTP to secondary treatment. Equipment, cabinetry, and panels are kept clean and good working order (Photo 22). Control panels are clean, and wiring is still orderly indicating proper care has been taken during maintenance (Photo 23). Overall, the instrumentation and control systems and instruments have been well- maintained and are in good working order. 2.2.1 WWTP SCADA HMI The WWTP’s SCADA HMI system was upgraded within the last two years and does not require any major additional upgrades at this time. Normal maintenance of the application and security updates is important and should be diligently continued. 2.2.2 PLCs, VFDs, and UPSs However, one of the major issues that is ongoing at the WWTP, and is common to all such facilities, is aging of the instrumentation and control equipment. While many electrical and electronic devices have the capacity to last up to 30 or even 40 years, the accepted lifespan of instruments and controllers is 15 to 20 years. The main reason for this is the rapid pace of technological advancement with these systems and the associated lack of availability of support for systems older than 15 years. The key critical control components for the WWTP are the system programmable logic controllers (PLCs), the variable frequency drives (VFDs), and the control panels’ uninterruptable power supply (UPS). All of these have been well maintained but have exceeded their useful expected life (Photos 24, 25, 26). Each of these elements are obsolete and not supported by the original manufacture since about 2010. Each of these elements are considered high value items (over $5,000 each). The PLC and VFD system replacements are not a simple part-swaps and will require engineering to develop the replacement strategy. For these items the replacement should be performed within the next year or two. 2.2.3 Instruments The more common instrument components are also at end of their useful life spans and some even obsolete. New direct replacement elements are available for most of these with only slight mounting differences. For these types of items, maintenance plans should be created that identify the next repair item to purchase when needed. Then, these items can be changed out with new components when needed. It was noticed that the transmitter for the plant flow flume flow meter FIT-460 has issues with the LCD display. Magnitrol no longer Port Townsend Condition Assessment Summary Report 7 makes replacements for this meter and since plant flowrate is used by other processes it should be considered for a near-term replacement. 2.2.4 Influent Pump Station The instruments, conduit, and associated support elements inside of the influent structure need to be replaced due to corrosion. The area gas transmitter located inside the wet well shows extreme corrosion and the corresponding reading on the panel meter is off, indicating that it has failed (Photos 27, and 28). 2.2.5 Miscellaneous · It was observed that the electrical equipment, motor control centers, VFDs, control panels, etc, do not have Arc Flash and PPE requirement labels on them. This was an added requirement in the 2008 NEC. · Many of the flexible conduit connectors show rust, these should be coated with a rust protectant coating (Photo 30). · Previous upgrade projects resulted in abandoning some components that are still in place. The network radio antenna’s function has been replaced by a new network service to the facility (Photo 31). The new Sodium Hypochlorite tank uses a visual tank measurement, leaving the Milltronics transmitter located in the containment abandoned in place (Photo 32). The sodium bisulfite is metered with manual settings. A Strantrol Dechlor controller that was apparently previously used for metering is de-energized inside of CP1 (Photo 33). There may be other instruments that due to change in process needs have been abandoned in place. 2.3 Corrosion Overall the WWTP is in relatively good condition from a corrosion standpoint – better condition than most WWTPs of with this number of years in service. The cathodic protection test stations were checked to determine the status of this corrosion protection system for buried pipe. The anodized aluminum handrails, grating, and covers are in very good condition. WWTP staff have done a good job maintaining protective coatings. That stated, there are some corrosion issues that will need corrective action. 2.3.1 Intake Pump Station The Intake Pump Station (IPS) is exposed to corrosive conditions caused by release of hydrogen sulfide gas. The odor control system removes some of the corrosive atmosphere, but enough hydrogen sulfide remains to cause deterioration of pump station materials over time. · Concrete. Corrosion of the concrete walls and ceiling has exposed the aggregate. It is estimated that the depth of concrete deterioration is ¾- to 1-inch. No exposed reinforcing steel was observed (Photos 34 and 35). · Electrical. Electrical and I&C conduit and junction boxes appear to be PVC coated, but these are severely corroded where the PVC coating has deteriorated. These instruments, conduit, and ancillary equipment need to be replaced. · Pump Guide Rails. The pump guide rails appear to be stainless steel. The rails are in good condition, with some discoloration and minor corrosion in the head space. · Hatch Covers. The aluminum hatch covers are in good condition. 2.3.2 MCC and Generator Rooms These facilities are air conditioned and no corrosion issues were observed. Port Townsend Condition Assessment Summary Report 8 2.3.3 Headworks The headworks channels and basins are covered and head space air is removed and exchanged with fresh air by an odor control system. A plastic embedded liner (“T-Lock”) provides corrosion protection from residual hydrogen sulfide gas. Bar screens are stainless steel. · Embedded Liner. The embedded liner is generally in good condition (Photo 36). There are several isolated locations in the channels where the liner has failed and concrete is corroding.  Isolated failures were observed at the Parschall Flume (Photo 37).  The embedded liner has failed on a concrete support column in the RAS return basin. It appears that the liner was not completely installed over the cap of the column, and corrosion of the concrete has occurred from the top of the column down, allowing the embedded liner to peel away from the concrete at the corners (Photo 38). The process is turbulent in the RAS return basin, a condition that liberates hydrogen sulfide gas and creates a more corrosive condition.  Liner failure was also observed in the RAS return basin where the embedded liner was terminated next to stainless steel embeds for temporary gates (Photo 39). · Stainless Steel Bar Screens. The stainless steel bar screens were found to be in good condition. · Traveling Screen. The traveling screen is fabricated with stainless steel components; no corrosion issues observed. · Aluminum Channel and Basin Covers. The aluminum covers had a light covering of aluminum corrosion product, a condition normally observed in this application. The covers were in very good condition. · Gate operator stems and brackets. These appeared to be in good condition. · Above-Grade Materials, Miscellaneous.  A short section of ductile iron W3 pipe near the traveling screen is not painted (Photo 40).  Moderate corrosion was observed where the pipe was not provided with thermal insulation.  Conduit fittings are corroding.  The painted air intakes for the MCC and generator rooms are in good condition.  A fiberglass box installed to house I&C equipment is starting to deteriorate from UV exposure (Photo 41).  The stainless steel and painted steel electrical enclosures appear to be in good condition. 2.3.4 Odor Control System · Odor Control Duct.  The stainless steel odor control duct on the top of the headworks appears to be in good condition.  The vertical stainless steel odor control duct has some external staining, and may have some small wall penetrations at a weld due to internal corrosion.  The horizontal stainless steel odor control duct at grade level has numerous pipe wall penetrations due to internal corrosion (Photos 42 and 43). Most, but not all, of the penetrations are at the bottom of the duct. · Fan. Some surface corrosion was observed on the fan housing. · Fiberglass Filter Tank. No corrosion issues were observed. Port Townsend Condition Assessment Summary Report 9 2.3.5 Oxidation Ditches · No corrosion issues were observed. 2.3.6 Secondary Clarifiers · The south secondary clarifier was drained and available for visual observation (Photo 44). · Clarifier Mechanism.  The paint on the secondary clarifier mechanism is maintained on a regular basis by plant staff. There are some areas where minor corrosion is occurring at coating defects (Photo 45). Overall, the paint system is in good condition considering its age.  Carbon steel fasteners on the mechanisms failed and were replaced with stainless steel hardware. · Concrete.  No corrosion issues observed on submerged concrete or on concrete floor.  Some leaching of the concrete launder has occurred, and some aggregate is exposed (Photo 46). The amount of leaching does not appear to be excessive and is not anticipated to an issue. · Walkway. The galvanized steel walkway is in good condition. · Motor and Drive. The paint on the motor and drive is in good condition. · Fiberglass Weirs and Baffles.  The fiberglass weirs and baffles are in good condition.  Stainless steel hardware is in good condition.  Carbon steel support brackets are corroding (Photo 47). · Pump Station. Paint on exposed piping and appurtenances appears to be regularly maintained and is in good condition. No corrosion-related issues observed. 2.3.7 Chlorine Contact Basins · Overflows. The coating on the overflows appears to be in good condition. · Gate Operator Stems. The gate operator stems are corroding at the water surface. · Wood Planks. The wood planks above water are showing signs of rot. The condition of the planks below water was not observed. 2.3.8 Chemical Systems · Hypochlorite.  The original fiberglass hypochlorite tank was replaced with a 6,200 gallon high density polyethylene tank. No corrosion issues were observed on this tank.  