The URL can be used to link to this page

Home My WebLink AboutBLD06-088 (oversize plans in storage)PERMIT # Qr rlDR nr Wrnl) v CITY OF PORT TOWNSEND PERMIT ACTIVITY LOG DATE RECEIVED:...... . " _. _ ...... M. DATE �- .7 0 ACTION Entered into TRIPS ESA — to Planning -no evidence of ESA - INITIALS Vested Date Checked for Completeness LA I y 12 2 Ent- k -nn i / IV Z- \\Bcd_pen-nits\forms\BUILDfNG\Permit Activity Log.doc V -ORT MECHANICAL PERMIT x ^� City of Port Townsend Development Services Department A 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit Type Mechanical Permit Site Address 1215 LAWRENCE ST Project Description Permit # MEC08-075 Project Name TWO FURNACES FOR THE Parcel # COMMERICAL BUILDING AT 1215 LAWRENCE STREET 4847t3-3-03 96 9 Lev C TWO FURNACES FOR THE COMMERCIAL BLD AT 1215 LAWRENCE STREET Fee Information Project Valuation Record Retention Fee for Mechanical $ 3.00 Mechanical Permit $ 64.00 Technology Fee for Mechanical Perrr $ 5.00 Total Fees $ 72.00 Conditions 10. Manufacturers installation specifications must be on-site at the time of inspection. Call 385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify that I am the owner of the property or authorized agent of the owner. Print Name J • �L- V Lr Sa J Date Issued: 12/16/2008 Issued By: FRONTDESK :MECHANICAL PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # MEC08-075 Permit Type Mechanical Permit Project Name TWO FURNACES FOR THE Site Address 1215 LAWRENCE ST Parcel # COMMERICAL BUILDING AT 1215 LAWRENCE STREET Project Description 989713303 TWO FURNACES FOR THE COMMERCIAL BLD AT 1215 LAWRENCE STREET Names Associated with this Project License Type Name Contact Phone # Type License # Applicant Lippincott House Llc Owner Lippincott House Lie Construction Air Flo Heating Contractor Construction Air Flo Heating Contractor Fixtures 2 - Furnace < 100,000 Btu/h (360) 385-5354 CITY 001208 Exp Date 12/31/2008 (360) 385-5354 STATE AIRFLOI206D, 04/25/2010 * * * SEE ATTACHED CONDITIONS * * * Call 385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify that I am the owner of the property or authorized agent of the owner,. Print Name Date Issued: 12/16/2008 Issued By: FRONTDESK rn 0 0 _N CO Q C) O J F - z LLI Q IL Z O O a 6 LL LL F J Z CO mO� 00 O LU Q LU = O J LL 00 H ❑ W wF a C) z0 Q co Z N 7- O ~ O Lu0 Ix o [If 0 a 55 O U N U ❑ w a:r O U w z U) Q o w LL.Z O LU W LLI U ww m J O a J ❑ fn a IL a_ ❑ 00 o a w en LU D � w m CO N 3 F■+w� � W m It Z V1 w w Lu y o J ca O �' J z Q V C M ❑ a •� 0. w M O Q z w O �a PLOOwwk w 7 UJ 0 It 0 O LL Z0 O a LU ❑ ct i W O a C a a " v y In N a a N z 0 oz Qo J OJ m 0=) X: U ❑ U Z as N z O � O LLY x LL F- LU w F Z a tksr va. of IL xm a is F_w F x F- a m t rn 0 0 _N CO Q C) O J F - z LLI Q IL Z O O a 6 LO r- 9 00 0 U LU 2 O z F- m w W IL F J Z CO mO� 00 U) LLI Z w Q LU Q LU = O J LL 00 H U a C) z0 Q Z N 7- O ~ LLI a Lu0 Ix o [If 0 a P: P: O U N U LL U U) LL.Z O W LLI U In O Q J ❑ IL a_ ❑ w D U U) CO N F - w a LO r- 9 00 0 U LU 2 O z F- m w W IL F z w O U Q O H rn Z N 0 Ln M LL to C J cl QO U � Z 02 F" a U w aW zW Z W Q a. ~ W c m wD Of OF - W M C� w a z O F- U a N Z F J Z CO mO� 00 U) LLI Z w Q vi O = O Q LU = O J LL J U a Z_ Z N E J O ~ LLI a Lu0 Ix o W Z 3 0 a Q O U F z w O U Q O H rn Z N 0 Ln M LL to C J cl QO U � Z 02 F" a U w aW zW Z W Q a. ~ W c m wD Of OF - W M C� w a z O F- U a N Z RT ° CITY OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT ':tel w INSPECTION REPORT AWA For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want the inspection. For Monday inspections, call by 3:00 PM Friday. 9 �--... DATE OF INSPECTION � �� ° �° ��E�I M` NUMBER °" .. SITE ADDRESS: ,..o.; ._�.. ............ PROJECT NAME: CONTRACTOR: CONTACT PERSON: PHONE: TYPE OF INSPECTION j. 4rypp rc ❑ APPROVED '� ❑ APPROVED WITH ❑ NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re -inspection before checked at next inspection proceeding. Inspector..- .. a,.. Date Approved plans and permit card must be on-site and available at time of inspection. A re -inspection fee may be assessed if work is not ready for inspection. Development Series QgFii w 250 Madison Street, mite Port Townsend WA 98368 Phone: 360-379-5095 `� mm Fax: 360-344-4619 + n www.cityofpt.us Mechanical Permit Application Project Address: Legal Description (or Tax #): Office Use Only t r Addition: Pe cwt Block: # � . s oPated Permits; Parcel #9�� , I Lot(s): Property Owne : Name: W0, 1 tc>�s+v+;�,1J Address: I L 3 13,D N rAr, .. Su (� L City/StIzi p: r�ra1 Phone: Email: Special Overlay District: ❑ Shorelines ❑ Historic OF EQUIPMENT Air handler up to 10,000 cfm Boiler/Comdr, W< 100,000 btu or h o Boiler/Comp, 100,000 to 500.000 btu or 3-15 h Boiler/Comp, 500,001 to 1 M btu, or 16-30 hp Boiler/Comp, 1M to 1.75M btu or 31-50 hp Boiler/Comp, > 1.75 M btu or 50 ho Domestic Incinerator Evaporative Cooler Furnace < 100,000 btu Furnace >_ 100,000 btu Gas hot water heater- Gas or wood stove Gas piping, 1-4 outlets Gas piping, additional outlets Hazardous process piping sy Hazardous_ processi ip p ng sy Hood/exhaust system Industrial incinerator� - _ I n sta I lation/relocation/replace Other equipment stem, 1-4 outlets stem additional outlets ment of each Process piping„ 1-4 outlets Pros§ i in §+stem ad'diti�nal outlets Pro .._ m _. ane tank.., mcludiniin Pte_ 3r/alteration of e u�nt Vent/exhaust Fan TOTAL Contractor: Name: i r -( Address:City/St/zip: 44 Phone: 3 F? S 3 Email: State License #: Exp: City Business License #: p O 174-0 18 QUANTITY COST PER 13.00 17.00 30.00 44.00 60.00 ..___ 115.00._.._ _... 21.00...... 13.00 17.00 21.00 �..........W, 15.00.__.' 17.00 9.00 3.00 7.00 2.00 �._.._._.............� . 13.00 ._..._. �..................... 71.00................ 10.00 13.00 1111111111111111M 11MAIM CAG�.,w.��l I- �tl 11 dii" �i�[ f1 I hereby certify that the information provided is correct, that I am either the owner or authorized to act on behalf of the owner and that all activities � associated with this permit will be in accordance with State Laws and the Port Townsend Municipal Code. PrintName: MCLL CU C' ,,, Signature: Date: International Fire Code 2006 — TABLE 3804.3 LOCATION OF LP -GAS CONTAINERS MINIMUM SEPARATION BETWEEN CONTAINERS AND BUILDINGS, PUBLIC WAYS OR LOT LINES OF ADJOINING PROPERTY THAT CAN BE BUILT UPON CONTAINER Mounded or Above ground Minimum Separation CAPACITY Underground Containers Between Containers (Water gallons) Containers (feet) (feet) (feet) Less than 125 10 5 None 125 to 250 10 10 None 251 to 500 10 10 3 501 to 2,000 10 10 3 Selected text from the above Tab/e. The minimum distance for underground containers shall be measured from the pressure relief device and the filling or liquid -gauge vent connection at the container, except that all parts of an underground container shall be 10 feet or more from a building or lot line of adjoining property which can be built upon. In applying the distance between buildings and ASME containers with a water capacity of 125 gallons or more... distances to the building wall shall not be less than those prescribed in this table. The following shall apply to above -ground containers installed alongside buildings: 1. Containers of less than a 125 -gallon water capacity are allowed next to the building they serve when in compliance with Items 2, 3, and 4. 2. Department of Transportation (DOTn) specification containers shall be located and installed so that the discharge from the container pressure relief device is at least 3 feet horizontally from building openings below the level of such discharge and shall not be beneath buildings unless the space is well ventilated to the outside and is not enclosed for more than 50% of its perimeter. The discharge from container pressure relief devices shall be located no less than 5 feet from exterior sources of ignition, openings into direct -vent (sealed combustion system) appliances or mechanical ventilation air intakes. 3. ASME containers of less than 125 -gallon water capacity shall be located and installed such that the discharge from pressure relief devices shall not terminate in or beneath buildings and shall be located at least 5 feet horizontally from building openings below the level of such discharge and not less than 5 feet from exterior sources of ignition, openings into direct vent (sealed combustion system) appliances, or mechanical ventilation air intakes. 4. The filling connection and the vent from liquid -level gauges on either DOT of ASME containers filled at the point in installation shall not be less than 10 feet from exterior sources of ignition, openings into direct vent (sealed combustion system) appliances or mechanical ventilation air intakes. Please draw a simple plot plan below or on another piece of paper so we can easily locate the LPG container. Indicate container size and type, gas piping and regulator location, and setbacks to Duuainci. incluse the aaiacent street ana name.: ana anv otner newtul lanamarKS on-site. PORT to Receipt Number: 8-1141 Recei tbate, 1 11 Cashier* FF I' DESJ 'Pa p r/payee blame, LIPPINCt Thi "FUSEL C Original Fee Arnount Frye Permit Parcel Fee Description Amount Paid Balance MEC08-075 989713303 Record Retention Fee for Mechanic; $3.00 $3.00 $0.00 MEC08-075 989713303 Mechanical Permit $64.00 $64.00 $0.00 MEC08-075 989713303 Technology Fee for Mechanical Pen $5.00 $5.00 $0.00 Total„ $72.00 I Receipt Receipt !Gate- Fee Description Am ou:nt Paid Perm It #� Paym a fat C he clm Paym er nt Method Num,leer Am,ouint CHECK 33552 $ 72.00 Total $72.00 genpmtrreceipts Page 1 of 1 To my knowlege, the only thing left outstanding is painting of the propane stove vents that extend from their roof. These were to be painted a dark color that would be presented to DSD staff first (for review and approval) before painting. They may have other Design Review issues that need to be completed, but I'll have to double check their file & probably do a site visit. I'm pretty sure they've satisfied the Public Works end of things EXCEPT providing them with some final "As-Builts" for the work they've done in the right-of-way. Check with Alex for any outstanding items. Thanks, John z Scottie Foster From: John McDonagh Sent: Monday, November 09, 2009 8:37 AM To: Scottie Foster Subject: FW: Nordland Bldg. Charlie says one of the condo's is occupied on the 2nd floor..... John McDonagh, Planner Development Services Dept. City of Port Townsend Pt. Townsend, WA 98368 360-344-3070 office 360-344-4619 fax From: Charles Paul [mailto:charlesapaul@msn.com] Sent: Sunday, November 08, 2009 8:52 AM To: John McDonagh Subject: Nordland Bldg. John: Just as follow-up to our conversation two occupants in their bldg. Uptown condo (2nd flr left.) CP at the HPC mtg. Nordland does have Therapy in the basement and one 1. Scottie Foster From: John McDonagh Sent: Monday, November 09, 2009 8:16 AM To: Scottie Foster Subject: FW: Nordland Bldg. 2 TCO's at the Nordland site or just one? John McDonagh, Planner Development Services Dept. City of Port Townsend Pt. Townsend, WA 98368 360-344-3070 office 360-344-4619 fax From: Charles Paul [mai Ito: charlesapauI@msn.com] Sent: Sunday, November 08, 2009 8:52 AM To: John McDonagh Subject: Nordland Bldg. John: Just as follow-up to our conversation at the HPC mtg. Nordland does have two occupants in their bldg. Uptown Therapy in the basement and one condo (2nd flr left.) M CITY OF PORT TOWNSEND REQUEST FOR PUBLIC RECORDS Submit request to: City of Port Townsend City Clerk Phone: (360) 379-5045 250 Madison St. Suite 2 Fax: (360) 385-4290 Port Townsend, WA 98368 Date received : � Received by; . _,,,,,,, ..... REQUESTOR'S NAME (PLEASE PRINT): __ ) 2,t �. ___._._ �..._.... ADDRESS: STREET L CITY r� ZIP CODE '3 TELEPHONE NUMBER: ? ' . `� / ` /9 HOME WORK CELLULAR E-MAIL: WISH TO (CHECK ONE) Review a Record Obtain photocopies of a record Please describe the records you are requesting and any additional information that will help us locate them for you as quickly as possible: I understand that there may be charges for duplication of these specific records. If the request exceeds 9 pages, a minimum of $0.15 per page for standard photocopies will be charged to the requestor. I understand the Public Records Officer may require a deposit from me in an amount not to exceed ten percent of the estimated cost of providing copies for a request. If a request is made available on a partial or installment basis, the Officer may charge me for each part of the request as it is provided. If an installment of a records request is not claimed or reviewed within 30 days, I understand that the City is not obligated to fulfill the balance of the request. I certify that any lists of individuals obtained through this request for public records will not be used for commercial purposes. (RCW 42.56.070) I understand that pursuant to RCW 42.56.520 the City will respond within five (5) business days, either by providing the information requested, providing a reasonable estimate as to when the records will be available, or by denying the request. Five day response begins one working day after receipt of request. Signature: (Staff to Complete the following) Date Request fulfilled:-_..