Pump Room. No corrosion issues were observed. · Sodium Bisulfite. No corrosion issues were observed on the tank or in the pump room. 2.3.9 Grit Removal · Pump and Suction Piping. Some items of the grit removal pump and suction piping on top of the headworks have eroded or corroded and been replaced or repaired by plant staff. Port Townsend Condition Assessment Summary Report 10 · Grit Room. The grit classifier was replaced about 10 years ago and appears to be in good condition. The grit room is well-ventilated and no corrosion issues were observed. 2.3.10 Belt Press · Belt Press. The belt press room is well ventilated, and no significant corrosion of exposed metals was observed on the belt press. · Miscellaneous.  Light Fixtures. The metal housings on the light fixtures are starting to rust.  Steel Door Frame. The base of the steel door frame is corroding.  Platform Columns. The grout used under the base of the aluminum platform columns has deteriorated.  Platforms and Gratings. The aluminum platforms and grating are in good condition. 2.3.11 Blower Room · No corrosion issues were observed. 2.3.12 Old Wastewater Plant (Aerobic Digesters) · No corrosion issues were observed. Port Townsend Condition Assessment Summary Report 11 3. Summary of Recommended Improvements A summary of recommended improvements is presented herein on a per-facility basis for Mechanical Systems and Corrosion combined within the same subsections. Recommended improvements for Instrumentation and Control are presented separately. 3.1 Mechanical Systems and Corrosion The following items are recommended for improving plant performance or increasing reliability and reducing maintenance efforts. 3.1.1 Influent Pump Station A protective coating is recommended for the interior walls and ceiling of the influent pump station. This protective coating is required to mitigate corrosion of the concrete due to hydrogen sulfide gas. A typical corrosion protection coating for this application would include: · Dewatering and cleaning with high pressure water to remove surface contaminants and loose concrete. · Abrasive blasting or high-pressure water wash to reach sound concrete. · Application of cementitious surface restoration product to restore concrete thickness and provide a smooth surface for coating. · Application of a high performance, high build epoxy coating designed for exposure corrosive conditions associated with hydrogen sulfide gas. The concrete will continue to deteriorate under the current operating conditions. A protective coating project should be budgeted and scheduled for implementation within the next three to five years. The electrical and I&C conduit, fittings, and sensors need to be replaced because of corrosion (see Section 3.2, Instrumentation and Control). In order to accomplish the bypass pumping around this influent pump station, there will have to be a pump around set up for the wetwell. There is a manhole across the drive from the pump station where temporary pumps could draw suction. (Photo 48). The pumps could discharge thru a hose across the drive and then into a rigid pipe to carry the sewage up to the Headworks Building roof, discharging into a headworks open channel. (Photos 49 and 50). This pump around could last for one month in order to accomplish the coatings prep, concrete repair and new coatings process. During this time, access to the plant offices and lab, sludge cake loadout, and the screenings and grit dumpster would have to be maintained. Possibly a lightweight truss bridge could be constructed to carry the temporary pump discharge above truck height across the drive. This project would require outside consulting services to develop a bidding document to procure a contractor to do this work. 3.1.2 Headworks The embedded plastic liner needs to be repaired in several areas of the headworks facility. Significant corrosion of the concrete has occurred on the column in the RAS return basin (the last basin of the headworks). These repairs will need to be performed by a specialty contractor. Smaller repair areas on walls will need to be repaired with plastic liner material. The repairs to the column plastic liner can be repaired by restoring the concrete and replacement of the embedded liner or wrapped with carbon fiber. The repairs to the concrete column should be made within the next two years. It will be necessary to bypass the channels and RAS return basin to make these repairs. Port Townsend Condition Assessment Summary Report 12 This project would require outside consulting services to develop a bidding document to procure a contractor to do this work. It is assumed that this work would be completed as part of the same construction contract as the Influent Pump Station coating system work. 3.1.3 Odor Control It may be possible to revise the odor control system to remove more air, increase air changes, and reduce the concentration of hydrogen sulfide gas in the RAS return basin of the Headworks and to the influent pump station. Duct sizes conveying this system should be checked to confirm the ducts are adequately sized. A desktop evaluation of the odor control system would be necessary to assess the potential for improvements. Revising and upgrading the system could reduce corrosion related to hydrogen sulfide. Some of the WWTP’s odor-scrubbed areas do not appear to be experiencing this same hydrogen sulfide corrosion resulting from inadequate air changes and scouring. These areas include: the grit and screenings dumpster room, the screenings channel, and the grit vortex channel. In addition to modifying the odor control capacity, the odor control duct from the top of the headworks to the filter tank has been penetrated by corrosion and will need to be replaced. At this point, the holes are small. However, they will become larger as corrosion inside the duct continues. The duct should be scheduled for replacement within one to two years. Polymer-lined, stainless steel duct has been used successfully on several recent wastewater treatment plant projects and would be a suitable option for this installation. 3.1.4 Oxidation Ditches Given the approach WWTP staff undertake during summer to achieve effective sludge oxidation, it appears that oxygen appears to be a limiting factor in the performance and capacity of the oxidation ditches. Given there is no other apparent, current limitation to the WWTP capacity, oxygenation of the sludge appears to potentially be the limiting factor on WWTP capacity. This should be checked to confirm there isn’t already a capacity issue that should be addressed. A biological process capacity evaluation is recommended. This is a desktop modeling analysis and should be incorporated into the City’s plans within the next 5 years. As noted earlier, WWTP flows have not risen beyond the levels that trigger an update to the facility planning documents (85% of WWTP capacity per Ecology). But, it is possible that due to reduction in combined storm flows, reduction in infiltration into the sanitary sewer resulting from new and improved sewer piping, and the ever-increasing numbers of low flow and flush fixtures, that the wastewater load (BOD) is increasing. This is likely driving the need to increase oxygenation of the mixed liquor sludge during the summer. If this were determined to be the case, options for increasing oxygenation could be evaluated, which would increase the capacity of the Oxidation Ditches. 3.1.5 Secondary Clarifiers · The coating on the secondary clarifier mechanisms is over 25 years old. It appears to be in relatively good condition, but epoxy coatings on steel in this environment generally have a service life of 20 to 25 years. Budget for recoating should be set aside for a project to be implemented in the next 5 to 10 years for both of these mechanisms. The actual date for repainting can be determined based on periodic observation of the mechanisms by City staff. There is no need to undertake the recoating until it is determined to be necessary. This project would require outside consulting services to develop a bidding document to procure a contractor to do this work. · Leaching has occurred on the concrete launders for each of the two secondary clarifiers. It is possible to coat these items with epoxy coating, but it will introduce potential coating maintenance for plant staff. The amount of concrete leaching currently does not warrant installation of a protective coating. However, WWTP staff should monitor and document the pace of corrosion and consider coating the launders in the future if concrete deterioration significantly increases. This project would require outside consulting services to develop a bidding document to procure a contractor to do this work. Port Townsend Condition Assessment Summary Report 13 · The carbon steel weir support brackets should be replaced with stainless steel. The brackets do not appear to be in imminent risk of failure, so this activity could be scheduled to occur with a mechanism repainting project – in the next 5 to 10 years. This work could be done by City staff. · Part of a desktop biological process evaluation of the oxidation ditches typically includes a check on secondary clarifier capacity particularly concerning the surface solids loading rate. Often-times the limiting unit process for overall secondary treatment capacity, assuming that you can supply enough oxygen to the biomass, is the ability of the clarifiers to settle the solids from the effluent. Current plant effluent is very high quality. It would be interesting to know in a clarifier study what the maximum mixed liquor concentration could be to the clarifier and still maintain the current effluent quality. This value would translate then back into the pounds of BOD loading that the plant can handle ultimately representing the population that the plant can treat. 3.1.6 Chemical Systems In reference to the off-gassing issue for the sodium hypochlorite system, the City may feel comfortable with its current strategy to avoid pump-binding, but it may also wish to explore options either internally or as a byproduct of another project at the WWTP. 3.1.7 WAS Blowers Since the WAS blowers run a significant portion of the day, and have moderate sized motors, they could be good candidates for an energy upgrade project, partially grant-funded by the Washington State Department of Energy Services where an alternate blower would be selected with a greater energy efficiency. Turbo blowers are often touted in the marketplace and indeed are high efficiency machines. There are also hybrid rotary lobes, such as by Aerzen and Kaiser, which are higher efficiency machines than installed now, but they have a greater tolerance for changing discharge pressure resulting from liquid level changes in the sludge storage tanks. The City should consider undertaking an evaluation to assess the need for this replacement and the payback on the investment resulting from lower power cost. 3.1.8 Miscellaneous Corrosion Recommendations · Some fiberglass enclosures housing various I&C equipment are deteriorating due to UV exposure. The enclosures can be painted to reduce the rate of deterioration and exposure of glass fibers. The procedure would consist of cleaning with biodegradable detergent, light sanding to remove exposed fibers, and painting with two coats of a high-quality latex paint. · The short section of W3 pipe on the headworks roof that is not insulated should be painted with epoxy. · The aluminum light standards are in very good condition, but it was noted that screws on the electrical covers are either galvanized or carbon steel. They should be replaced with stainless steel. 3.2 Instrumentation and Control Recommended improvements, upgrades, and replacements to the instrumentation and control system are presented herein. 3.2.1 Influent Pump Station Coordinated with the work to recondition the influent wet well, several instruments need to be replaced because of their corroded condition. These include: · Replace the existing LE & LIT-210 Wet Well Level instrument with a single-sealed unit appropriate for these conditions. An appropriate unit would be Vega’s VegaPULS WL61. This replacement would include, as a byproduct, a HART analog Intrinsic Safety Barrier which will allow remote connection and troubleshooting of this new unit. Port Townsend Condition Assessment Summary Report 14 · Replace the existing LSH & LSL-210 Wet Well low and high-level float switches with new float switches and Intrinsic Safety Barriers, including new 316L stainless steel mounting pole. · Replace the existing AE & AIT-240 Wet Well Explosive Gas Sensor instrument with a new remote sensor that includes a sample draw system that returns the sample to the wet well. This is typical of current wet well design. · Replace all conduit inside the wet well, and extending into the buried condition, as applicable, with a new system that includes a handhole outside the pump station where a sealed transition can be made to protected cables (suitable for the wet well environment). 3.2.2 SCADA Programmable Logic Controller (PLC) The WWTP has an Allen-Bradley PLC5 based control system with a redundant, backup controller and three I/O panels. The PLC5 series of processors and the redundancy module are obsolete as of 2011 with the ControlLogix family of processors identified as their replacement. Allen-Bradley has a migration plan for this upgrade to the ControlLogix family that includes parts to minimize the rewiring of the Input and Output (I/O) modules. Using these will reduce costs and minimize the control system downtime. An Ethernet Device Level Ring network would replace the Data Highway Plus RemoteIO network that currently connects the three control panel I/O racks together. The Ethernet Device Level Ring network will provide communication path redundancy if there was a problem with one cable segment. Sequencing of tasks can be done to reduce down times but require multiple control system outages of affected equipment. Manual control of the WWTP would be implemented during these control system outages. These outages would be up to 8 hours duration. Alternatively, a single longer outage maybe possible if the migration adaptor plates that Allen-Bradley offers fit into the existing enclosures. Prior to undertaking detailed design of this PLC replacement, a preliminary design would be necessary to plan how this work would be implemented. This same preliminary design would enable planning of the other improvements and replacements identified in this section (UPS replacement, VFP replacement, and other minor instrument replacements). The preliminary design to determine project sequencing, phasing, prioritization, and would identify what activities need to be designed by consultant support and what could be accomplished by City staff. 3.2.3 Uninterruptible Power Supplies (UPSs) Each of the three control panels are equipped with a UPS. Each of these UPSs should be replaced because they are obsolete. Falcon UPS has a UL508 approved UPS designed for critical industrial applications. Their 1.5 KVA unit and maintenance bypass switch would be a good fit for these three systems. 3.2.4 Variable Frequency Drive Replacement There are seven variable frequency AC drives (VFD) in the plant that are part of the 1990s secondary WWTP upgrade. They are Reliance Electric drives. Reliance Electric was purchased by Allen-Bradley in 1996. These VFDs are installed in large stand-along enclosures. The existing VFDs are Reliance Electric GP-2000 A-C VS Drives with Control Signal Buffer Kits. These components are obsolete and no longer supported. The seven VFDs control the following pump systems. · Three Influent Pumps – 35 HP · Three RAS Pumps – 7.5 HP · One Belt Press Feed Pump – 10 HP There are two approaches that should be evaluated: (1) retrofit existing enclosures with new VFD and auxiliary components, (2) or replace the entire cabinet with a wall-mounted VFD enclosure. Port Townsend Condition Assessment Summary Report 15 3.2.5 Flow Meter The WWTP flow meter, FIT-460 (flume flow meter), needs to be replaced, as it is obsolete and has a broken faceplate. There are several meter alternatives that could be considered. One of note would be using the same instrument that is chosen to replace the influent wet well level transmitter. As an example, the VegaPULS WL61 is well suited for the influent wet well and when combined with the VegaMET creates an instrument that calculates flume or weir flows. 3.2.6 Arc Flash An Arc Flash Study and hazard identification is required to be completed for the electrical infrastructure at the WWTP. This activity would result in a report and arc flash warning labels for applicable equipment. These Arc Flash requirements are outlined in section 110.16 of the 2017 National Electrical Code (NEC). Port Townsend Condition Assessment Summary Report 4. Summary of Estimated Costs A summary of estimated initial capital costs for the recommended improvements presented in Section 3 is presented herein on a per-facility basis for Mechanical Systems and Corrosion. Refer to Table 1 below. A summary of estimated costs for the recommended improvements for Instrumentation and Control are presented separately. Refer to Table 2 below. The estimated initial capital costs presented herein are intended to be used by City for budgeting purposes. Some of the estimated costs are based on undertaking equipment and/or instrument replacement by City staff. Other estimated costs are based on consultant assistance for planning, design, and construction support, in addition to construction costs. These estimated initial capital costs were developed to the “concept level” or “Class 5” level of accuracy as defined by the Association for the Advancement of Cost Engineering International (AACEI). This level of cost estimating is considered accurate to +100/-50 percent. The estimated costs were prepared based on information available at the time of the estimate. The final cost of the project will depend upon the actual labor and material costs, competitive market conditions, implementation schedule, and other variable factors. The purpose of these estimates is to make the best decisions regarding capital expenditures and to provide concept-level guidance for budgeting implementation of mitigation improvements. As a result, the final project costs for each alternative will vary from the estimates presented herein. Because of this variation, project feasibility and funding needs must be carefully reviewed prior to making specific financial decisions. Table 1. Summary of Estimated Costs for Mechanical and Corrosion Improvements Item No. Name Described in Section Estimated Cost Comments 1 New Influent PS Coating System 3.1.1 $225,000 High priority – complete in next 2 years. 2 Headworks Plastic Liner Repair 3.1.2 $150,000 High priority – complete in next 2 years. Estimated cost assumes completing this work as part of the Influent PS Coating work. 3 Odor Control System Evaluation 3.1.3 $30,000 High priority – complete in next 2 years. 4 Odor Control System Duct Repair 3.1.3 $20,000 High priority – complete in next 2 years. This can be completed by City staff directly contacting specialty contractor. 5 Oxidation Ditch Capacity Evaluation 3.1.4 $50,000 Medium priority – compete in next 5 years. 6 Secondary Clarifier Mechanism Recoating 3.1.5 $250,000 Medium priority – complete in next 5 to 10 years. 7 Concrete Launder Coating 3.1.5 $75,000 Medium priority – monitor and complete as needed. Combine with secondary clarifier mechanism recoating. 8 Replace Carbon Steel Weir Supports 3.1.5 $20,000 Medium priority – replace in next 5 to 10 years. Combine with secondary clarifier mechanism recoating. 9 Secondary Clarifier Capacity Evaluation 3.1.5 Included in Item 5 Complete as part of Item 5, Oxidation Ditch Capacity Evaluation 10 Sodium Hypochlorite Off-Gassing 3.1.6 Low – use O&M budget Low priority – complete if deemed necessary with City staff or as part of another capital project at the WWTP. 11 WAS Blower Evaluation 3.1.7 $20,000 Medium priority – complete when blowers begin to reach their anticipated useful life (next 5 to 10 years). 12 FRP Enclosures of I&C Equipment 3.1.8 Low – use O&M budget Low priority – complete as desired or contemplate replacement. Port Townsend Condition Assessment Summary Report 13 W3 Pipe on Headworks Roof 3.1.8 Low – use O&M budget Low priority – complete as desired or contemplate replacement. 14 Screws on Electrical Covers of Aluminum Light Standards 3.1.8 Low – use O&M budget Low priority – complete when convenient. Table 2. Summary of Estimated Costs for Instrumentation and Control Improvements Item No. Name Described in Section Estimated Cost Comments 1 Influent PS Instrument Replacement 3.2.1 $50,000 High priority – complete within the next 2 years as part of the coating system. 