-_._, _,_ Date Request denied: Written explanation of denial attached, pursuant to RCW 42.56.520: _ ITIT Other information and record of contacts with requestor: G: (City Admin I Clerkl Records I rules (form. doc JUN : 3 271 CITY OF PORT TOWN SEND r ell ��%�'-iia J-2�2A ex 7q-tcl lr City of Port Townsed DSD ^ 250 Madison Suite 3 Port Townsend, WA 98368 Phone: 360-379-5095 Fax360-344619 CITYL OF PORT TOWNSEND CONSTRUCT ION PERMIT & INSPECTION RECORD THIS CA,IW MUST- BE-P-OSTED AT CONSTRUCTION SITE Cal 385-2294-pri,o ,,to 3:00 p m for next day Inspection ,W. m° J Permit Number: BD06-088,.,.. 08/22/06 la�cel Number: 989-713-303 Job Address: 121.5 Lawrence Street. Zoning: C -III Type: V A full ° s arinklered Occupancy: B/R -2 Occupant Load: Varies by Space Nature of Work: Construct Office Buildiniz with Residential Units above o.e Owner: Johanna Reinstra Contractor: Hammer W° r' Ine HAI IIS' EI 07333 GENERAL CONDITIONS APPLY: Scc Last Ila c SEPARATE PERMITS REQUIRE])'- Pedestrian Protection - review" and approval prior to installation d ' Electrical Permit - Contact WA State Dept. of Labor & Industries 360-417-2702 Sign Permits - contact Penny Westerfield @ 379-5082 p , my , Fire rinkler/Fire Alarm - as deferred submittals, s = , n Structural for l+ lt�vator 1 a, Idl+jevator/Hoistway Venting - as deferred submit6D ° Inti r�w"iriir I� fice Space- as "11 deterred submittal - �� Mechanical - heating, NREC compliance and ventilation for offices as deferred submittal,,',,,",",/,",,,"/, Lighting -- Interior retail as deferred submittal'and exterior, requires HPC review Landscaping as deterred submittal HPC-lari"or to schedidiLiga framing inslmelion, remaining exterior details to be reviewed and approved by HPC subcommittee , lye NOTE: Special Inspection is required f �r soil condition 1,�v geotechnical engineer, high-strength concrete, placement of reinforcing steel, anchor bolts, holdowns, shear wall nailing, structural ig,high streg bolting, building, enclosure details etc. per IBC Chapter 17 and Sheet Sl. I of plans. SpecialInspector , l7 j ICC certified and listed in the current edition of the WABO Agency and Inspector &,�i s°ter or provide credentials and demonstrate competence in the specific construction field. Required Special Inspection Reports shall indicate compliance with the plans and specifications and shall be copied to the Building Department in a timely manner. Permit Holder or Permit Holder's Agent shall review and oversee correction of any and all deficiencies ...�.m .... ..� noted by required special inspections, ****Outside construction activities shall be limited to 7:00 am to 6:00 pm Monday through Friday and prohibited on weekends and national holidays**** CALL 48 hours before you dig for Utility line locates 1-800-424-5555 Page I of REQUIRED INSPECTIONS PEDESTRIAN PROTECTION Prior to beginning construction activities, a plan shall be submitted for review and approval by the Development Services and Public Works Departments; Inspection Required CLEARING AND GRADING Per engineered soils report, as construction will take place during the wet weather season, de -watering measures may be required In accordance with the geo-technical engineering investigation conducted by Krazan & Associates, a Krazan representative shall be present at the site during all earthwork activities and shall submit written reports to DSD that development proceeds in accordance with the exploratory fieldwork and the results of the geotechnical investigation FOOTINGS . —per en ........... — p engineered details; geotechnical engineer shall observe excavation; special inspection required Setbacks — 0 for zoning; per IBC only Footing Drains — sheet 54.1 Footings — schedule per Sheet 53.1 Exterior Post Footings — detail 54.2 Grade Beam — detail Sheet S4.2 Forms Reinforcement — grade 60; see sheet S 1 Interior Footings/Column Bases UFER FOUNDATION WALL/SLAB — hot -dipped galvanized fasteners shall be used in all applications in contact with pressure treated wood; special inspection required ***Basement must meet definition of "basement"; S stories not allowed**** Stem Wall — foundation wall details Sheet 54.1; foundation plan per Sheet 52.1 Forms Reinforcement — grade 60 steel; see sheet S 1.1 Retaining Wall — sheet S4.2 Holdown Hardware — holdown schedule Sheet 53.1 Anchor Bolts and Washers — see shear wall and column schedules, Sheet 53.1 Waterproofing Expansion Anchors — sheet S 1.1 Adhesive Anchors — S 1.2 Call 48 hours before you dig for utility line locates 1-800-424-5555 Page 2 of 7 Building Permit#BLD06-088 ED/DATE I tUWL r FLOOR FRAMING - hot -dipped galvanized fasteners shall be used in all applications that contact pressure treated wood; holdowns required all floors Beams — beam schedule Sheet S3.1 Columns — column schedule sheet S3.1 Pressure -treated plates Treated Wood to Concrete Anchor Bolts & washers — see shear wall and column schedules, sheet S3.1 Joists — Joist schedule sheet S3.1 �. Blocking - block under all shear wall locations Ledger/Rim Joist Positive Connections I" floor framing — sheet S2.2 2ns floor framing — sheet S2.3 3"l floor framing —sheet S2.4 4'h floor framing — sheet ,52., Floor Sheathing — details S5.1 Floor to Floor Holdown Details — sheet S5.1 PLUMBING llarrMier- gee? Legylired b commercial restrooms Rough -In (drain, waste and vent) Island Venting (as applicable) Water Supply Oval, split front seats Hose Bibbs (backflow prevention required) Pipe Insulation (R-3) Pressure Reducing Valve Water Hammer Arrestors @ clothes and dishwashers Water Heaters Pressure Relief Valve Drain to exterior Seismic Straps @ 1/3 points Drain Pans Expansion tanks Floor Drains — trap seal protection required Air Gaps Licensed Plumbing Contractor's Signature & License Number: Sign Here: Call 48 hours before you dig for utility line locates 1-800-424-5555 Page 3 of 7 Building Permit#BLD06-088 M-9aralw MECHANICAL — heating and ventilation as deferred submittal for commercial spaces LPG Fireplaces Source Specific Exhaust Fans @ laundry (50 cfm) and kitchens (100 cfm) & commercial baths (50 cfm) Whole House Fans with timers in bathrooms (50-80 cfm) Wall or window ports required @ each habitable room Environmental Air Exhaust ducting (with backdraft dampers), insulation (R-4) and terminus (located 3 feet from openings) Dryer Duct Exhaust —per manufacturer's instructions; no screening @ duct termination Make-up air for dryers in enclosed space —100 square inches FRAMING - One-hour construction; two-hour stair enclosure with 90 minute doors HPC review and approval of remaining exterior details is required prior to framing inspection Engineered trusses and metal stairs as deferred submittals Walls — one-hour demising walls required for condominium; rated section details shown on sheet A5.2 _P,sitive Connections Shear Walls- re@ares special inspection prior to cover; maximum penetration 1/16"; typical shear wall details per sheet 55.1 Shear Parml-Vocking Typical framing details for drag strut connection, headers, beams, wall intersections, built-up columns, etc. see sheets S5.1 and 5.2 Posts — DF#1 Roof/Truss framing details — sheet S5.3 Roof drainage Roof Hatch —16 square feet Beams and Headers Blocking Steel framing — structural welding requires special inspection; see sheet S6.1 for details Windows — requires revision for commercial spaces .40 or better for residential; NFRC sticker must be on windows Safety Glazing Escape Windows @ residential units Doors - 20 minute at corridor; 90 minute at stairs Building Permit #BLD06-088 V°ED/DATE Call 48 hours before you dig for utility line locates 1-800-424-5555 Page 4 of 7 i Call 48 hours before you dig for utility line locates 1-800-424-5555 Page 4 of 7 RE URED INSPECTIONS FRAMING (continued) Door Thresholds — t/2" maximum Air Seal Fresh Air Intake @ residential units Fire Blocking Fire Stops — submit for approval prior to installation Fire Dampers — submit for review and approval prior to installation Draft Stops Stairs — interior and exterior Weather Resistive Barrier.— inspection required prior to cover Smoke Detectors at residential units Building Enclosure Reports INSULATION Slab—R-10 Walls (R-21),,"', Ceiling (R-38) Vapor Barrier Paint _ certification required at final Mechanical Room Separation (if applicable) DRYWALL NAILING — one-hour construction; rated floor and wall section details on sheet A5.2 Walls Ceiling Draft Stops Stair Enclosure — two hour Dwelling Unit Separation Occupancy Separation Shaft LIGHTING — exterior as deferred submittal; exterior lighting requires HPC review and approval prior to installation; metal halide prohibited Inspection required; contact John McDonagh # 344-3070 for inspection PARKING/LANDSCAPING/BIKE RACK/DUMPSTER/RECYCLING Building Permit#BLD06-088 VED/DATE i prior to installation Field Inspection required; contact John '44cl ona�h at 344-3070 _. --.. .......... w.. ..... Call 48 hours before you dig for utility line locates 1-800424-5555 Page 5 of 7 w i prior to installation Field Inspection required; contact John '44cl ona�h at 344-3070 _. --.. .......... w.. ..... Call 48 hours before you dig for utility line locates 1-800424-5555 Page 5 of 7 Building Permit YBLD06-088 APPROVED/DATE Public Works Department Sign -off Fire Department Sign -off FINAL Building addresses posted — minimum S " numbers Electrical Sign -off (L & I) Barrier Free Access — ramps, handrails, thresholds, etc. Door Maneuvering Clearances Thresholds Lever Hardware Ramp, Stairs, Handrails Braille/Pictogram Restroom & Office Signage Van Accessible Parking Signage Plumbing Barrier free required Restroom Wall and Floor covering per IBC Chapter 12 Mechanical: Pleating and Ventilation — as cltt t, ,rred ubmittal for NREC; commissioning report required Mechanical — residential and commercial restr cams, kitchens, baths, laundries Decks Stairs and Stairway Lighting Handrails including termination and extensions Landings Guardrails Stair Signage Smoke Detectors Insulation Certificate Vapor Barrier Paint Certificate Exit Signage and Illumination Lighting Power Allowance Daylight Zones, Controls and Switches per NREC Chapter 15 Final — Building Call 48 hours before you dig for utility line locates 1-800-424-5555 Page 6 of 7 Building Permit#BLD06-088 GENERAL CONDITIONS 1. Contractors working on this project are required to have a Labor & Industries contractor's regi4tratiott number and a City business license. Failure to provide proof of this documentation prior to work may result in job shut down while this is accomplished. 