2 PLC Replacement 3.2.2 $450,000 High priority – complete within the next 3 years. This estimate includes predesign, design, installation, equipment, programming, and testing. 3 UPS Replacement 3.2.3 $10,000 This cost is for the equipment, only. Complete this work as part of the PLC replacement project. 4 VFD Replacement 3.2.4 $75,000 High priority – this work needs to be done within the next year because of lack of spare parts and failure experience. This estimate is based on direct contact by City to Rockwell Industrial Engineering Services to rebuild existing VFDs and provide warranty. 5 Flow Meter 3.2.5 $10,000 High priority – complete in next 1 to 2 years. This can be done by City staff. 6 Arc Flash 3.2.6 $30,000 High priority – complete within the next year. This is as safety and code-compliance issue. i w t 0 Q a0 w WE 0 0 z 0 Q U_ LL z w 0 Q oJ cc w J 0 d LL nATF- 11/11/cl1 FII FN.4NAP- .qFAgq'iRR /IR -1nnC ni v I I Z 3 4 p b Z FENCE (TYP) PROPERTY LINE (TYP) APPROXIMATE MAXIMUM EXTENT OF N1547.38 SEE SEASONAL HIGH WATER LEVEL E1205.12 (SHORELINE). SEE NOTE ON SH B -3 E 1195. 84 2 B_g E1195. NORTH LAGOON N 00° 58' 05" E - 549.83' 10.0' / .._.._.._.._.._.._.._.._. _.. _.._.. .. .._.._.._.._.._.._.._ 15.0' • - j MAN ACCESS GATE / SEE f g_9 i ICHLORINECONTACT . BASINS N 1210.28 1RAS /WAS N 1124.25 Jr, DIGESTER NO. 2 RETAINING E1148.23 UMP STAT ION E1146.87 N 1327.73 N 1265.41 \ , PT WALL • O MH N1401.38 EXST E 1148.93 E 1147.87 t t OMH-- E 1130.64 TREATMENT ; i 3 EXST INFLUENT STRUCTURE EXISTING r o STRUCTURE WALK 0Dj j rn SLUDGE PC 2 R 5 0 DIGESTER NO. SECONDARY SECONDARY 8 IOF 1 LT ERCLARIFIERoOLojCLARIFIER LOAD ING N 1461.16 G1 N 1452.36 O PT 10.2 CHANNEL - RISER, O - -- j E 1115.66 E 1108.89 CB Q N 1231.40 N• 1 _ ( WETLAND CB I ago SEE C a E 1114.18 11224.58 o° VEGETATION) MH 41 H- 3 B 51 AD S42 (TYP) p E 1114.11 CB C6 --- RETAINING \ o; ROCK WALL CB O CB ' WALL, SEE © j 01 SEE ® 0 o MH CONCRETE HEADWORKS G 3 E -5 6 t- ZI B -5 RZ R CURB (TYP) B -5 • ', ;'•` i R3 CB R25 RETAINING WALL * 17' -1 /2" SEE© I oN1418.73 10' - - _ : o E1101.46 ------ 3 d EXISTING - - - - 6' _ g '_ 0 M E -5 - 0) FENCE--,o, AsPftkT . 67.5 AD B 5 „ COI 11321.50 V8 0 OXIDATION DITCH NO. 1 ; ZDRIVEa.e jE>2 R30 GUARD POST SEE NOTE 3 E1084.81 N 1275.51' i ROCK WALL (TYP) ° SEE C I ' i" Q ° CONCRETE E1084.04 I t g -5 RB 11262.64 PT i o< .0B -5 ,, ° 16.00 CONTROL SIDEWALK • o CB E1081.48 N 1 9.91 i y a.h BUILD 1 NG SEE R20GCBO11262. 4 SIDEWALK OXIDATION DITCH NO. 2 E1041.85 GRAVEL DRIVEASPHALTE147, 88r CB (E O MH CONCRETE - o E1040.43 I 0 C 23 M PARKING LOT GUTTER / N1444.25 o EE 0 FACILITY ENTRANCE SEE NOTE 2 PC g_5 Io 5.00 E 1027.51 °• I CJ :. O MH MARKER AND L 1 GHT , SEE AND ROCK WALLN1508.36 U `r' B -9 B -9 SEE j E 1023.95 N 00° 58' OS" E N 0 ` OS" E ROCK WALL 4 DOUBLE GATE I 1 2.50' SEE N 000 58'05" E SEE GRAVEL EO. O3 B -5 WALK 5 P g -5 o 4.00' 36.00'` N1251.26 0 DOUBLE GATE, oB_g I 11.00' 11.00 B -5 E1020.03 ' A SEE o POWT OF BEGINNING 1A (3 MH o / DIAMETER REBAR WITH O -p _.. - - - -- -• -- - -••- •- .._.._.._.. N • _.._..-- •- - - - -•L- .S . 20642 NYLON _ ID CAP N1549.75 B O MH oneE1009.28 N 00 58 05 E- 549.83' 4 "X 8' -6" WHITE 58 -0 . PAINT STRIPES SYSTEM N , gyp ,perN1508.73 E1003.59 NORTH ACCESS ROAD SOUTH ACCESS ROAD - -- - 60.0 ° - -- - - - - - -- N1509.10 RETAINING WALL, SEE( V (t KUH STRE - -- ---------------------- - - - - -- - - - - -- ------------------------ E 978.73 C -22 e A l NOTES. ¢ r N1225.55 APPROX I MATE EDGE OF 3 FOOT WIDE BY 4 INCH 1. STRUCTURE LOCATIONS ARE SHOWN FOR THE O MH E973.80 EXISTING PAVEMENT THICK CRUSHED ROCK O MH CORNER OF THE FOUNDATION WALL OR CENTERPOINT WALKWAY OF RADIUS.' . W STATE COORDINATE 1959 3149 2. GRAVEL DRIVE SHALL BE 3 "' DEPTH OF 314" CRUSHED ROCK, SPEC I F ED AS GRANULAR PIPE BASE IN SECTION 01I--- ,EAP-PH R ER 7" DEPTH COMPACTED CRUSHED Ll SURFAC I BASE OURSE. t 3. x; HANDICAPPED ACCESS ROUTE. MARK WITH 'WHITE SYS : EM NO. 31 PAINT STRIPES. 4. FOR ONT RACTOR' STAGING AREA, SEE THE C, P C I F I CAT IONS. CURVE DATA 0 =37° L= 25.83 OT = 12.55' C -2 CURVE DATA Q =75.92 L= 66.25' 39.07' C -3 CURVE DATA 0 =89.35 L= 49.81' 33.02' LEGEND - PCC PAVEMENT AND SIDEWALKS4 .V, VIA ASPHALT CONCRETE PAVEMENT, SEE B -4 CRUSHED ROCK SURFACE, SEE O (S I M) B_5 00000 ROCK WALL, SEE B -5 PLAN 1 "= 20' STRUCTURE OCCUPANCY AREA STORIES NO. OF OCCUPANT NOV 1991 NO. N. O SOFT) LOAD CONTROL BUILDING B -2 4367 2 22 HEADWORKS/ 2+ CARBON TOWER/ B4 1M2 1H2 4685 BASEMENT 2 HYPOCHLOR 1 T E TANK CHLORINE CONTACT BASINS M -2 1620 BASEMENT SECONDARY CLARIFIER/ M2 /B4 3725 1PUMPROOM OXIDATION DITCH M2 13920 1 REUSE OF DOCUMENTS ' ' IgIImmmmmum THIS DOCUMENT, AND THE IDEAS AND DESIGNS INCOR- BAR IS ONE INCH ON PORATED HEREIN, AS AN INSTRUMENT OF PROFESSIONAL ORIGINAL DRAWING. SERVICE, IS THE PROPERTY OF CH2M HILL AND IS NOT TO 0 V BE USED, IN WHOLE OR IN PART, FOR ANY OTHER PROJECT IF NOT ONE INCH ONWITHOUTTHEWRITTENAUTHORIZATIONOFCH2MHILL. THIS SHEET, ADJUST REVISION I BY JAF ®CH2M HILL SCALES ACCORDINGLY. CITY OF PORT TOWNSEND WASTEWATER TREATMENT PLANT JEFFERSON COUNTY, WASHINGTON E567.7639 TREATMENT PLANT COORDINATE N1000.00 E1000.00 SITEWORK /CIVIL SITE PLAN SHEET B -2 NOG 9OF.158 DATE NOV 1991 NO. N. O SEA22388.RD 3 D I' i Port Townsend Condition Assessment Summary Report Appendix B. Photos Photo 1: Oxidation Ditch Influent/RAS Splitter Box Photo 2: Bar Screen in Channel Port Townsend Condition Assessment Summary Report Photo 3: Bar Screen Enclosure and Compactor Photo 4: Manual Bar Rack Port Townsend Condition Assessment Summary Report Photo 5: Pista Grit Drive Mechanism and Rebuilt Vortex Separator Photo 6: End of Screenings Compactor Tube and Odor Control Drawoff for Screenings and Grit Room Port Townsend Condition Assessment Summary Report Photo 7: Odor Control Fan Photo 8: Carbon Vessel Port Townsend Condition Assessment Summary Report Photo 9: Oxidation Ditches Photo 10: Paddle Aerator Drive Port Townsend Condition Assessment Summary Report Photo 11: Paddle Drive Enclosures Photo 12: Secondary Clarifier Port Townsend Condition Assessment Summary Report Photo 13: Clarifier Drive Mechanism Photo 14: Secondary Scum Pump in RAS/WAS Pump Room Port Townsend Condition Assessment Summary Report Photo 15: Chlorine Contact Basin Photo 16: W3 pump and Effluent Sampler Port Townsend Condition Assessment Summary Report Photo 17: Hypochlorite Metering Pump Photo 18: WAS Aerobic Digester Port Townsend Condition Assessment Summary Report Photo 19: Belt Press Feed Pump Photo 20: Aerobic Digester Blowers Port Townsend Condition Assessment Summary Report Photo 21: Belt Press Photo 22. Equipment is clean and in good working conditions Port Townsend Condition Assessment Summary Report Photo 13. Control panels are clean and in good conditions Photo 24. Conditions of PLC Port Townsend Condition Assessment Summary Report Photo 25. Conditions of VFD Port Townsend Condition Assessment Summary Report Photo 26. Conditions of UPS Port Townsend Condition Assessment Summary Report Photo 27. Gas transmitter experiences extreme corrosion Photo 28. Gas transmitter experiences extreme corrosion Port Townsend Condition Assessment Summary Report Photo 29. Corrosion of conduits and enclosures located outside Photo 30. Rusting of flexible conduit connectors Port Townsend Condition Assessment Summary Report Photo 31. Abandoned network radio antenna Port Townsend Condition Assessment Summary Report Photo 32. Abandoned the Milltronics transmitter Port Townsend Condition Assessment Summary Report Photo 33. Deenergized Strantrol Dechlor controller Photo 34. Influent Pump Station, Port Townsend wastewater treatment plant. Port Townsend Condition Assessment Summary Report Photo 35. Deteriorated concrete and electrical components, influent wet well. Aluminum covers and stainless steel embeds are in good condition. Photo 36. Traveling screen and embedded plastic liner in good condition. Port Townsend Condition Assessment Summary Report Photo 37. Concrete is corroding at base of Parschall Flume where embedded liner is ineffective (arrow). Photo 38. Embedded liner pulling from concrete at temporary gate groove, RAS return basin. Port Townsend Condition Assessment Summary Report Photo 39. Failure of embedded liner on corners of concrete support column, RAS return basin. Port Townsend Condition Assessment Summary Report Photo 40. W3 line corroding wher it is not insulated. Not corrosion on conduit fittings (typical) Photo 41. Fiberglass box housing instrument panel, subject to UV deterioration (east side of headworks). Port Townsend Condition Assessment Summary Report Photo 42. Rust staining on concrete floor under stainless steel odor control duct with penetrations caused by internal corrosion. Photo 43. Typical penetrations in stainless steel odor control duct caused by internal corrosion. Port Townsend Condition Assessment Summary Report Photo 44. South secondary clarifier, empty at the time of inspection. Photo 45. Clarifier mechanism rake arm and well. Note coating deterioration on top of well angle (red primer is showing). Some corrosion is occurring on rake arms where coating has failed. Port Townsend Condition Assessment Summary Report Photo 46. Exposed aggregate in launder, north secondary clarifier. Photo 47. Corroding carbon steel baffle support bracket, north secondary clarifier. Port Townsend Condition Assessment Summary Report Photo 48: Potential Influent Pump Station Pump Around Manhole MH Port Townsend Condition Assessment Summary Report Photo 49: Influent Pump Station Pump Around Discharge to Pass Over Building Parapet Port Townsend Condition Assessment Summary Report Photo 50: Route of Pump Around Over Parapet to Channel Upstream of Bar Screen and Odor Control Duct Down to Influent Pump Station. THIS PAGE INTENTIONALLY LEFT BLANK Appendix M City Resolutions and Ordinances THIS PAGE INTENTIONALLY LEFT BLANK hptr THIS PAGE INTENTIONALLY LEFT BLANK Appendix N Funding Program Summary THIS PAGE INTENTIONALLY LEFT BLANK Funding Programs for Drinking Water and Wastewater Projects Updated 3-5-24 Type of Program Pages Planning/ Pre-Construction 2 -5 Pre-Construction Only 6 -7 Construction 8 -14 Emergency 15-17 You can find the latest version of this document at http://www.infrafunding.wa.gov/resources.html Please contact Claire Miller at claire.miller@commerce.wa.gov if you would like to update your program information 1 PLANNING Programs Eligible Projects Eligible Applicants Funding