2. Temporary erosion and sediment control (TESC) measures shall be installed on-site and inspected prior to beginning construction; call 385-2294. Measures shall include installation of silt fencing and graveled construction entrance (see attached details). Adjacent rights-of-way shall be kept free of dirt debris. Soils exposed during construction shall be -temporarily stabilized with mulching, plastic sheeting, etc. Soils shall be permanently stabilized with seeding, plantings, sodding, etc. once construction is complete. Applicant is responsible for protection of adjacent properties. 3. All elements of engineering including nailing, holdowns, sheathing, and alternate braced wall panels (ABWP) require inspection prior to cover. 4. Owner or owner's agent shall review and oversee correction of any and all deficiencies noted by required inspections. 5. Re -inspection is required after inspection report corrections are completed. 6. The Building Department is unable to pass final inspection on your project until Public Works requirements have been completed and inspected. For Public Works inspection call 385-2294. A minimum of twentv-four hours notice is required. Public Works aanroval must be received prior to Scheduling (lie Building Department's final inspection. 7. Final Inspections are required prior to occupancy; A Certificate of Occupancy is required for a non-residential project. 8. All building permits expire if no progress has been made within six months, or if no inspections are done by the Building Department within one year. Call for at least one inspection per year to keep your building permit active. 9. Revisions require review and approval prior to making changes in the field. Contact the Building Department at 379-5095 prior to making changes to the approved plans. 10. POST THIS PERMIT ON-SITE WITH THE APPROVED PLANS. Call 48 hours before you dig for utility line locates 1-800-424-5555 Page 7 of 7 CERTIFICATE OF REVIEW and FINDINGS OF THE HISTORIC PRESERVATION COMMITTEE Design Review Application I:IPC06-001 The Port Townsend Historic Preservation Committee has completed its design review of the: Construction of a new four story plus basement, mixed-use building designed for office use on the basement and first floor. Five (5) residential units would be created on the second, third and fourth floors. Total area within the new building would be 11,000+ square feet. proposed by: Johanna R:ienstra Representative: Johanna ltienstra & Richard Berg for a new building to be located at: SW corner of Lawrence & Filmore with significance classified as (circle one) N/A Pivotal Primary Secondary Altered Historic/Recent Compatible Intrusion Review of the project is: Mandatory Compliance with review is: (circle one) Mandatory Voluntary (unless determined otherwise through SEPA) The review was conducted pursuant to Chapter 17.30 of the Port Townsend Municipal Code, and was based on the application reviewed on 1/24/06 After review of relevant design guidelines, the Committee found that the proposed development: (circle one) CONTRIBUTES IS ACCEPTABLE DOES NOT CONTRIBUTE to the Port Townsend Historic District with the following condition: 1. The proposal is approved in concept only (emphasis added) with regards to footprint, orientation, massing and elevations. Additional Design Review is required for specifics on materials, landscaping, building colors, door hardware, and other details not included with the Design Review submittal. Issued this 25th day of January, 2006 Vproved Disapproved by (circle one) Bed Permits: MCD_ PERMITSUAHMCERTIFICMERGE. DOC 1)age 1 qf I — Revised 12198 'hair, Historic Preservation Committee DSD Director (or esigne § % z r Z O LD Z O� Z� Oo �Z WW Lt_ O O�- d n 0 � d o 0 z O H C7 z 0 a< O3t Uz � z WW U) LL lL O O ►- 0 k / :5 � z � « §§ 00 § z o\ 9/ �6 oz 0U) OK %}(e o W f S n i z O O z_ O= O� Uz �z WW UC/) 1 LL O O F- F- ao na� L2 / § 4444444'4 44 Nn G1N VI fn f/1N !" L H .. � r Q CD �GppI [Nr�IVppIN CDCDC%J N I7 �� I� N r_ '� MYI It r��wry yla�' i w r O en f>4 _ l 1m=3=D=D�WL.j MIR Z'ZZFJX fY ZZ Q' O 1 ym C, 'F.yY„• ',,. � 44444' 4 4444 4 VIVI VI VIh VI NVI VI VI fn 4144444 VINV)h VI 4 VJ VI VI �. � wP / .. w ' O O x0 •-� O !� O ['I O 1(I m ti N N m m m (7 m m f` - N - - - � N n N � 4� �"'�' y'h*' y"f gyp" :fir o C'I N N "" ^ C -i g. _j x 1- of _Pcc 09 _ dp �, Yp 7.... �p 5 G DC \ u u \h I Wd.a (7p O 7Ati Q��W Q xZiYQ Q U Ab,^L'�' "4 4E m ZQWi W NUQW W Q,Or JQ OWrJ rr+Fixri xr.�>W QWr W Z222F-JX Q M > Sw p%IU VI WL) Q mm C4 Q OJ�OVIWW �.........�. .... Z .. n t< 0 z Q O NI' VI +' N a S N L itl' = C in 1 N ^ z w i W D. z z Cn w E Cn > W N _ \ o ¢ o cc o _ UI FF E c C C 6 E -op ^� t4 U r awdo I m ''.N ¢4 dl, Mm^ O It Ir C!' J – Q Q Z as w, 6'M u Y r" O c Q a 01,E vv p o v ww V) 1ny F id'Y Y�'�u�i b W{� Q ��n Fw ==w 3_::: Y} Q In 1n u1 M+iL1 V)C)U ^mri 1f Wafly wcr4 zs4Q VzW F i i i s i p L LR:t Z = N gip}, . N i:} In (ll 01A °S 'O' Z U U U U W O Y m S d 4 U 7iA n O ^ R N 1 ^CCY O Q F Z V- (] v^^ �}✓ m 6 f a. Z V W I f/l CSCy� p di •- w .:.:.-i 7 3 or.•. Uj 3 w ^ ca \ N n. F ry1 q pyo p mL ul 3 j L L4� O� oppo op,�p8p N � 1 1 � m � ¢ ��', � W'� z NSS 0?= w pop copp¢ !U N N .. (V (LL+lU 3 .. I I'i1 N O ¢¢ –C9 Z_ �J W J } m z J 3 U N 1 N T a7 cu JVnF W N M U W Z Z :4 I La m \W a OR 17W�KU� p0 ---- N Q F O \ 3 Fr F_ �a0 04 11 U z 0 �U WH O Z WW ZO z Z�J4I0 OO O !11 z F J 4✓70 w QJ °C.1 m w W-0 z oz o �,. 1ii a ¢ � w �F I Vw1 0 �1F F F�@Io 3 o rw;. >WC z o� O o�o a W J _ C�0 I r�11�� U 0 K U z U Z U Q= 'Mario 3W–d,�J� .zx� 0EL WOW KOH�OI�w OJ ffN Co ?"""IQIIC�QUO zap 0 O mv)dt=/11Ji0 �mm I�z Z U r U z O W W D y�o w L6V ZV111 O ¢UN J– di`. Ir z N z � F J� _-1 Q F W F= FQ m z w C H J Z U d d' 4�¢0y L) K x EL M CC w W ul ul 7 41 WQ~J Z ON W O .Z� Q LLJ O W U O QQ W U Vl O U Li M 1L x s x¢ .. if v ,.. ..._._... ....,_._.. .......... 4 LA M (4/1 O W V) 0 W O O O leo Z Lv, Z. S3 O Ir I I M U> 00 N 0� 1L \ O O. N 1[1 Kir W \ \ JJJJ 3 _0Vi ODp� ¢Q 7Z O O CW/1 Z N y (A 00 to II V_ OM 10 O �'i�CPF W OCYi Z - O N cc w��aial A u4w, Z yL Cf)OI II Z K 00 to ugy i U 01 F OI �g4. ,3 i!"r W 0.x. �Cg O N i;Aa += W � Z Z µ U C9i-� 6, Cy 19 c N C 0 W O F w 6 w W= a0 J S W (e" Z po &1"eg' Q �-� 0'LC z W Q Wt 0 6P1 w II C/1 j W(S/1 2. S�q •-• �1' O w 0 ^ g Z �3 y,.,J4lU'pii OC+IR bin w a ',. LT �\\\ a3 o 0Z z Op',F Y zi.7 w rarramm�Wa /��( �l QI�r.p 4WD w W a W W LL N WO F »� ', 'C'. m UZ d CS G"J�,CO Oz T. Z ...W ° O u'1i '�„ W U W W fn Ck CY " F F fY 0 Y W w 0 a`rsusr o U ZW � M zoa ° w �' v Q a f C) LL Q QQ 3o WO 1O tr W M F .-arm, 0' ^ �� m N .. a- - � N p 0 F4FYL:� a 0 r U F_ F z W 4a1 tl('. O�^ V In p ul o = F In F w w Z vj vi ¢ to = o O O ro Lu U M F p p w Q m W N 608" 9j O .. W d 01 F-- CL Wvl J CG6 Wa.P� Z p — C9 W= w CD = Z C9 0 F Q C.7 [� SS a n O c Z �No Qp Ord OFMd r x'IG (, z. FCwP zX._ Z I ZOO U ao z z z = W J � � FF W � 4 Sao W a d CL U Ib 1- F J 5 J J Z Z M p(A K U V� O N f n m m m J J M M d ,pOrAT Ir"C1ACY BUILDING PERMIT City of Port Townsend { Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD06-088 Permit Type Legacy Building Permit Project Name Mixed Use Commercial Building Site Address 1215 LAWRENCE ST Parcel # 989713303 Project Description New construction mixed use building with commerical and residential condos of four stories plus basement creating 12,577 sq, ft. of improvement Names Associated with this Project License Type NameContact Phone # Type License # Exp Date 1 0 000"" COft C L1. °L Applicant erkins Johanna t (360) 385-5849 General Dual Nordland Construction W/ / n �' O - CITY APPLIED 12/31/2007 License Contracting General Dual Nordland Construction Q - STATE NORDLCN953 08/30/2009 License Contracting . ,. ... i. lx 6 Call .385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. 1 certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify that I am the owner of the property or authorized agent of the owner. Print Name :To h �- �'4 79/ U L Date Issued: 08/16/2007 S Issued By: SYS M ottrro LEGACY BUILDING : PEL'!LMIT City of Port Townsend Development Services Department AWA 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit Type Legacy Building Permit Site Address 1215 LAWRENCE ST Project Description Permit # BLD06-088 Project Name Mixed Use Commercial Building Parcel # 989713303 New construction mixed use building with commerical and residential condos of four stories plus basement creating 12,577 sq. ft. of improvement Fee Information Project Valuation Building Permit Fee $ 6,674.16 Fire Sprinkler Plan Review Fee $ 150.00 Site Address Fee $ 3.00 Plan Review Fee $ 500.00 Energy Code Fee - Commercial/Mult $ 220.00 Energy Code Fee - Commercial/Mult $ 220.00 Total Fees $ 7,767.16 Call 385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify that I am the owner of the property or authorized agent of the owner. llt"'fial: )I" iine Date Issued: 08/16/2007 Issued By: SYS Cl Permit Marcel Fee Descri tl+dia' BLD06-088 BL D06-088 BL D06-088 BLD06-088 BLD06-088 BLD06-088 959713303 989713303 989713303 989713303 989713303 989713303 Fire Sprinkler Plan Review Fee Plan Review Fee Energy Code Fee - Commercial/Mull Energy Code Fee - Commercial/Mull Building Permit Fee Site Address Fee Re # receipt Date Fee Description Paient Check i?�ayunealC Method Number r Afrlrtoun CHECK , 2077,20 $ 7,767.16 Total $7,767.16 $150.00 $150.00 $500.00 $500.00 $220.00 $220.00 $220.00 $220.00 $6,674.16 $6,674.16 $3.00 $3.00 Total: $7,767.16 Amount Paid Permit $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 genpmtrreceipts Page 1 of 1 City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360) 379-5095 FAX 060) 344-4619 May 17, 2007 Ms. Johanna Perkins P.O. Box 296 Port Townsend, WA 98368 SUBJECT: Application extension — BLD06-088 Dear Johanna, I have your request for an extension of the building permit application BLD06-088. The application was extended once and is now due to expire on the 19th of this month. As I understand it the initial sale of the project did not close and you are now seeking a new buyer. Due to the circumstances it is appropriate to provide an extension of the time by which action must be taken on the application. Under section 105.3.2 of the International Building Code, as adopted by the City, this type of extension is limited to 90 days. This will place the new expiration date as August 17th. The permit will need to be issued (physically picked up and paid for) by that date. Due to the fact that the 2006 International Codes become effective on July 1 in the state, I will not be able to provide an additional extension. Please note that once the permit is "issued" the permittee has 180 days to commence work in order to keep the permit valid. If you have any questions or if I can be of further assistance, please let me know. Sincerely, Leonard Yarbe, y Development Services Director a ; ° , AXD MA"i' f oN�� r r 7 �i/„NiY,f y ��f�/ ! ire tri' (a 'i � v^vi ..e ,�l/ i''cNlnV�i�l✓ff ✓�� l' a y / Y A� W ...... Ib II��. W P � 1, ;�, e � 7 )r l�t14,102", llh to',:. nHe j �; 11 A NATIONAL MAIN STREET COMMUNITY WASHINGTON'S HISTORIC VICTORIAN SEAPORT Uptown Land L e Plus Development Package ..: p g Land only Includes completed development package to build 4 condos plus penthouse & commercial office/ �l x ... � reta�� c� r�ain `dor, PerreIi, redyat city H F V bu Out eentra� tJpto � :, „/� V I � w ✓ ��, +� l ; i///� ff//i f/i/ / / iii f fi /// /// / i% f / � f/ii f i� ;, .'