Available How To Apply DWSRF Drinking Water State Revolving Fund Planning and Engineering Loans Department of Health Preparation of planning documents, engineering reports, construction documents, permits, cultural reports, environmental reports. Group A (private and publicly- owned) community and not- for-profit non-community water systems, but not federal or state-owned systems. Small systems serving fewer than 10,000 people. Loan  $500,000 maximum per jurisdiction  0% annual interest rate  2% loan service fee  2-year time of performance  10-year repayment period On-line applications accepted year-round until funding exhausted. Approximately $3 million available to award each year. Contact: Jocelyne Gray 564-669-4893 Jocelyne.gray@doh.wa.gov For information and forms visit: http://www.doh.wa.gov/DWSRF DWSRF Drinking Water State Revolving Fund Consolidation Grant Department of Health Development of a feasibility study, engineering evaluation, design of a infrastructure project to consolidated one or more Group A water systems Group A not-for-profit community water system, county, city, public utility district, or water district in Washington State Tribal systems are eligible provided the project is not receiving other national set- aside funding for the project. Grant  Up to $50,000 per project  Minimum of $10,000  2-year time of performance Online applications accepted year round until funding exhausted. Contact: Jocelyne Gray 564-669-4893 Jocelyne.gray@doh.wa.gov For information and forms visit: http://www.doh.wa.gov/DWSRF DWSRF Drinking Water State Revolving Fund Lead Service Line Inventory Loan Department of Health Develop lead service line inventory. There is principal forgiveness for disadvantaged communities. Group A (private and publicly- owned) community and not- for-profit non-community water systems, but not federal or state-owned systems. Loan  Minimum $25,000  No maximum  0% annual interest rate  2% loan service fee  2-year time of performance  10-year repayment period  First come, first served based on application submittal date. Online applications available and accepted October 1 through November 30, 2024. Contact: Jocelyne Gray 564-669-4893 Jocelyne.gray@doh.wa.gov For information and forms visit: http://www.doh.wa.gov/DWSRF 2 PLANNING Programs Eligible Projects Eligible Applicants Funding Available How To Apply SOURCE WATER PROTECTION GRANT PROGRAM Department of Health Source water protection studies (watershed, hydrogeologic, feasibility studies). Eligible activities can lead to reducing the risk of contamination of a system’s drinking water sources(s), or they can evaluate or build resiliency for a public water supply. They must contribute to better protecting one or more public water supply sources. Non-profit Group A water systems. Local governments proposing a regional project. Project must be reasonably expected to provide long-term benefit to drinking water quality or quantity. Grants  Funding is dependent upon project needs, but typically does not exceed $30,000. Applications accepted anytime; grants awarded on a funds available basis. Contact: Nikki Guillot 360-236-3114 Nikki.guillot@doh.wa.gov http://www.doh.wa.gov/ CommunityandEnvironment/DrinkingWater/ SourceWater/SourceWaterProtection.aspx Grant guidelines https://www.doh.wa.gov/Portals/1/Documents/ Pubs/331-552.pdf ECOLOGY: WATER QUALITY COMBINED FUNDING PROGRAM State Water Pollution Control Revolving Fund (SRF) Centennial Clean Water Fund Stormwater Financial Assistance Program (SFAP) Planning projects associated with publicly- owned wastewater and stormwater facilities. The integrated program also funds planning and implementation of nonpoint source pollution control activities. Counties, cities, towns, conservation districts, or other political subdivision, municipal or quasi-municipal corporations, and federally recognized tribes Loan: $10,000,000 reserved for preconstruction statewide Interest rates (SFY 2025)  6-20 year loans: 1.2%  1-5 year loans: 0.6% Preconstruction set-aside (Distressed Communities) 50% forgivable principal loan and 50% loan Applications due October 15, 2024. Contact: Eliza Keeley 360-628-1976 Eliza.keeley@ecy.wa.gov https://ecology.wa.gov/About-us/How-we- operate/Grants-loans/Find-a-grant-or- loan/Water-Quality-grants-and-loans Department of Ecology RD PRE-DEVELOPMENT PLANNING GRANTS (PPG) U.S. Dept. of Agriculture Rural Development – Rural Utilities Service – Water and Waste Disposal Direct Loans and Grants Water and/or sewer planning; environmental work; and other work to assist in developing an application for infrastructure improvements.  Low-income, small communities and systems serving areas under 10,000 population.  Population determined by U.S. Census 2020.  Income determined by the American Community Survey 2017-2021 (5- year). Planning grant to assist in paying costs associated with developing a complete application for RD funding for a proposed project. Maximum $60,000 grant. Requires minimum 25% match. Applications accepted year-round, on a fund-available basis. Contact: Marti Canatsey 509-367-8570 marlene.canatsey@usda.gov http://www.rd.usda.gov/wa 3 PLANNING Programs Eligible Projects Eligible Applicants Funding Available How To Apply RD ‘SEARCH’ GRANTS: SPECIAL EVALUATION ASSISTANCE FOR RURAL COMMUNITIES U.S. Dept. of Agriculture Rural Development – Rural Utilities Service – Water and Waste Disposal Direct Loans and Grants Water and/or sewer planning; environmental work; and other work to assist in developing an application for infrastructure improvements.  Low-income, small communities and systems serving areas under 2,500 population.  Population determined by U.S. Census 2020.  Income determined by the American Community Survey 2017-2021 (5- year). Maximum $30,000 grant. No match required. Applications accepted year-round, on a fund-available basis. Contact: Marti Canatsey 509-367-8570 marlene.canatsey@usda.gov http://www.rd.usda.gov/wa CERB PLANNING AND FEASIBILITY GRANTS Community Economic Revitalization Board – Project-Specific Planning Program Project-specific feasibility and pre-development studies that advance community economic development goals for industrial sector business development. Eligible statewide  Counties, cities, towns, port districts, special districts.  Federally recognized tribes  Municipal corporations, quasi-municipal corporations w/ economic development purposes. Grant  Up to $100,000 per project.  Requires 20% (of total project cost) matching funds  CERB is authority for funding approvals. Applications accepted year-round. The Board meets six times a year. Contact: Janea Stark 360-252-0812 janea.stark@commerce.wa.gov RCAC Rural Community Assistance Corporation Feasibility and Pre-Development Loans Water, wastewater, stormwater, and solid waste planning; environmental work; and other work to assist in developing an application for infrastructure improvements. Non-profit organizations, public agencies, tribes, and low-income rural communities with a 50,000 population or less, or 10,000 or less if proposed permanent financing is through USDA Rural Development.  Typically up to $50,000 for feasibility loan.  Typically up to $350,000 for pre-development loan.  Typically up to a 1-year term.  5.5% interest rate.  1% loan fee. Applications accepted anytime. Contact: Jessica Scott 719-458-5460 jscott@rcac.org Applications available online at http://www.rcac.org/lending/environmental- loans/ 4 PLANNING Programs Eligible Projects Eligible Applicants Funding Available How To Apply Economic Development Administration (EDA) United States Department of Commerce EDA Public Works & Economic Adjustment Assistance Program: Planning, Feasibility Studies, Preliminary Engineering Reports, Environmental Consultation for distressed and disaster communities. Drinking water infrastructure; including pre-distribution conveyance, withdrawal/harvest (i.e. well extraction), storage facilities, treatment and distribution. Waste water infrastructure; including conveyance, treatment facilities, discharge infrastructure and water recycling. Municipalities, counties, cities, towns, states, not-for-profit organizations, ports, tribal nations. Grants:  EDA investment share up to $500,000  Cost sharing required from applicant  Standard grant rate of 50% of total project cost and up to 80%. o Up to 100% for Tribal Nations Information: EDA.gov Contact: Laura Ives 206-200-1951 lives@eda.gov Apply at: grants.gov 5 PRECONSTRUCTION ONLY Programs Eligible Projects Eligible Applicants Funding Available How To Apply ECOLOGY: WATER QUALITY COMBINED FUNDING PROGRAM State Water Pollution Control Revolving Fund (SRF) Centennial Clean Water Fund Stormwater Financial Assistance Program (SFAP) Design projects associated with publicly-owned wastewater and stormwater facilities. The integrated program also funds planning and implementation of nonpoint source pollution control activities. Counties, cities, towns, conservation districts, or other political subdivision, municipal or quasi-municipal corporations, and federally recognized tribes. Stormwater Financial Assistance Program (SFAP) is limited to cities, counties, and public ports. Loan: $10,000,000 reserved for preconstruction statewide Interest rates (SFY 2025)  6-20 year loans: 1.2%  1-5 year loans: 0.6% Preconstruction set-aside (Distressed Communities) 50% forgivable principal loan and 50% loan Applications due October 15, 2024. A cost effectiveness analysis must be complete at the time of application. Contact: Eliza Keeley 360-628-1976 Eliza.keeley@ecy.wa.gov https://ecology.wa.gov/About-us/How-we- operate/Grants-loans/Find-a-grant-or- loan/Water-Quality-grants-and-loans PWB PRE-CON Public Works Board Pre-Construction Program Pre-construction activities to bring projects to a higher degree of readiness that prepare a specific project for construction. Roads, streets and bridges, domestic water, sanitary sewer, stomwater, and solid waste/recycling/organics facilities. Counties, cities, special purpose districts, and quasi-municipal organizations that meet certain requirements. Ineligible applicants: school districts, port districts, and tribes, per statute. Pre-construction awarded quarterly. Contact: Sheila Richardson 564-999-1927 Sheila.richardson@commerce.wa.gov Check the Public Works Board website periodically at http://www.pwb.wa.gov to obtain the latest information on program details or to contact Public Works Board staff. 