®R...... . . ...... . . . .. ........ . . �I1T �� G � , .,.„. , � � � . r�°°, � � � ".,.: r .._ �..� .,� ....µ - - � �� rl, � rf , f � ,iii ' � 111 l�l� � f r'� � ��r rl �/lll� l �lll� >✓%If l r,� �r A. INA wig /fa _ 00\1 ,oc ✓"' "M rill", � �� 110 I� re Commercial/Indri. Client Detail Report of 05/30/07 at 4: Dn lots 2&4 Status Active Listing# 27087993 County Jefferson Style Community Gen Zoning Gr Schd Inc Vacancy Rt Gr Adj Inc. Total Exp. Net Opr Inc Cap Rate �S11tntti. �"�.tr uetow w� Area Map Grid: Uptown Commercial Page 1 of 1 480 List Price 488,000 5 Sold Price E-1 Year Built 9999 Acreage 0.080 Lot Size 3473 Bldg. SOFT Off. SQFT Whse SQFT Tax Year Annual Taxes Features Site Frontage Energy Source Lot Depth Heating/Cooling # Pads Floor Covering Pad Ready Loading Envr. Survey Terms Cash Out Bndry Survey Foundation Roof Type Exterior Sewer Sewer Available Directions : Lawrence Street to Fillmore - corner lot next to Victorian Office building. Do not bother tenants in off bldg next door,. Marketing Remarks : LAND ONLY — Includes completed development package to build 4 condos plus penthouse & commercial office/retail on main fir. Permit ready at city for $7000. Fabulous central Uptown location surrounded by restaurants, theatre, library, Farmer's Market, & Aldrich's Grocery & Deli. Very close to downtown waterfront. The extensive permitting process incorporates design & engineering by Taylor Gregory Butterfield Architects, Edmonds. This is a one of a kind opportunity. Presented By: Shirley Rudolph / John L. Scott/Pt. Townsend Lot Sizes And Square Footage Are Estimates. Information From Reliable Sources, But Not Guaranteed. Copyright ©2007 Rapattoni Corporation. All rights reserved. file://C:\DOCUME—I\Sandy\LOCALS—I\Temp\LASYNHJ5.htm 5/30/2007 ddKraza-ti& ASSOCIATES, INC.."� GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION June 27, 2008 KA Project No.: 106-08091 ,. Permit No.. i , x Mr. Tom Johnson Nordland Construction NW, Inc. �hw; 123 Ponderosa Place Nordland, WA 98358 uA RE: Lawrence Building Port Townsend, WA� Dear Mr. Johnson: In accordance with your request and authorization, the following test data are presented on the following reports, which are enclosed: May 15 May 20 Cylinder Report No. 33134 Cylinder Report No. 34280 Referenced concrete reports and compressive strength data will be mailed following 28 -day tests, if applicable. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, Penn Seely, Laboratory Manager Peninsula Division PS: mds Enclosures ccd City of Port Townsend/Leonard Yarberry (e-mail) With Offices Serving The Western United States 20714 State Hwy. 305 NE, Suite 3C 9 Poulsbo, Washington 98370 • (360) 598-2126 9 Fax: (360) 598-2127 Krazan & Associates, Inc. 20-x" 4 Stag HWy. 305 N.E. Suite 3C, Pcv!lsbo, WA 98370 (360)-598-2126 Project No. 106-08091 CA. Code P14452 Pour Date 5-15-2008 Report No. 33134 Weather OVERCAST Jurisdiction CITY OF PORT TOWNSEND Permit No. BLDG 06-088 Project LAWRENCE BUILDING Engineer Location PORT TOWNSEND Architect Client NORDLAND CONSTRUCTION Contractor NORDLAND CONSTRUCTION Field Data Supplier COTTON Concrete X Mortar Grout Prisms Grouted Ungrouted Site Mix Plant No. Flex Beams Other Conc. Air Temp. Temp. Unit Time Truck # Ticket # % Air Slump (F) (F) Wt. 13:00 43 311 4.7 5 72 60 - Footings Walls Columns Grade Beams Slab/Deck Slab Pilings Other Grids ELEVATOR PIT SLAB/FOUNDATION Reported Batch Data Cement Type I ASTM C39 Design Actual X Mix No. P30AW Cam. lbs. 469 F. Ash lbs. - C. agg. lbs. 1668 C. agg. lbs. 2 176 C. agg. lbs. 3 - Sand lbs. 1380 Water 25 Admixture POLY 997 38.6 OZ Other - Air Ent. (oz/cwt.) 211 Water Added on Job (gals.) Field Test Methods Remarks REINFORCEMENT INSPECTED W/C .47 NOTE AIR ASTM C143 ASTM C138 ❑, ENTRAINMENT PRESENT IN MIX THOUGH NOT ASTM C1064 ASTM C173 IIS REQUIRED IN THE APPLICATION ASTM C31 Other_ IT._.__ ..................... Inspector ERIC WORTH Reviewed By Laboratory Data Design Strength 3000 Date Specimens Rec'd. 5-16-2008 CA. Test Cali Dia ASTM C39 Length Max. Comp. Tested Break Code Date Age Dim. Area Load Str. (psi) Set # By Type P14452- 05/22/08 7 4X8 12.57 38145 3,030 AC 2 P14452- 06/12/08 28 4X8 12.53 53115 4,240 CJA 1 P14452- 06/12/08 28 4X8 12.53 50640 4,040 CJA 1 P14452- 06/12/08 28 4X8 12.53 53000 4,230 CJA 1 14452- P14452- P14452- P14452 - P1 4452- P14452- Lab Test Method ASTM C39 ASTM C109 ❑ ASTM C617 ASTM C1231 ASTM C1019 El Other 2�compressive Flexural P14452- Test Results Remarks FR 92573 X Conforming s Results Reviewed By Date Reviewed Non -Conforming �.��-^ Codes for Break Types: 1. Cone11 2. Cone & Split0, 3. Cone & Shear4. Shear , 5. Columnar (Split) 0 Krazan & Associates, Inc. 2x-14 State Hwy. 305 N.E. Suite 3C, P�-'!�sbo, WA 98370 (360)-598-2126 Project No. 106-08091 Cyl. Code P14433 Pour Date 5/20/2008 Report No. 34280 weather OVERCAST Jurisdiction PORT TOWNSEND Permit No. 06-088 Project LAWERENCE STREET BUILDING Engineer Location PORT TOWNSEND Architect Client NORDLAND CONSTRUCTION Contractor NORDLAND CONSTRUCTION ................................ Field Data Site Mix Supplier COTTON REDI MIX Plant No. HADLOCK Concrete X Mortar Grout Flex Beams Prisms Grouted Ungrouted Other Time Truck # Ticket # % Air 9:02 47 341 --- Conc. Air Temp. Temp. Unit Slump (17 (F) Wt. 5.5 64 53 --- Footings Walls Columns Grade Beams Slab/Deck Slab Pilings Other Grids ELEVATOR PIT WALLS. 4.5 YARDS PLACED Remarks REBAR CONFORMS TO PLANS PER DETAIL S4.1(11). WC=0.37 Inspector JIM SHULTS Reviewed ByQ Laboratory Data Cyl. Test Code Date P14433- 05/27/08 P14433- 06/17/08 P14433- 06/17/08 P14433- 06/17/08 P1 4433- P14433 - P1 4433- P14433 - Dia Remarks FR 92464 Results Reviewed By Codes for Break Types: Age Dim. Area 7 4X8 12.56 28 4X8 12.63 28 4X8 12.63 28 4X8 12.63 Design Strength 4000 Length Max. Comp. Load Str. (psi) Set # 51920 4,140 70920 5,620 74090 5,870 82250 5,720 Reported Batch Data Cement Type 1-11 By Design Actual X Mix No. 50AW B Cern. lbs. 608 F. Ash lbs. --- C. agg. lbs. 818 C. agg. lbs. 2 796 C. agg. lbs. 3 --- sand lbs. 1489 Water 27GAL Admixture POLY 37.33OZ Other --- Air Ent. (oz/cwt.) --- Water Added on Job (gals.) 4 Field Test Methods ASTM C143 ASTM C138 ❑, ASTM C1064 ASTM C173 ❑ ASTM C31 Other E= Date Specimens Rec'd. 5/21/2008 Tested Break By Type AC 2 CJA 2 CJA 1 CJA 1 Lab Test Method ASTM C39 ASTM C109 ASTM C617 ❑ ASTM C1231 75 ASTM C1019 Other /\ Compressive Flexural Test Results Conforming Date Reviewed /�p,,,� Non -Conforming � o`�J'^„' 1. ConeH E 2. Cone & Split3. Cone & Shear 4. Shear 5. Columnar (Split) i COMMF'ICIAL BUILDING C ECITTAST l� rae Applicant:Date: BUILDING BUILDING REVIEW l , Completed Application w Completed Checklist Site Address Architectural/Engineering Drawings (3 sets plus 1 for PW if new const) +St-_rs / Plot Plan /Floor Plan Foundation Plan 4&o-Tz�,r-14.w,�.. _ Typical Framing Details Elevations ( /,,;= ��2-c•, NREC Lighting Budget Compliance F' Foe- a-kT , NREC Mechanical Compliance l " , NREC Envelope Compliance WSVIAQ Requirements Contractor's License Verification State 1-800-647-0982 (press 1 & 2) City ext. 1115 To County Health Department To Fire Dept Occupancy Rating Change of Use? Yes ❑ No Bid or Total Floor Area Breakdown I I, o /, 6/T. vz� \\Bcd_permits\forms\BUILDINGCommercial Building Checklist.doc Rev. 12/26/01 Building Permit # BLD d 6 - -4166 PUBLIC WORKS DEPARTMENT Street and Utility Development Permit/ Minor Improvement Sb) -f D 6 - o 36 Routed to Public Works with plans Technical Conference Temp Erosion/Sediment Control Grading/Drainage PLANNING REVIEW C � t'p/zoning District 51:�7 Tier ESA Questionnaire — Rout ed to Planning Special Conditions: ESA? Floodplain Area? SEPA? Shorelines? HPC? D PUD? P ,�5e �, o Foe. FJm-- J Subdivision? Conditional Use/Variance/LLA? Variance? C -II Design Standards? Restrictive Covenant 04- Sign Permit ev Parking — Oc/1{rr pL t A /, 6 Landscaping Page 1 of 1 CITY OF PORT TOWNSEND COMMERCIAL BUILDING PERMIT APPLICATION NEW CONSTRUCTION, REMODELS, ADDITIONS, & ALTERATIONS Property Owner's Name(s) Johanna Rienstra Conditioned Space Sg4t: 12,577 ,� Mailing Address - 420 Hudson St, Port Townsend, WA 98368 Phone — 360- 774-1424 Permit No. Addition/Expansion Property Street Address 1215 Lawrence St, Port Townsend, WA Parcel # 989713303 Zoning District C -III H.C.D, Construction Type: V-A Occupancy Rating: B & R-2 Legal Description: Addition see legal des. Block 133 Lot(s) 2 & 4 General Contractor's Name- HammerWorks, Inc. Grading/Excavation Mailing Address: 654,5t' Ave S., STE 300 Edmonds, WA 98020 Phone: 425- 673-5008 State License Number: City Sewer Septic Exp. Date: April '07 City Business License Number: BL006759 Exp. Date: 2007 Authorized Representative/Contact Person: Colin Winters Phone: 425-673-5008 Estimated Value of construction $ 1,194,815.OQ Financed By Ii G�pr,V,A6 4L-x�4,q LL , Date Work is to Begin: approx. July 2006 Date Work is to be Completed: approx. June 2007 Please check all that applies for the type of building permit you are requesting: X New Commercial Conditioned Space Sg4t: 12,577 ,� Restrooms Sq. Ft: 662 Addition/Expansion X New Multi -family - # of units: 5 units Mezzanine Sq. Ft: Entry/Lobby Sq. Ft: 351 I Change of Use Repair/Remodel/Ten ant Improvement 2,897 3`d —2,898 4th -2,169 Grading/Excavation Other (please describe): City Sewer Septic 3/4" Water (rd¢.rv" 1 1/2 " Water Meter 1 "" Water Meter 2" Water Meter Side Sewer Contractor:�.�(% / Floor Area The proposed structure is #o;be-ase f�or`Residential units, Office/Retail space Conditioned Space Sg4t: 12,577 ,� Restrooms Sq. Ft: 662 Basement Sq. Ft: 1,835,,_ Storage Sq. Ft: Mezzanine Sq. Ft: Entry/Lobby Sq. Ft: 351 I Other (please describe): 15t — 2,790 2"d- Decks Sq. Ft: 822 2,897 3`d —2,898 4th -2,169 PA05076 J & J Perkins Building\Applications\completed\05076Application-Commercial Building.doc Property Site Area/Coverage Information Total area of the property in square feet: 8,249 SF Total area covered by structures in square feet (existing & proposed; use fdn. bldg. line for dimension): 3,480 SF Percentage of lot coverage: 42% Impervious Surfaces. Please provide the square footage of the roof area of the proposed and existing structures, and the square footage of the total area covered by porches, walkways, patios and driveways, parking, etc. Proposed Building Roofprint Sq. Ft: 3,132 Existing Building Roofprint Sq. Ft: 1,629 Proposed Garage Roofprint Sq. Ft: Existing Garage Roofprint Sq. Ft: Proposed Porch/Walkway Sq. Ft: 407 Existing Porch/Walkway Sq. Ft: 764 Proposed Parking/Driveways Sq. Ft: 1,879 Other (describe):deck -134 dumpster/propane - 126 Existing Parking/Driveways Sq. Ft: Other (describe): Total Proposed Impervious Sq. Ft: 4,397 Total Existing Impervious Sq. Ft: 2,393 % New: 53 Please check the plans that you are submitting with this application: X Site Plan X Framing/Roof Framing Plan X Parking Plan X Building & Wall Sections X Landscaping Plan X Elevations X Drainage/Erosion Control X Plumbing X Foundation Plan (attach list). Mechanical X Floor Plan on- NREC Compliance: Electric Non- electric elec tric Special Conditions - Please check YES or NO as applicable YES NO X 1. Is the property within 200 feet of a fresh or salt water shoreline? 