6 PRECONSTRUCTION ONLY Programs Eligible Projects Eligible Applicants Funding Available How To Apply RCAC Rural Community Assistance Corporation Feasibility and Pre-Development Loans Water, wastewater, stormwater, or solid waste planning; environmental work; and other work to assist in developing an application for infrastructure improvements. Non-profit organizations, public agencies, tribes, and low-income rural communities with a 50,000 population or less, or 10,000 or less if proposed permanent financing is through USDA Rural Development.  Typically up to $50,000 for feasibility loan.  Typically up to $350,000 for pre-development loan.  Typically a 1-year term.  5.5% interest rate.  1% loan fee. Applications accepted anytime. Contact: Jessica Scott 719-458-5460 jscott@rcac.org Applications available online at http://www.rcac.org/lending/environmental- loans/ Economic Development Administration (EDA) United States Department of Commerce EDA Public Works & Economic Adjustment Assistance Program: Design and/or Construction for distressed and disaster communities. Drinking water infrastructure; including pre-distribution conveyance, withdrawal/harvest (i.e. well extraction), storage facilities, treatment and distribution. Waste water infrastructure; including conveyance, treatment facilities, discharge infrastructure and water recycling. Municipalities, counties, cities, towns, states, not-for- profit organizations, ports, tribal nations. Grants:  EDA investment share up to $500,000  Cost sharing required from applicant  Standard grant rate is 50% of total project cost, and up to 80%. o Up to 100% for Tribal Nations Information: EDA.gov Contact: Laura Ives 206-200-1951 lives@eda.gov Apply at: grants.gov 7 CONSTRUCTION AND DESIGN/CONSTRUCTION Programs Eligible Projects Eligible Applicants Funding Available How To Apply DWSRF Drinking Water State Revolving Fund Construction Loan Program Department of Health Drinking water system infrastructure projects aimed at increasing public health protection. There is principal forgiveness for disadvantaged communities. Group A (private and publicly- owned) community and not-for- profit non-community water systems, but not federal or state- owned systems. Tribal systems are eligible provided the project is not receiving other national set-aside funding for the project. Loan  Maximum $12 million per jurisdiction.  2.25% annual interest rate (Final rate is set September 1, 2024).  1.0% loan service fee (water systems receiving subsidy are not subject to loan fees).  4-year time of performance, encouraged 2-year time of performance  Loan repayment period: 20 years or life of the project, whichever is less.  No local match required. Online applications available and accepted October 1 through November 30, 2024. Contact: Jocelyne Gray 564-669-4893 Jocelyne.gray@doh.wa.gov For information and forms visit: http://www.doh.wa.gov/DWSRF DWSRF Drinking Water State Revolving Fund Lead Service Line (LSL) Replacement Loan Department of Health Lead service line replacement. Galvanized service lines to be replaced per Lead and Copper Rule. Service water meters older than 1986 lead ban, as part of LSL replacement. There is principal forgiveness for disadvantaged communities. Group A (private and publicly- owned) community and not-for- profit non-community water systems, but not federal or state- owned systems. Tribal systems are eligible provided the project is not receiving other national set-aside funding for the project. Loan  Minimum $25,000  No maximum  2.25% annual interest rate (Final rate is set September 1, 2024).  1% loan service fee (water systems receiving subsidy are not subject to loan fees)  4-year time of performance, encouraged 2-year time of performance  20-year repayment period Online applications available and accepted October 1 through November 30, 2024. Contact: Jocelyne Gray 564-669-4893 Jocelyne.gray@doh.wa.gov For information and forms visit: http://www.doh.wa.gov/DWSRF 8 CONSTRUCTION AND DESIGN/CONSTRUCTION Programs Eligible Projects Eligible Applicants Funding Available How To Apply ECOLOGY: Water Quality Combined Funding Program State Water Pollution Control Revolving Fund (SRF) Centennial Clean Water Fund Stormwater Financial Assistance Program (SFAP) Construction projects associated with publicly-owned wastewater and stormwater facilities. The integrated program also funds planning and implementation of nonpoint source pollution control activities. Counties, cities, towns, conservation districts, or other political subdivision, municipal or quasi-municipal corporations, and federally recognized tribes. Stormwater Financial Assistance Program (SFAP) is limited to cities, counties, and public ports. Hardship Assistance Jurisdictions listed above with a service area population of 25,000 or less. Loan: $200,000,000 available statewide. Interest rates (SFY 2025)  21-30 year loans: 1.6%  6-20 year loans: 1.2%  1-5 year loans: 0.6% Hardship assistance for the construction of wastewater treatment facilities may be available in the form of a reduced interest rate, and up to $5,000,000 grant or loan forgiveness. SFAP grant maximum award per jurisdiction: $10,000,000, with a required 15% match, with match reduced to 5% for hardship. Applications due October 15, 2024. A cost effectiveness analysis must be complete at the time of application. Contact: Eliza Keeley 360-628-1976 Eliza.keeley@ecy.wa.gov https://ecology.wa.gov/About- us/How-we-operate/Grants- loans/Find-a-grant-or-loan/Water- Quality-grants-and-loans PWB Public Works Board Construction Program New construction, replacement, and repair of existing infrastructure for roads, streets and bridges, domestic water, sanitary sewer, stormwater, and solid waste/recycling/organics.  Counties, cities, special purpose districts, and quasi-municipal organizations.  Ineligible applicants: school districts, port districts, and tribes, per statute. FY2024 Cycle: $235 million available. Interest rate: Projects with 5-20 year term: 1.2% Projects with 1-5 year term: 0.85% Maximum award per jurisdiction per biennium: $10 million Maximum project award: $10 million per jurisdiction per biennium. Construction and pre-construction are competitive cycles. Two construction cycles per biennium. Pre-construction awarded quarterly. Emergency open until funds allocated. FY2025 cycle opens in Spring 2024 Contact: Sheila Richardson 564-999-1927 Sheila.richardson@commer ce.wa.gov Check the Public Works Board website periodically at http://www.pwb.wa.gov to obtain the latest information on program details or to contact Public Works Board staff. 9 CONSTRUCTION AND DESIGN/CONSTRUCTION Programs Eligible Projects Eligible Applicants Funding Available How To Apply RD U.S. Dept. of Agriculture Rural Development - Rural Utilities Service Water and Waste Disposal Direct Loans and Grants Pre-construction and construction associated with building, repairing, or improving drinking water, wastewater, solid waste, and stormwater facilities.  Cities, towns, and other public bodies, tribes and private non-profit corporations serving rural areas with populations under 10,000.  Population determined by U.S. Census 2020.  Income determined by the American Community Survey 2017-2021 (5-year). Loans; Grants in some cases  Interest rates change quarterly; contact staff for latest interest rates.  Up to 40-year loan term.  No pre-payment penalty. Applications accepted year-round on a fund-available basis. Contact: Marti Canatsey 509-367-8570 marlene.canatsey@usda.gov http://www.rd.usda.gov/wa CERB Community Economic Revitalization Board Construction Program Public facility projects required by private sector expansion and job creation. Projects must support significant job creation or significant private investment in the state.  Bridges, roads and railroad spurs, domestic and industrial water, sanitary and storm sewers.  Electricity, natural gas and telecommunications  General purpose industrial buildings, port facilities.  Acquisition, construction, repair, reconstruction, replacement, rehabilitation  Counties, cities, towns, port districts, special districts  Federally-recognized tribes  Municipal and quasi- municipal corporations with economic development purposes. Loans; grants in unique cases  Projects without a committed private partner allowed for in rural areas.  $5 million maximum per project, per policy.  Interest rates: 1-3% Based on Debt Service Coverage Ratio (DSCR), Distressed County, and length of loan term.  20-year maximum loan term  Match for committed private partners: 20% (of total project cost).  Match for prospective development partners: 50% (of total project cost).  Applicants must demonstrate gap in public project funding and need for CERB assistance.  CERB is authority for funding approvals. Applications accepted year-round. The Board meets six times a year. Contact: Janea Stark 360-252-0812 janea.stark@commerce.wa.gov 10 CONSTRUCTION AND DESIGN/CONSTRUCTION Programs Eligible Projects Eligible Applicants Funding Available How To Apply CDBG-GP Community Development Block Grant General Purpose Grants  Planning, design, and construction of wastewater, drinking water, side connections, stormwater, streets, and community facility projects.  Infrastructure in support of affordable housing. Projects must principally benefit low-to moderate-income people in non-entitlement cities and counties. List and map of local governments served by state CDBG program Maximum grant amounts:  $2,000,000 for construction and acquisition projects.  $500,000 for local housing rehabilitation programs.  $250,000 for local microenterprise assistance programs. Applications accepted year-round on a fund-available basis beginning Spring 2024. Contact: Jon Galow 509-847-5021 Jon.galow@commerce.wa.gov Visit www.commerce.wa.gov/cdbg for more information. RCAC Rural Community Assistance Corporation Intermediate Term Loan Water, wastewater, solid waste and stormwater facilities that primarily serve low-income rural communities. Non-profit organizations, public agencies, tribes, and low-income rural communities with a 50,000 population or less.  For smaller capital needs, normally not to exceed $100,000.  