2. Is the property within the Port Townsend Historical District? X 3. Is the property located within or adjacent to an environmentally sensitive area? X 4. Will this proposal involve any sewer, water or other utility extensions that will or could serve X vacant properties other than the project site? If yes, please identify the utility extensions and sites (attach list). 5. Have any special conditions been placed on this property, or has the property been subject to X any conditions on any prior action of the City (If yes, attach copies of appropriate documents): Subdivision/Short Plat/Boundary Line Adjustment? X SEPA (environmental review)? Variance? X Conditional Use Permit? X Street Vacation? X PA05076 J & J Perkins Building\Applications\completed\05076Application-Commercial Building.doc Planned Unit Development? X Restrictive Covenant? X Easement? X 6. Are any properties within 800 feet of the site owned or controlled by the applicant, any relative or X business associate, or any partnership, corporation, or other entity affiliated with the applicant? (If yes, attach list) 7. Have any of the properties listed in item #6 been developed within the last two years? (if yes, X attach list) 8. Have you previously discussed this project with a City staff member? If yes, who and X when? Jan Hopfenbeck — past two months. Applicant Certification The applicant hereby certifies to have knowledge of those sections of the Uniform Building Code and the Port Townsend Municipal Code pertinent to the above project and that the applicant is responsible for constructing in conformance with these codes; the applicant understands that the permit, if issued, expires in six months unless work is started; that the permit, after construction has started, will expire after one year if an inspection is not made to show significant progress on the structure; the applicant agrees to abide by the ordinances, codes, regulations, restrictive covenants, deed or plat restrictions, and water and sewer plans attached hereto; the applicant certifies that all information given above and on accompanying plans is complete and accurate to the best of his/her knowledge; and the applicant understands that this information will be relied upon in granting permits and that if such information is later found to be inaccurate any permits may be withdrawn. The undersigned hereby saves and holds the City of Port Townsend harmless from any and all causes of action, judgments, claims, or demands, or from any liability of any nature arising from any non-compliance with any restrictive covenants, plat restrictions, deed restrictions, or other restrictions which may have been established by parties other than the City of Port Townsend. Complete Application Port Townsend Municipal Code, Section 16.04.140, Vested Rights - Substantially Complete Building Permit Application: Application for all land use and development permits required under ordinances of the city shall be considered under the zoning and other land use control ordinances in effect on the date a fully complete building permit application, meeting the requirements identified in this section, is filed with the Building and Community Development Department. Until a complete building permit application is filed, all applications for land use and development permits shall be reviewed subject to any zoning or other land use control ordinances which become effective prior to the date of issuance of a final decision by the city on the application. An application for a building permit shall be considered complete when an application meeting all of the requirements of Section 106.3 of the Uniform Building Code, 1997 Edition, is submitted which is consistent with all then applicable ordinances and laws. In addition, to be considered complete, such an application must be accompanied by complete applications for any subsidiary land use or development permits needed, such as a complete shoreline management permit application and/or complete applications for other discretionary permits required under the ordinances of Port Townsend. An application for a partial permit under Section 106.4.1 of the Uniform Building Code, 1997 Edition, shall not be considered complete unless it meets all requirements stated above and contains plans for the complete structural frame of the building and the architectural plans for the structure. -..- Signattke f Property Owner or Authorized Representative Date PA05076 J & J Perkins Building\Applications\completed\05076Application-Commercial Building.doc For Office Use Only Permit No. Building Otcapproval D e * V Plan Review Fee $ Water/Sewer SDC $ Date Date Receipt No. Receipt No. Balance Due $ Date Receipt No. Owner/Representative Signature Date Received PA05076 J & J Perkins Building\Applications\completed\05076Application-Commercial Building.doc City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360) 379-5095 FAX (360) 344-4619 May 17, 2007 Ms. Johanna Perkins P.O. Box 296 Port Townsend, WA 98368 SUBJECT: Application extension — BLD06-088 Dear Johanna, I have your request for an extension of the building permit application BLD06-088. The application was extended once and is now dtie to expire, on the 19"" of this 111ond). As I understand it the initial sale of the project did not close and you are now seeking a new buyer. Due to the circumstances it is appropriate to provide an extension of the time by which action must be taken on the application. Under section 105.3.2 of the International Building Code, as adopted by the City, this type of extension is limited to 90 days. This will place the new expiration date as August 17th. The permit will need to be issued (physically picked up and paid for) by that date. Due to the fact that the 2006 International Codes become effective on July I in the state, I will not be able to provide an additional extension. Please note that once the permit is "issued" the permittee has 180 days to commence work in order to keep the permit valid. If you have any questions or if I can be of further assistance, please let me know. Sincerely, Leonard Y, -bet Development Services Director A NATIONAL MAIN STREET COMMUNITY WASHINGTON'S HISTORIC VICTORIAN SEAPORT rRONkriffluntl 164110 (A) May 14, 2007 Leonard Yarberry Development Services Director City of Port Townsend 250 Madison Street, Suite 3 Port Townsend, WA 98368 Dear Leonard, Due to circumstances which have prevented sale of Unit B of the Lippincott House, LLC property, I wish to formally request a 90 day extension of the building permit application LD06-088 which was issued on August 22, 2006. The extension is necessary to have time to locate another buyer and give them time to line up financing, etc. Sincerely, Johanna Perkins City of Port Townsend. Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360) 379-5095 FAX (360) 344-4619 January 26, 2007 Malcom S. Harris Harris, Mercile & Wakayama 999 Third Ave., Suite 3210 Seattle, WA 98104 SUBJECT. Application extension — BLD06-088 Dear Mr. Harris: I received your fax; send on behalf of Ms. Perkins, requesting an extension of the building permit application BLD06-088. The application was approved for issuance on August 22, 2006. The expiration date for this approval is Feb. 18th. Due to the time required by financing and the impending sale it seems appropriate to provide an extension of the time by which action must be taken on the application. Under section 105.3.2 of the International Building Code, as adopted by the City, this type of extension is limit to 90 days, This will place the new expiration date as May 19th. The permit will need to be issued ('physically picked up and paid for) by May It)" or an additional extension of time will need to be requested prior to then. Please note that once the permit is "issued" the permittee has 180 days to commence work in order to keep the permit valid. If you have any questions or if I can be of further assistance, please let me know. a Leonard Development Servic Director cc: Johanna Perkins A NATIONAL MAIN STREET COMMUNITY WASHINGTON'S HISTORIC VICTORIAN SEAPORT Jan 25 07 03:15p MALCOLM S. HARRIS &mail: rnharris@hmwlaw,com Harris,Mericle&Wakayama (206)624-8560 HARRis, MEFICLE & WAKAYAMA A Ph Pei%�,wa,wal Limited Liability Conryany ATTORNEYS AT LAW "SIA Mfuill —14J-E�C) 494 THIRD AVENUE, SUITE 3210 SEATTLE, WASHINGTON 98104 FAX (206) 674-8560 (206) 621-1818 January 25, 2007 Mr. Leonard Yarberry City of Port Townsend Development Services Department 250 Madison Street, Suite 3 Port Townsend, WA 98368 Re: File No BLD06-088 Dear Mr. Yarberry: Port Townsend Office 213 TAYLOR STRU- —' PORT T®WMEEN®,WASt§NC,"T '98 FAX (WD 379-9378 (36U) 3799377 On behalf of my clients, Ms. Johanna Perkins and Lippincott House, LLC, we hereby formally request a 180 - day extension of building permit File No BLD06-088, which is presently vested under the regulations in effect when it was granted on August 22,1006. The extension is necessary to finalize financing for the project and to consider a proposed purchase offer. Yours very truly, HARRIS, MERICLE & WAKAYAMA /-1111��"alcolni S. Harris cc; Johanna Perkins p.2 I� TAYLOR- GREGORY- BUTURRELD r�,rrcARCHITECTS TRANSMITTAL Date: July 30, 2006 Sent To: Jan Hopfenbeck Fax: Phone: 360-379-5086 City of Port Townsend 250 Madison St — Suite 3 Port Townsend, WA 98368 40 C/o / Alex Angud Fax: Phone: From: Sam Evich Project: JJP Building, 1215 Lawrence St Project #: 05076 Sent by: ❑ Mail ❑ UPS ❑ Hand ❑ Courier ❑ Other Copies Date Pages Description 3 7/18/06 2 24x36 Civil — C3.1 and C5.1 revised per city comments 3 ..... 1 Revise .............-..._.__....__.... d Structural sheet S4.2 .. 2 __.... _ _ ................. 1 �.. _ re geotech r CG Englneerin ��letter � - 9 sport These are transmitted as checked below: ® For your approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit Copies for distribution ❑ As you requested ❑ Return for corrections ❑ Return �� Corrected prints ❑ For review and comment ❑ For your records ❑ Other NOTES 554 5th Ave South, Suite 300, Edmonds, WA 98020 r Phone 425.778.1530 • Fax 425.774,7803 • www.TGBArchitects.com Incorporated in the State of Washington Page 1 05076Tr,a i milt d_...city7..1 -06, dc.y :r C ENGINEERING To: City of Port Townsend From: Melissa Doonan cc: Date: July 18, 2006 Re: J & J Perkins Building Geotechnical Report Our office has read the geotechnical report by Krazan & Associates dated June 21, 2006. The allowable bearing pressures are greater than the bearing pressures we assumed, therefore the isolated footing design is acceptable as is. The seismic loading for retaining walls is greater than what our office assumed, therefore the retaining wall schedule has been revised. See detail 1 on ,sheet S4.2 "Retaining Wall Revisions" dated July 18, 2006. EXPIIIE �P'� 250 4h Avenue South, Suite 200, Edmonds, WA 98020 Office: 425/778-8500 — Fax: 425/778-5536 ENGINEERING To: City of Port Townsend From: Melissa Doonan cc: Date: July 18, 2006 Re: J & J Perkins Building Geotechnical Report � J1 M- 1 -1 rel Our office has read the geotechnical report by Krazan & Associates dated June 21, 2006. The allowable bearing pressures are greater than the bearing pressures we assumed, therefore the isolated footing design is acceptable as is. The seismic loading for retaining walls is greater than what our office assumed, therefore the retaining wall schedule has been revised. See detail 1 on sheet S4.2 "Retaining Wall Revisions" dated July 18, 2006. EXPIkES ?