Typically up to a 20-year term  5% interest rate  1% – 1.125% loan fee Applications accepted anytime. Contact: Jessica Scott 719-458-5460 jscott@rcac.org Applications available online at http://www.rcac.org/lending/envi ronmental-loans/ RCAC Rural Community Assistance Corporation Construction Loans Water, wastewater, solid waste and stormwater facilities that primarily serve low-income rural communities. Can include pre-development costs. Non-profit organizations, public agencies, tribes, and low-income rural communities with a 50,000 population or less, or 10,000 populations or less if using USDA Rural Development financing as the takeout.  Typically up to $3 million with commitment letter for permanent financing  Security in permanent loan letter of conditions  Term matches construction period.  5.5% interest rate  1.125% loan fee Applications accepted anytime. Contact: Jessica Scott 719-458-5460 jscott@rcac.org Applications available online at http://www.rcac.org/lending/envi ronmental-loans/ 11 CONSTRUCTION AND DESIGN/CONSTRUCTION Programs Eligible Projects Eligible Applicants Funding Available How To Apply Energy Retrofits for Public Buildings Program: Energy Efficiency Grant Washington State Department of Commerce Retrofit projects that reduce energy consumption (electricity, gas, water, etc.) and operational costs on existing facilities and related projects owned by an eligible applicant. Projects must utilize devices that do not require fossil fuels whenever possible.  Washington State public entities, such as cities, towns, local agencies, public higher education institutions, school districts, federally recognized tribal governments, and state agencies.  Some percentage of funds are reserved for projects in small towns or cities with populations of 5,000 or fewer.  Priority will be given to applicants who have not received funding previously, certain priority communities, and school districts that reduce PCB’s through lighting upgrades. 2023: $22,500,000  Maximum grant: $350,000  Minimum match requirements will apply.  Other State funds cannot be used as match.  Tentative: Applications due winter 2023. Contact: Kristen Kalbrener 360-515-8112 energyretrofits@commerce.wa. gov Visit https://www.commerce.wa.gov /growing-the- economy/energy/energy- efficiency-and-solar-grants/ for more information. Energy Efficiency Revolving Loan Fund Washington State Department of Commerce Energy audits, installation of energy saving equipment, conversion to electrification  Low to moderate income homeowners, homeowners with little credit history 2023: $1,700,000 Contact: Kristen Kalbrener 360-515-8112 energyretrofits@commerce.wa. gov Energy Efficiency and Energy audits and energy  Local governments (cities, 2023: $2,000,000 Contact: Kristen Kalbrener Conservation Block Grant conservation planning projects including counties, federally- recognized tribes) 360-515-8112 energyretrofits@commerce.wa. Washington State financing, infrastructure,  Priority for disadvantaged gov Department of Commerce public education communities 12 CONSTRUCTION AND DESIGN/CONSTRUCTION Programs Eligible Projects Eligible Applicants Funding Available How To Apply Energy Retrofits for Public Purchase and installation  Washington State public Approximately $21.8 million will be Contact: Buildings: of grid-tied solar entities, such as cities, available in 2023-2025. energyretrofits@commerce.wa. Solar Grants photovoltaic (electric) arrays net metered with towns, local agencies, public higher education gov Washington State existing facilities owned institutions, school Visit Department of Commerce by public entities. Additional points for ‘Made in Washington’ components. districts, federally recognized tribal governments, and state agencies. See above. https://www.commerce.wa.gov /growing-the- economy/energy/solar-grants/ for more information. Solar plus Storage for The Solar plus Storage Local governments, State Approximately $30 million will be Contact: Resilient Communities program funds solar and battery back-up power so community buildings can provide essential services governments, Tribal governments and their affiliates, Non-profit organizations and Retail electric utilities. available. solar@commerce.wa.gov Visit: https://www.commerce.wa.gov/g rowing-the-Washington State when the power goes out, economy/energy/solar-plus- Department of Commerce including both planning and installation grants. storage/ 13 CONSTRUCTION AND DESIGN/CONSTRUCTION Programs Eligible Projects Eligible Applicants Funding Available How To Apply Economic Development Administration (EDA) United States Department of Commerce EDA Public Works & Economic Adjustment Assistance Program: Design and/or Construction for distressed and disaster communities. Drinking water infrastructure; including pre-distribution conveyance, withdrawal/ harvest (i.e. well extraction), storage facilities, treatment and distribution. Waste water infrastructure; including conveyance, treatment facilities, discharge infrastructure, water recycling. Municipalities, counties, cities, towns, states, not-for-profit organizations, ports, tribal nations. Grants:  EDA investment share up to $5,000,000.  Cost sharing required from applicant  Standard grant rate is 50% of total project cost, and up to 80%. o Up to 100% for Tribal Nations Information: EDA.gov Contact: Laura Ives 206-200-1951 lives@eda.gov Apply at: grants.gov RURAL WATER REVOLVING LOAN FUND Short-term costs incurred for replacement equipment, small scale extension of services, or other small capital projects that are not a part of regular operations and maintenance for drinking water and wastewater projects. Public entities, including municipalities, counties, special purpose districts, Native American Tribes, and corporations not operated for profit, including cooperatives, with up to 10,000 population and rural areas with no population limits.  Loans may not exceed $100,000 or 75% of the total project cost, whichever is less. Applicants given credit for documented project costs prior to receiving the loan.  Interest rates at the lower of the poverty or market interest rate as published by USDA RD RUS, with a minimum of 3% at time of closing.  Maximum repayment period is 10 years. Additional ranking points for a shorter repayment period. The repayment period cannot exceed the useful life of the facilities. Applications accepted anytime. Contact: Tracey Hunter Evergreen Rural Water of WA 360-462-9287 thunter@erwow.org Download application online: http://nrwa.org/initiatives/revolvi ng-loan-fund/ Connecting Housing to Housing projects with at Cities, counties, and utility $55.5 million in total funds Contact: Mischa Venables Infrastructure Program (CHIP) least 25% of units affordable for at least 25 districts located in a jurisdiction which has a dedicated sales tax available in 2023-2025 biennium. 360-725-3088 Mischa.venables@commerce.w Washington State years. Funding goes for affordable housing. The $19.4 million specifically reserved a.gov Department of Commerce toward water, sewer, and stormwater infrastructure improvements for eligible projects, as well as toward system development charges and impact fees, which are waived to encourage affordable housing. local jurisdiction will sponsor/ partner with a housing developer on the project. for jurisdictions with a population of less than 150,000. $2,000,000 maximum award. Funds available as both grants and deferred loans. Visit www.commerce.wa.gov/CHIP 14 EMERGENCY Programs Eligible Projects Eligible Applicants Funding Available How To Apply RD – ECWAG Domestic water projects  Public bodies, tribes and Grant; pending availability of funds Applications accepted year-round on U.S. Dept. of Agriculture needing emergency repairs private non-profit corporations  Water transmission line grants a fund-available basis. Rural Development due to an incident such as: a drought; earthquake; flood; serving rural areas with populations under 10,000. up to $150,000 to construct water line extensions, repair Contact: Marti Canatsey Emergency Community chemical spill; fire; etc. A  Population determined by U.S. breaks or leaks in existing 509-367-8570 Water Assistance Grants significant decline in quantity or quality of potable water supply that was caused by an emergency. Census 2020.  Income determined by the American Community Survey 2017-2021 (5-year). water distribution lines, and address related maintenance to replenish the water supply  Water source grants up to $1,000,000 for the construction of new wells, reservoirs, transmission lines, treatment plants, and/or other sources of water (water source up to and including the treatment plant) marlene.canatsey@usda.gov http://www.rd.usda.gov/wa DWSRF Department of Health – Drinking Water State Revolving Fund Emergency Loan Program Department of Health Will financially assist eligible communities experiencing the loss of critical drinking water services or facilities due to an emergency.  Publicly or privately owned (not- for-profit) Group A community water systems with a population of fewer than 10,000.  Transient or non-transient non- community public water systems owned by a non-profit organization. Non-profit non- community water systems must submit tax-exempt documentation.  Tribal systems are eligible provided the project is not receiving other national set- aside funding for the project. Loan  Interest rate: 0%, no subsidy available  Loan fee: 1.5%  Loan term: 10 years  $500,000 maximum award per jurisdiction.  Time of performance: 2 years from contract execution to project completion date.  Repayment commencing first October after contract execution. To be considered for an emergency loan, an applicant must submit a completed emergency application package to the department. Contact: Jocelyne Gray 564-669-4893 Jocelyne.gray@doh.wa.gov For information and forms visit: http://www.doh.wa.gov/DWSRF 15 EMERGENCY Programs Eligible Projects Eligible Applicants Funding Available How To Apply PWB Public Works Board Emergency Loan Program: Repair, replace, rehabilitate, or reconstruct eligible systems to current standards for existing users. Roads, streets and bridges, domestic water, sanitary sewer, stormwater, and solid waste/recycling/organics projects made necessary by a natural disaster, or an immediate and emergent threat to the public health and safety due to unforeseen or unavoidable circumstances. Counties, cities, special purpose districts, and quasi-municipal organizations. Ineligible applicants: school districts, port districts, or tribes, per statute.  