�� " u 2504 'h Avenue South, Suite 200, Edmonds, WA 98020 Office: 425/778-8500 — Fax: 425/778-5536 ♦I TAYLOR• GREGORY•BUTTERFIELD 1 AFI C H I T E C T S TRANSMITTAL Date: June 30, 2006 Sent To: Jan Hopfenbeck Fax: Phone: City of Port Townsend 250 Madison St — Suite 3 Port Townsend, WA 98368 cc: Fax: Phone: From: Sam Evich Project: JJP Building, 1215 Lawrence St Sent by: ❑ Mail ❑ UPS ® Hand 360-379-5086 Project #: 05076 ❑ Courier ❑ Other These are transmitted as checked below: ® For your approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit Copies for distribution ❑ As you requested ❑ Return for corrections ❑ Return Corrected prints ❑ For review and comment ❑ For your records ❑ Other NOTES 654 5th Ave Southr Suite 300, Edmonds, 'WA' 8020 a Phone 425.778.1530 a Fax 425.774.7803 a www.TGBArchitects.com Incorporated 6n the State of Washington Page 1 Transrniffal.doc ENGINEERING June 15, 2006 Ann Hall/Jan Hopfenbeck Plans Examiners City of Port Townsend 250 Madison St — Ste 3 Port Townsend, Washington 98368 Project Name: J & J Perkins Building Project Address: 1215 Lawrence St Dear Ann Hall & Jan Hopfenbeck, Itemized below are the responses to they structural review comments contained in the June 2, 2006 review for the above referenced project. Where additional calculations are required, they have been included with this letter. Structural . Sheet S3.1 Holdown schedule note 1 and Joists Schedule note 1 Clarify use of Simpson Strong Tie C-2004 catalog use. Notes have been revised to indicate latest edition. 3. Clarify difference in shear wall indicated on line D of talcs page 2-002 and Sheet S2.6 lines D1 and D2. Structural drawings and calculations sheets have been revised to match. o. Indicate type of shear wall required at line B 1 on sheet S2.3. Shear wall callout has been added. �5. Clarify shear wall line L in talcs, page 2-005 which is shown as 6', however shown as 4' on line L5 & L6 on Sheet S2.3. Shear wall markings on S2.3 and page 2-005 have been revised to match. f. Clarify difference in shear wall design shown in talcs, page 2-006 and line L5 & L6 on Sheet S2.2, line L5 & L6; talcs do not reflect doors. Calculations have been revised to reflect doors. J&J Perkins Buildingl , — ,, Lawrence St CG Engineering Project #06068.10 June 15, 2006 Page 2 f,. Indicate type of shear wall required shown on calcs, page 2-006, line B. Construction Plans reference shear wall on Sheet A2.01, but are not noted on the structural plans. Sheet S2.3 has been revised. If you have any questions or comments regarding the responses to this review please do not hesitate to call. Sincerely, CG Engineering C. Chevy Chase, PE, E Principal TAYLOR- GREGORY•BUTTERFIEW �our° ARCH I T E C T S 0101 June 30, 2006 Jan Hopfenbeck City of Port Townsend 250 Madison Street — Suite 3 Port Townsend, WA 98368 Subject: Response to City Review Letter dated June 2, 2006 (received 6/8/06) re: J& J Perkins Building, 1215 Lawrence St. Dear Jan, The following items are in response to your letter noted above. See the attached drawings dated June 30, 2006 for revisions: x111. Sheet R0.O0 has been revised by deleting the term "Retail' from the description. r . Sheet IR0.O0 has been revised by changing R-3 to R-2 in the Basic Allowable Area notes. 3. See sheet R0.10 A barrier at 1$' floor landing within the stairway enclosure is not necessary due to the fact that the lowest level of exit discharge is on the basement level. See sheet R0.10 for updates to the exiting and occupancy concept on the first and basement floors. \4. Sheet A1.10 — The "Van Accessible" sign has been revised to be 60" inches minimum above the floor of the parking space measured to the bottom of the sign per Sec. 502.7, ICC -ANSI Al 17.1, 2003 ed. �. Sheet A6.01: Windows 006, 221, 321, 301, 322, 405, 406, (305 & 306 on Sheet A2.41 have been clarified with a note, as they are the same long windows from the floor below) and 410 will be safety glass due to proximity to doors or location within tub enclosure. N14. Sheets A2.02, A2.12, A2.22, A2.32, and A2.42 — have been revised to read "2003 International Building Code." "7.Sheets A2.02, A2.12, A2.22, A2.32, and A2.42 have been updated to show compliance with "Daylight Zone Controls" as required per Section 1513.3 of the Washington State Energy Code. . Sheet A6.01 — Windows 203, 208, 303, 308, 403, 404, 406, and 417 meet the dimension requirements for egress windows. ". Sheet A6.01 — Note 13 has been changed to the current section in the IBC. `1^. Sheet A7.0O — The fire extinguisher cabinet, paper towel dispenser/waste receptacle, paper towel dispenser, soap dispenser and toilet seat cover dispenser have been revised to show the 40" maximum height above the floor or ground to any rack, operating controls, receptacle or dispenser per Section 1101.2.5 WA State amendment to the 2003 IBC. 1. Sheet A8.0 — Compliance with the requirements that characters or braille shall not be located in the 6" minimum pictogram field is shown with an added dimension. 654 5th Ave South, Suite 300, Edmonds, WA 98020 w Phone 425.778.1530 o Fax 425.774.7803 9 www.TGBArchitects.com Incorporated in the State of Washington 12. Sheet S3.1 — See Structural attachment. 13. Line D of calcs page 2-002 and Sheet S2.6 lines D1 and D2 — See Structural attachment. 14. Line 131 on Sheet S2.3 — See Structural attachment. 15. Line L in calcs, page 2-005 / Line L5 & L6 on Sheet S2.3 — See Structural attachment. 16. Calcs, page 2-006 line L5 & L6 and Sheet S2.2, line L5 & L6 — See Structural attachment. 17. Calcs, page 2-006, line B / Sheet A2.01 — See Structural attachment. S. Sheet A2.51- The skylights in the stairway have been eliminated and the attic access has been eliminated y ear in height ` , The hoistwa ventingand elevator are a d °,.,, as it not required in spaces smaller than 30" clear ii.ula�tt'I Soils analysis per Krazan & Associates, Inc. is attached in the report dated June 21, 2006. � 12r1. Location of drinking fountain is shown on Sheet A2.11 TM plit-front toilet seats in accordance with UPC Section 409.2 are indicated on Sheet A7A0 oof access in not required per IBC Section 1009.12, where the slope of the roof is more than 4:12, ry Stair signage in accordance with IBC Section 1019.1.7 is shown on detail 2, Sheet A8.00 . Signage for interior rooms and spaces in accordance with IBC Section E107 is shown on detail 3, Sheet A8.01. Let me know if these items satisfy your request. Please contact me if you have any further questions. Sincerely, Sam Evich Project Manager, Taylor Gregory Butterfield Architects VORT City of Port Townsend Development Services Department' 250 Madison Street — Suite 3 Port Townsend, WA 98368` (360) 379-5095 FAX (360) 344-4619 June 2, 2006 Taylor -Gregory -Butterfield Architects 654 5"' Ave. S. Suite 300 Edmonds, WA 98020 ATTN: Sam Evich Dear Sam: The City of Port Townsend Development Services Department is currently reviewing the construction plans for the Johanna Rienstra project to be located on Lawrence and Fillmore Streets in Port Townsend, Washington. The following list reflects items that need to be addressed in order for us to complete the plan review portion of the building permit. "Sheet R0.00 — Delete "Retail" from the Project Description. Sheet R0.00 — Change "R-3" to "R-2" in Basic Allowable Area notes. �3 Sheet R0.10 — Show barrier at stairway enclosure to prevent occupants on V floor from exiting into the basement per IBC Section 1019.1.6. ...... Sheet A1.10 — Indicate the "Van Accessible" sign to be 60" inches minimum above the floor of the parking space measured to the bottom of the sign per Sec. 502.7, ICC -ANSI A117.1, 2003 ed. Sheet A6.01: indicate windows 006, 221, 321, 301, 322, 405, 406, (change 305 & 306 on Sheet A2.41 to 405 & 406) and 410 will be safety glass due to proximity to doors or location within tub enclosure. . Sheets A2.02, A2.12, A2.22, A2.32, and A2.42 — Change 1997 Uniform Building Code from No. 4 of General Notes to read 2003 International Building Code. "Deferred NOTE: Although compliance with NREC lighting power allowance is a Submittal", Sheets A2.02, A2.12, A2.22, A2.32, and A2.42 should show compliance with "Daylight Zone Controls" as required per Section 1513.3 of the Washington ,State "I)8. Energy Code. I)8 Sheet A6.01 — Indicate windows 203, 208, 303, 308, 403, 404, 406, and 417 will meet the dimension requirements for egress windows. �'°9. Sheet A6.01— Change note 13 from "UBC" to IBC with current code section. '1tD. Sheet A7.00 — Show .fire extinguisher cabinet, paper towel dispenser/waste receptacle, paper towel dispenser, soap dispenser and toilet seat cover dispenser to comply with 40" maximum height above the floor or ground to any rack, operating controls, receptacle or dispenser per Section 1101.2.5 WA State amendment to the 2003 IBC. 0 NOTE: Sheet A8.0 — Restroom Signage — Indicate clearly compliance with the requirements that characters or braille shall not be located in the 6" minimum pictogram field per Section 703.5.2 ICC A117.1, 2003 edition. Sheet S3.1 — Holddown Schedule note No. 1 & Joists Schedule note No. 1 — Clarify use of Simpson Strong -Tie C-2004 catalog -use. Clarify difference in shear wall indicated on line D of calcs page 2-002 and Sheet 52.6 lines D1 and D2. Indicate type of shear wall required at line B1 on Sheet S2.3. Clarify shear wall line L in calcs, page 2-005, which is shown as 6', however shown as 4' on line L5 & L6 on Sheet S2.3. Clarify difference of shear wall design shown in calcs, page 2-006 line L5 & L6 and Sheet S2.2, line L5 & L6; calcs do not reflect doors. Indicate type of shear wall required shown on calcs, page 2-006, line B. Construction plans reference shear wall on Sheet A2.01, but are not noted on the structural plans. Please clarify placement of the skylight and attic access openings located in the stairway enclosure roof of the fourth floor. IBC Sections 1019 & 707 appear to prohibit these openings. wcompliance with IBC Section 3004 for hoistway venting or list as a deferred Indicate subrriu.�ti Submit soils analysis per our previous discussions to allow use of the Fire Hall geotech report for gfoundation design or alternatively, provide geotechnical report for the subject site. V- 11'U,,dN ' ,,"!, 3� I Indicate location of drinking fountain in accordance with Uniform Plumbing Code (UPC) Section 2903.4 Washington State Amendment. Indicate split -front toilet seats in accordance with UPC Section 409.2. Indicate a roof hatch in accordance with IBC Section 1009.12._ Indicate stair signage in accordance with IBC Section 1019.1.7. Indicate signage for interior rooms and spaces in accordance with IBC Section E107. Once these items have been addressed, we can complete the plan review portion building permit, notwithstanding, other items required concerning SEPA addendum, 'e Works Department, Historic Preservation Committee, etc. of the Public { If you have questions, please contact me at 360-379-5087 or Jan Hopfenbeckat 360-379-5086. y� b Sincerely, Alin Hall/'Ja Hopfenbeck Plans Examiners C. Correspondence file, BLD06-088 Johanna Reinstra, Owner ,. City of Port Townsend Fire Department Office of the Consulting Fire Code Official 1256 Lawrence Street, Port Townsend, WA 98368 (360) 344-4607 Email: tattiFax: (360) 344-4604 PLAN REVIEW MEMORANDUM TO: Jan Hopfenbeck, Plans Examiner, DSD FR: Tom Aumock, Asst. Fire Chief DT: 19 July 2006 RE: BLD06-088: J & J Perkins Bldg., Reinstra, 1215 Lawrence Street This department is in receipt of the set of plans for the above -referenced proposal from your office. The above -referenced proposal was reviewed with the International Fire Code [I.F.C.], 2003 Edition. The following constitutes this department's findings and determinations based upon the plans of record submitted. It is understood that fire alarm system, automatic sprinkler system, and elevator detail plans and specifications are deferred submittals. F"indin s & Determinations:. 