Cycle open continuously during the biennium until allocated funds exhausted. $7.5 million is available.  Maximum loan amount $1 million per jurisdiction per biennium.  20-year loan term or life of the improvement, whichever is less.  Interest rates vary. Contact: Sheila Richardson 564-999-1927 Sheila.richardson@commerc e.wa.gov Check the Public Works Board website periodically at: http://www.pwb.wa.gov to obtain the latest information on program details or to contact Public Works Board staff. ECOLOGY Water Quality Emergency Clean Water State Revolving Funding Program Projects that may result from a natural disaster or an immediate and emergent threat to public health due to water quality issues resulting from unforeseen or unavoidable circumstances. Water quality-related projects considered to be an environmental emergency that meets the WAC 173-98-030(27)5 definition and has received a Declaration of Emergency from the local Government. Only available to public bodies serving a population of 10,000 or less. Counties, cities, and towns, federally recognized tribes, water and sewer districts, irrigation districts, conservation districts, local health jurisdictions, port districts, quasi-municipal corporations, Washington State institutions of higher education Loan: $5,000,000 maximum Interest rates (SFY25): 10-year loan, 0.0-1.6% Available year round. Contact: Eliza Keeley 360-628-1976 Eliza.keeley@ecy.wa.gov https://ecology.wa.gov/About- us/How-we-operate/Grants- loans/Find-a-grant-or-loan/Water- Quality-grants-and-loans 16 EMERGENCY Programs Eligible Projects Eligible Applicants Funding Available How To Apply RURAL WATER REVOLVING LOAN FUND Disaster area emergency loans Contact staff for more information on emergency loans. Public entities, including municipalities, counties, special purpose districts, Native American Tribes, and corporations not operated for profit, including cooperatives, with up to 10,000 population and rural areas with no population limits. 90-day, no interest, disaster area emergency loans with immediate turn-around. Download application online: http://nrwa.org/initiatives/revolvin g-loan-fund/ Applications accepted anytime. Contact: Tracey Hunter Evergreen Rural Water of WA 360-462-9287 thunter@erwow.org HAZARD MITIGATION Disaster risk-reduction Any state, tribe, county, or local Varies depending on the level of Applications will be opened after a GRANT PROGRAM projects and planning after a jurisdiction (incl., special purpose disaster, but projects only need to disaster declaration. FEMA/WA Emergency disaster declaration in the districts) that has a current FEMA-compete at the state level. Management Division state. approved hazard mitigation plan. Local jurisdiction cost-share: 12.5% Contact: Tim Cook State Hazard Mitigation Officer 253-512-7072 Tim.cook@mil.wa.gov PUBLIC ASSISTANCE PROGRAM FEMA/WA Emergency Management Division Construction, repair to, and restoration of publicly owned facilities damaged during a disaster. Debris-removal, life-saving measures, and restoration of public infrastructure. State, tribes, counties, and local jurisdictions directly affected by the disaster. Varies depending on the level of disaster and total damage caused. Applications are opened after disaster declaration. Contact: Gary Urbas Public Assistance Project Manager 253-512-7402 Gary.urbas@mil.wa.gov WASHINGTON STATE DEPARTMENT OF COMMERCE ERR -Emergency Rapid Response Projects that provide continuity of essential community services that become diminished during an emergency and recovery assistance after an emergency event. Projects that restore service for a limited duration or through a temporary measure. Tribes and local governments Grant; pending availability of funds Up to $5,000,000 Period of performance state fiscal year July-June Applications accepted year-round until funding exhausted. Approximately $5 million available to award each year. Contact: Nicole Patrick 206-713-6997 Nicole.patrick@commerce.wa.gov For information and application visit: EmergencyRapidResponse or https://deptofcommerce.box.com/ s/skmab4hq3l4z55jazzc7qlsmbrsger mv 17 THIS PAGE INTENTIONALLY LEFT BLANK Appendix O Port Townsend Sewer Rate Model THIS PAGE INTENTIONALLY LEFT BLANK Sewer Rate Model Summary Financial Plan Summary 2024 2025 2026 2027 2028 2029 2030 2031 2032 2033 Revenues Rate Revenue Under Existing Rates 3,071,639$ 3,113,678$ 3,156,292$ 3,199,490$ 3,243,279$ 3,287,667$ 3,304,105$ 3,320,626$ 3,337,229$ 3,353,915$ Other Non-Rate Revenues 236,880 236,880 236,880 236,880 236,880 236,880 236,880 236,880 236,880 236,880 Use of Debt Sinking Fund (430) for Debt Service 18,369 82,527 873,210 - - - - - - - Use of Debt Reserves for Debt Service - - - - - - - - - - Total Revenues 3,326,888$ 3,433,085$ 4,266,382$ 3,436,370$ 3,480,159$ 3,524,547$ 3,540,985$ 3,557,506$ 3,574,109$ 3,590,795$ Expenses Cash Operating Expenses 4,417,259$ 4,061,263$ 4,209,914$ 4,364,377$ 4,524,883$ 4,691,676$ 4,812,476$ 4,985,100$ 5,164,543$ 5,351,077$ Debt Service PWTF Loans 69,284 335,458 334,847 334,236 333,625 333,014 332,403 331,792 331,181 330,570 Other Debt - - 1,086,434 1,086,434 1,086,434 1,897,391 1,897,391 1,897,391 2,427,323 2,427,323 Other Rate-Funded Capital - - - - - - 168,602 - - 2,627,243 Additions to Operating Reserve - - 24,436 25,391 26,385 27,418 19,858 28,376 29,497 30,663 Total Expenses 4,486,542$ 4,396,721$ 5,655,632$ 5,810,438$ 5,971,327$ 6,949,499$ 7,230,730$ 7,242,660$ 7,952,544$ 10,766,876$ Net Cash Flow Under Existing Rates (1,159,654)$ (963,636)$ (1,389,250)$ (2,374,068)$ (2,491,168)$ (3,424,952)$ (3,689,745)$ (3,685,154)$ (4,378,435)$ (7,176,080)$ Coverage Ratio Realized Under Existing Rates (N/A)(N/A)(0.20)(0.42)(0.52)(0.27)(0.48)(0.62)(0.53)(0.58) Coverage Ratio Required (N/A)(N/A)1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 Annual Rate Adjustment Required 61.4%-1.4%2.0%6.8%-3.9%-0.3%-8.2%-19.0%-20.8%-2.7% Annual Rate Adjustment Implemented 39.7%13.0%13.0%13.0%13.0%13.0%13.0%13.0%13.0%13.0% Rate Revenue After Rate Adjustments 3,986,056$ 4,915,034$ 5,630,001$ 6,448,972$ 7,387,074$ 8,461,638$ 9,609,459$ 10,912,982$ 12,393,328$ 14,074,483$ Net Cash Flow After Rate Adjustments (410,583)$ 511,996$ 661,596$ 313,229$ 929,725$ 840,874$ 1,495,325$ 2,562,720$ 3,069,627$ 1,636,645$ Coverage Ratio After Rate Adjustments (N/A)(N/A)1.62 1.98 2.54 1.92 2.19 2.59 2.46 2.96 Sewer Rates 2024 2025 2026 2027 2028 2029 2030 2031 2032 2033 Base Rate - Multifamily and Commercial 5/8" to 3/4"$47.17 $53.31 $60.24 $68.07 $76.92 $86.92 $98.21 $110.98 $125.41 $141.71 1"$70.75 $79.95 $90.35 $102.09 $115.36 $130.36 $147.31 $166.46 $188.10 $212.55 1 1/2"$117.91 $133.24 $150.57 $170.14 $192.26 $217.25 $245.49 $277.41 $313.47 $354.22 2"$180.80 $204.31 $230.87 $260.88 $294.80 $333.12 $376.43 $425.36 $480.66 $543.14 3"$660.34 $746.19 $843.19 $952.81 $1,076.67 $1,216.64 $1,374.80 $1,553.53 $1,755.48 $1,983.70 4"$738.96 $835.03 $943.58 $1,066.25 $1,204.86 $1,361.49 $1,538.48 $1,738.48 $1,964.49 $2,219.87 6"$1,100.58 $1,243.66 $1,405.34 $1,588.03 $1,794.47 $2,027.76 $2,291.36 $2,589.24 $2,925.84 $3,306.20 8"$1,509.37 $1,705.59 $1,927.31 $2,177.86 $2,460.98 $2,780.91 $3,142.43 $3,550.95 $4,012.57 $4,534.20 Volume Rates - Multi-Family and Commercial Multi-Family (3 or more units)$5.42 $6.12 $6.92 $7.82 $8.84 $9.99 $11.28 $12.75 $14.41 $16.28 Commercial A Meter ≤ 2”$7.31 $8.26 $9.33 $10.54 $11.91 $13.46 $15.21 $17.19 $19.42 $21.95 Commercial B Meter ≥ 3”$4.79 $5.41 $6.12 $6.91 $7.81 $8.83 $9.98 $11.27 $12.74 $14.39 Government $7.15 $8.08 $9.13 $10.32 $11.66 $13.18 $14.89 $16.83 $19.01 $21.49 Residential Rates (Base & Volume) Low Income Residential (≤ 3,000 gallons water usage)$26.61 $30.07 $33.98 $38.40 $43.39 $49.03 $55.40 $62.61 $70.75 $79.94 Low Income Residential (≥ 4,000 gallons water usage)$32.90 $37.17 $42.01 $47.47 $53.64 $60.61 $68.49 $77.40 $87.46 $98.83 Residential Including Duplexes (≤ 3,000 gallons water usage)$53.22 $60.14 $67.96 $76.80 $86.78 $98.06 $110.81 $125.21 $141.49 $159.88 Residential Including Duplexes (≥ 4,000 gallons water usage)$65.80 $74.35 $84.01 $94.94 $107.28 $121.22 $136.98 $154.79 $174.91 $197.65 Capital Surcharge (Per Month) Other $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Low-Income $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Fund Summary 2024 2025 2026 2027 2028 2029 2030 2031 2032 2033 Operating Fund (Fund 411) Projected Ending Balance (After Rate Adjustments)726,125$ 667,605$ 692,041$ 717,432$ 743,816$ 771,234$ 791,092$ 819,469$ 848,966$ 879,629$ Projected Ending Balance (Days of Operating Expenses)60 Days 60 Days 60 Days 60 Days 60 Days 60 Days 60 Days 60 Days 60 Days 60 Days Minimum Balance Required (Days of Operating Expenses)60 Days 60 Days 60 Days 60 Days 60 Days 60 Days 60 Days 60 Days 60 Days 60 Days Construction Fund (Fund 415) Projected Capital Expenses 5,395,950$ 12,218,388$ 10,497,090$ 2,794,500$ 2,204,891$ 2,787,473$ 10,301,848$ 6,914,169$ 1,842,231$ 8,839,834$ Planned Funding Strategy: Grants & Contributions 2,533,000$ 3,100,000$ 581,500$ 581,500$ -$ -$ -$ -$ -$ -$ Direct Rate Funding - - - - - - 168,602 - - 2,627,243 Loans 1,050,000 - - - - - - - - - Revenue Bonds - 14,200,000 - - 10,100,000 - - 6,600,000 - - Cash Reserves - - 9,915,590 2,213,000 - 2,787,473 10,133,246 314,169 1,842,231 6,212,591 Total 3,583,000$ 17,300,000$ 10,497,090$ 2,794,500$ 10,100,000$ 2,787,473$ 10,301,848$ 6,914,169$ 1,842,231$ 8,839,834$ Total Debt Issued 1,050,000$ 15,440,843$ -$ -$ 11,021,169$ -$ -$ 7,201,952$ -$ -$ Projected Ending Balance 5,019,009$ 11,309,101$ 2,782,657$ 1,502,321$ 10,948,251$ 9,786,449$ 1,648,009$ 4,273,245$ 5,923,735$ 1,802,994$ Minimum Balance Required -$ -$ -$ -$ -$ -$ -$ -$ -$ -$ Debt Reserve (Funds 419/424/426) Projected Ending Fund Balance -$ 1,086,434$ 1,102,731$ 1,119,272$ 1,947,018$ 1,976,223$ 2,005,866$ 2,565,887$ 2,604,375$ 2,643,440$ Debt Sinking Fund (430) Water Capital Surcharge Revenue -$ -$ -$ -$ -$ -$ -$ -$ -$ -$ Transfers from System Development Charge Fund (Fund 495)-$ -$ -$ -$ -$ -$ -$ -$ -$ -$ Projected Ending Fund Balance 928,898$ 860,305$ -$ -$ -$ -$ -$ -$ -$ -$ Prepared By FCS Group (425) 867-1802 4/27/2024 Appendix - Port Townsend Sewer Rate Model.xlsx Summary - Page 1 THIS PAGE INTENTIONALLY LEFT BLANK Appendix P Agency Review Correspondence THIS PAGE INTENTIONALLY LEFT BLANK