1. The proposal was reviewed as a 4 -story with basement, Group B basement and I" floor, Group R-2 floors 3 and 4, mixed occupancy with an approximate total of 12,577 square feet of fire area with Type V-A construction classification; and, 2. Addressing for the proposal shall be consistent with the Municipal Code for size, and be in a position as to be plainly visible and legible from the street or road fronting the property. Said numbers shall contrast with their background [I.F.C. Section 505]; and, a. Tennant identification shall be consistent with Section 408.11.2, which requires that each tenant space that is provided with a secondary exit to the exterior or exit corridor shall be provided with tenant identification by business name and/or address. Letters and numbers shall be posted on the corridor side of the door, be plainly legible and shall contrast with the background. 3. Key box access to or within the subject structure for emergency services delivery is required to be installed at the main entry and shall be an approved SUPRA Model (with tamper switch wired to building security if installed), to contain key(s) to gain necessary access to the structure in its entirety, under [I.F.C. 506]; and, 4. Road access provided via Lawrence and Fillmore Sts. for this proposal is found to be consistent with Section 503 and Appendix D fire apparatus access road design standards; and, 5. Access to building openings is designed consistent with the I.F.C. Section 504 which requires an approved access walkway leading from fire apparatus access road(s) to exterior openings that are required by the Fire Code or Building Code; and, 6. The proposal is subject to I.F.0 Section 504.3 stairway access to the roof requirement, and may be eligible for the access method exception of I.F.C. Section 1009.12.1 for roof hatch. 7. An NFPA 13 automatic fire suppression system (sprinklers) is required under I.F.C. Section 903, a. The automatic fire sprinkler system shall be designed, installed, and certified by a licensed technician (W.A.C. 212-80) or registered professional engineer using the design provisions of NFPA 13 and related sections; and, b. A complete set of as -built drawings of the system shall be filed for record with this office, and on-site in a formal plans box adjacent to the F.A.C.P., submitted on a 24 x 36 inch maximum format, and a system plans electronic file shall be submitted to this office if available; and, c. Specific reference to the fire department connection [F.D.C.] location and specifications shall submitted to this office in the sprinkler system permit deferred submittal, and prior to installation, as the plan call at A1.00 is not approved at this time; and, d. Elevator sprinkler protection and valves shall comply with W.A.C. 296-96; and, e. Stairway intermediate landings will require sprinkler protection, as approved by the Fire Code Official; and, f. The backflow prevention device shall be approved for installation by the City of Port Townsend Department of Public Works, Water Division, prior to installation; and, g. The automatic sprinkler system shall be inter -tied with the automatic fire alarm system; and, h. A sprinkler bell is required, or electronic equivalent, and may be combined with the exterior fire alarm notification device. 8. The facility is subject to the standpipe systems requirements of I.F.C. Section 905, and installed to NFPA 14 standards, and may be combined with the automatic fire sprinkler system; and, 9. An NFPA 72 automatic fire detection alarm system is required for this occupancy under IFC Section 907.3.1.7 of said Code, and; a. The fire alarm system shall be designed, installed, and certified by a licensed alarm technician under the provisions of National Fire Code 72 and related sections; and, b. Detailed system design plans and equipment specifications shall include layout, zones, and annunciation location review; and, d. Elevator sprinkler protection and valves shall comply with W.A.C. 296-96; and, e. Common areas [laundry, restroom, etc.] shall be provided audio-visual signaling devices consistent with I.F.C. Section 907.10; and, L The system shall be monitored by a remote agency; and, g. A complete set of as -built drawings of the system shall be filed for record with this department, and on-site in a formal plans box adjacent to the FACP, submitted on a 24 x 36 inch maximum format, and system design cd shall be provided this office, if available; and, h. The system shall be monitored by a separate remote agency; and, 10. Fire extinguisher sizing and placement shall meet or exceed IFC Section 906 and NFPA Standard 10; and, 11. Fire flow and fire hydrant review for this proposal is derived from the requirements of the City of Port Townsend Engineering Design Standards, Section 903.2 and Appendix B and C of the I. F. C., and applying the maximum spacing rules for mixed use, multi -family, and commercial areas as defined by this project [see attached concentric fire hydrant spacing map]. Fire Hydrant requirements include Code stipulated proximity [distance from project], flow, duration, number, and emergency services routing: a. The base fire flow requirement for this proposal is 2,000 gallons per minute sustainable for two [2] hours, from a minimum of two fire hydrants based upon the total fire area square footage and construction type noted in item 1. above; and, b. The proposal is eligible for a reduction in the required fire flow of up to 50 percent, as approved, when the building is provided with an approved automatic sprinkler system, but not less than 1,500 gallons per minute, as allowed by I.F.C. Section B105.2; and, c. Existing eligible fire hydrants in the vicinity of the proposed project are: 1] H44 at Polk and Lawrence Streets [1156 gpm @ 20 psi — 1983 test report] is greater than 250 feet from the subject site; and, 2] H45 at Lawrence and Harrison Streets [2970 gpm @ 20 psi -1983 test report] is greater than 210 feet from the subject site; and, 31 H39 at Fillmore and Clay Streets [1336 gpm @ 20 psi -1983 test report] is greater than 150 feet from the subject site, but is deemed not to be the primary fire hydrant for this proposal as the travel route increases the response time from the fire station; and, Thus, the existing hydrants do not meet the proximity requirement of the City's Engineering Design Standard [Chapter 2 "Water", Section 1, which requires an existing fire hydrant within 150 feet of a project site and must be on an efficient emergency services route]. This results in the requirement of a new fire hydrant installation at Lawrence and Fillmore Streets to meet the Code fire hydrant proximity requirement; and, d. Based upon the existing flows and location of hydrants adjacent to this proposal, it is the determination of this office that existing and required fire hydrants will provide the Code required fire flow; and, 12. The proposed elevator is subject to WAC 296-96; and, 13. During demolition and/or construction, the proposal is subject to general precautions against fire provisions of Chapter 3 of the I.F.C. and related sections. Any other applicable or relevant sections of said Code not covered herein shall nonetheless apply to this proposal. 3.0 hours time was logged in the review of this proposal. It is the administrative determination of this department that the proposal be approved subject to the aforesaid requirements of the Municipal Code, International Fire Code, and the N.F.P.A. , 4;pRT 0 City of Port Townsend Development Services Department . t 250 Madison Street Suite 3 Port Townsend WA 98368 WA (360) 379-5095 FAX (360) 344-4619 :EP'EII ED SUBMITTAL Request to defer portions of the design drawings per IBC Section 106.3.4.2. Deferral of any submittal items shall have the prior approval of the building official. The registered design professional in charge (responsible architect or engineer) shall list the deferred submittals on the cover page of the construction documents. Building Permit #__JZ, °"' Applicant: J & J Perkins Building, LLC Site Address: 1215 Lawrence St., Port Townsend, WA The purpose of this form is to assist the applicant in meeting the requirements for a complete application. One of the elements of a complete application is a complete set of design drawings for the project. When portions of the plans are missing, arrangements must be made to coordinate the receipt of the late drawings and related documents. Documents and/or plans for the deferred elements shall first be submitted to the architect or engineer of record who shall review them, and then forward them to the building official with a notation indicating that the deferred documents and/or plans have been reviewed and have been found to be in general conformance with the design of the building. The deferred items shall not lie installed until the Architect, Engineer, or Designee of Record: Name: Signature: Y [ X] Fire Suppression Plans [ X] Fire Alarm Plans' [ ] Parking [ ] Landscaping [X] Final Historic Design Review approval [ X] Tenant Improvement . Please check the specific items: [ X] Plumbing Plans' [ X] Mechanical Plans [ X] Lighting' [ ] Final Commercial Design Review Approval [ ] Public Works/Infrastructure2 [ X] Other (Signage, Elevator, Side Sewer, Water Meter, R.O.W., Bldg. Envelope Engineer) 'Additional plan review required. 2Preliminary plan approval required prior to building permit issuance. Using this process may require an additional plan review fee for each deferred item. All deferred items shall be listed on this form before the building permit will be issued. Department Approval: Date: City of Port To uase�t cl Develops it Services Department, Waterman & Katz Building 181 Quincy Street, Suite 301A, Port Townsend WA 98368 Hours: M -F, 8:00 am to 5:00 pm. Phone 360-379-3208. Fax 360-385-7675 www.ci.port-townsend.wa.us PA05076 J & J Perkins Building\Applications\completed\05076Defeired Submittal Form.doc 5/16/06 20041N 'hinaton State Nonresidential Fnerav Code Cc'lance Form 2004 Washington ate Nonrestdomfi tl Energy Code Compliance Forms Revised May 2005 Project Info Project Address PERKINS BUILDING Date 5/8/2006 1215 LAWRENCE ST For Building Department Use PORT TOWNSEND, 4A1 Applicant Name: ANDY L,ONG=No Applicant Address: 19015 36TH AVE. W. SUITE A Applicant Phone: 425-774-3829 Project Description New Building ❑ Addition ❑ Alteration ❑ Change of Use ❑ Prescriptive E] Component Performance E] Systems Analysis COlriphariCe Option (See Decision Flowchart (over) for qualifications) Space Heat Type Q Electric resistance * All other (see over for definitions) If project qualifies for Concrete/Masonry Option, list walls with HC >_ 9.0 Btu/ft2-1F below (other walls must meet Opaque Wall requirements). Use descriptions and values from Table 10-9 in the Code. Total Glazing Area Electronic version: these values are automatically taken from ENV -UA -1„ Glazing Area Calculation (rough opening) Gross Exterior Note: Below grade walls may be included in the (vertical & overhd) divided by Wall Area times 100 equals % Glazing 584.0 — 3607.0 X 100 = 16.2% Gross Exterior Wall Area if they are insulated to the level required for opaque walls. 19.0 Q yes Check here if using this option and if project meets all requirements for the Concrete/Masonry Concrete/Masonry Option no Option. See Decision Flowchart (over) for qualifications. Enter requirements for each qualifying NA assembly below. Envelope Requirements (enter values as applicable) Fully heated/cooled space If project qualifies for Concrete/Masonry Option, list walls with HC >_ 9.0 Btu/ft2-1F below (other walls must meet Opaque Wall requirements). Use descriptions and values from Table 10-9 in the Code. Wall Description 1.11 -factor (including insulation R -value & position) Minimum Insulation R -values Roofs Over Attic NA All Other Roofs NA Opaque Walls1 19.0 Below Grade Walls 11.0 Floors Over Unconditioned Space NA Slabs -on -Grade 0 Radiant Floors NA Maximum U -factors Opaque Doors NA Vertical Glazing 0.400 Overhead Glazing NA Maximum SHGC (or SC) Vertical/Overhead Glazing NA Semi -heated space; Minimum Insulation R -values Roofs Over Semi -Heated Spaces2 NA 1. Assemblies w4h metal framing must comply with overall U -factors 2. Refer to Section 1310 for qualifications and requirements Notes: Opaque ConcretalMasonry Wall Requirements Wall Maximum U -factor is 0.15 (R5.7 continuous ins) CMU block walls with insulated cores comply If project qualifies for Concrete/Masonry Option, list walls with HC >_ 9.0 Btu/ft2-1F below (other walls must meet Opaque Wall requirements). Use descriptions and values from Table 10-9 in the Code. Wall Description 1.11 -factor (including insulation R -value & position) Washington State Energy Code: 2003 Edition, Prescriptive Worksheet Zone 1 PERKINS BUILDING 1215 LAWRENCE ST PORT TOWNSEND. WA TAYLOR GREGORY BUTTERFIELD ARCHITECTS 654 5TH AVENUE SOUTH, SUITE 300 EDMONDS, WA 98020 Select One Option Effective 7/1/04 Conditioned Floor Area 1 6659 Glazing Area Area Weighted Feet U -Factor Vertical Glazing 1350.5 0.40 Overhead Glazing 28.0 0.58 Door' 602.7.2 Exception, Area X 3 Glazing Area Total 1378.5 Glazing To Floor Area Ratio 20.7'ra Glazing Area Total/ Conditioned Floor Area 602.7.2 Exception Ratio 602.7.2 Glazing Area Total / Cond R one odr Area, not to exceed 1 % TABLE 6-1 PRESCRIPTIVE REQUIREMENTS" FOR GROUP R OCCUPANCY CLIMATE ZONE 1 See code text for footnote references Copyright 2004 WSUEEP 02-143 Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 5/15/2006 1 of 3 Glazln U -Factor ------------------ Wall" Waller Wall* Slab' Option 7re Dom a Ceilin s Vaulted Above into ext; �`�� on Vertical Overhead" U -Factor Ceilings Grade Below Below Grade 11 Grade Grade I. 1 12% 035 0.58 0.20 R-38 R-30 R15 R-15 R-10 R-30 R-10 H.° 15% 0.40 0.58 0.20 R-38 R-30 I R-21 1 R-21 R-10 R-30 R-10 III. 25% 0.40 0.58 0.20 R-381 R-30 i R-21 / R-15 R -I0 R-30 T R-10 Group R-1 U=0-031 U-0.034 U=0.069 G'=0.029 and R-2 Occupancies Only �'. Unlimited 0.40 0.58 0.20 R-33 R-30 R-21 R-21 R-10 R-30 R-10 Group R-3 and R-4 Occupancies Only ' Unlimited 0.35 1 058 0.20 11-38 R-30 i R-21 ? R-15 R-10 R-30 ! R-10 Group R-1 U-0.031 U=0.034 U=0.060 U=0_029 and R-2 Occupancies Only See code text for footnote references Copyright 2004 WSUEEP 02-143 Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 5/15/2006 1 of 3 Washington State Energy Code: 2003 Edition, Prescriptive Worksheet Zone 1 Effective 7/1/04 Exterior Doors Plan Component Door Percent Width Height Glazing Door Door Sum of Area and UA (do not include exempt door) Area Weighted U = UA/Area Vertical Glazing (Windows, Doors using Exception 602.6 #1) Plan Component Glazing ID Descri tion Ref. U U 0.400 Area Width Height Gt. Peet Inc, Feet Inch 1 1 414 1 1 116 6 1 1 1470, 1 1 350 i Sum of Area and UA Weighted U = UA/Area Glazing Area UA A =UXA 414.0 165.60 0.400 0.400 116.5 46.60 470.0 350.01 188.00 140.00 0.400 1350.5' 540.20 0.40 Copyright 2004 WSUEEP 02-143 Copied by permission from Washington State University Extension Energy Program, (see copyright restrictions) 5/15/2006 2 of 3 Washington State Energy Code: 2003 Edition, Prescriptive Worksheet Zone 1 Effective 7/1/04 Overhead Glazing Plan Component Glazing Width Height Qt Feet Inch Feet Inch Section 602.7.2 Exception Plan Component ID Description Sum of Area and UA Area Weighted U = UA/Area Width Height M Feet Inch Feet Inch Sum of Area and Area X3 Copyright 2004 WSUEEP 02-143 Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) Area UA A =UXA 12.0 7.0 16.0 9.3 28.0 16.2 0:58 Area Area 5/15/2006 3 of 3 2004'UU ` hinoton State Nonresidential Enerov Code Co'lance Form Washington State Nonresidential Energy Code Compliance Forms Revised May 2005 Decision Flowchart Use this flowchart to determine if project qualifies for the optional Prescriptive Option. for Prescriptive Option If not, either the Component Performance or Systems Analysis Options must be used. 1302 Space Heat Type: For the purpose of determining building envelope requirements, the following two categories comprise all space heating types: Other. All other space heating systems including gas, solid fuel, oil, and propane space heating systems and those systems listed in the exception to electric resistance. (continued at right) All Insulation Installed? Below Grd Wall (ext) R-10 Below Grd Wall (oth) R-19 Roof Over Attic R-30 All Other Roof R-21 Raised Floor R-19 Slab -On -Grade R-10 Radiant Floor R-10 Opaque Door U-0.60 Mass Wall Criteria OK? (below) Yes _-: rMass Wall Insulation Req. Mass Wall U0.15/R5.7ci elements as the primary heating system including baseboard, radiant, and CMU Block Ins. Cores R-10 Wood Frame R19 terminal electric resistance heating in variable air volume distribution systems. Metal Framed R19 Nn Wall R19 Yes Electric Resistance: Space heating systems which use electric resistance START elements as the primary heating system including baseboard, radiant, and Below Grd Wall (ext) forced air units where the total electric resistance heat capacity exceeds 1,0 R-10 W/ft2 of the gross conditioned floor area. Exception: Heat pumps and R-19 terminal electric resistance heating in variable air volume distribution systems. Electric R-38 Resistance Yes- -+ Heat? rr...._-....-........... All Insulation Installed? T U —No Wall R <MassWallwood, or No--- OK? N .062 mew) Yes Yes Mass Wall Insulation Req. Mass Wall U0.15/R5.7ci CMU Block Ins. Cores Wood Frame R19 Metal Framed U0.062 Glazing Criteria Met? Glazing Wood Metal Below Grd Wall (ext) R-10 R-10 Below Grd Wall (oth) R-19 U-0.062 Roof Over Attic R-38 U-0.031 All Other Roof R-30 U-0.034 Raised Floor R-30 U-0.029 Slab -On -Grade R-10 R-10 Radiant Floor R-10 R-10 Ooaaue Door U-0.60 U-0 an T U —No Wall R <MassWallwood, or No--- OK? N .062 mew) Yes Yes Mass Wall Insulation Req. Mass Wall U0.15/R5.7ci CMU Block Ins. Cores Wood Frame R19 Metal Framed U0.062 Glazing Criteria Met? Glazing Vert OH Area % UVal UVal SHGC 0-30% 0.55 0.70 0.45 30-45% 0.45 0.60 0.40 >45% Not Allowed may be used. "For framed walls, assume Glazing Criteria Met? Glazing Vert OH Area % UVal UVal SHGC 0-30% 0.40 0.60 0.40 >30 Not Allowed No Yes Prescriptive Yes NPo Path Allowed Component Performance or Systems Analysis Required Concrete/Mason Option* Wall Heat Capacity (HC) 'If the area weighted heat capacity (HC) of the total above Assembly Description Assy.Tag HC— Area (sf) HC x Area grade wall is a minimum of 9.0, the Concrete Masonry Option may be used. "For framed walls, assume HC=1.0 unless calculations are provided; for all of horwnlla ilea "Totals Section 1009. Area weighted HC: divide total of (HC x area) by Total Area Q+� ORT � City of Port 'Townsend Development Services Department ,u p ENVIRONMENTALLY SENSITIVE AREAS QUESTIONNAIRE Permit applications are reviewed by our staff to make a preliminary determination of the presence or absence of an Environmentally Sensitive Area on the property, pursuant to Chapter 19.05 of the Port Townsend Municipal Code. To help us make this determination, please supply the following information. General Information: C/o Gi/�,`rC�� yyUc.�s�� GG.� Applicant Name: J & J Perkins Building, �1 (/ Phone: 360-774-1424 Mailing Address: 420 Hudson St., Port Townsend, WA 98368 Property Address (if different): 1215 Lawrence St. Description of Proposal (include site plan): A new 4 story wood frame building with basement. Office/Retail in the basement and first floors. Second, third, and fourth floors are condominiums totaling 5 units. There are 3 on-site parking stalls. The proposed new construction creates _4,397_ sq. ft. of impervious surface. What best management practices are proposed? Appropriate drainage and catch basin design. Adequate landscaping is integrated into the project. Sensitive Area uestions: 1. Is any portion of the property within or near a mapped Environmentally Sensitive Area? (Maps are available at the Building and Community Development Department) YES _X—NO 2. Is there any standing or running water on the surface of the site at any time during the year? Yes X No If YES, please describe: 3. Has any portion of the site been identified as a wetland? YES _X NO If YES, please describe: 4. Is the site characterized as: Forest Meadow _X—Cleared Mixed P:\05076 J & J Perkins Building\Applications\completed\05076Sensitive Areas Questionnaire. doc 5. Is the slope of the property: _X—flat gentle slope steep slope (0%-5%) (5%-15%) (15%-40%) Critical Slope — 40% or greater Flat - 0 - 5% >40% 40% EM 0% The applicant hereby certifies that all of the above statements and the information contained in any other transmittals made herewith are true, and the applicant acknowledges that any action taken by the City of Port Townsend based in whole or in part on this application may be reversed if it develops that any such statement or other information contained herein is false. The applicant understands that the determination of the Director may be appealed by the applicant or by any other party by following the appeal procedure outlined in Chapter 1.14 of the Port Townsend Municipal Code. Any appeal must be filed within seven calendar days from the Notice of a final decision. Signature of Applicant Date FOR DEPARTMENT USE ONLY: Reviewed by: Site visit Required? NO YES Site visit made on: Exempt per PTMC 19.05.040 (B)? NO YES Threshold Determination (presence/absence of ESA, type of ESA): Shorelines Jurisdiction? NO YES P:\05076 J & J Perkins Building\Applications\completed\05076Sensitive Areas Questionnaire.doc "ITY OF PORT TOWNSEND COMMERCIAL BUILDING PERMIT PLANS CHECKLIST Name_J & J Perkins Building, MOM Permit # 8 LD o & Please read the following information before preparing your building permit plans. Construction documents must be of sufficient detail to show clearly the project in its entirety with emphasis on the following: structural integrity, life safety, architectural barriers (accessibility requirements), compliance with all other codes having jurisdiction and description of scope of work (e.g., tenant improvement, remodel, etc.). New Commercial Construction: Four sets of plans (minimum paper size 18" x 24") are required with one copy of the application form. New construction requires a Public Works Street/Utility Development Permit application or Minor Improvement Permit application be submitted with your Building Permit application. Additions remodels Alterations: Three sets of plans (minimum paper size 18" x 24") are required with the application form. Plans Designed by an Architect or Engineer: Construction of a residential building that exceeds four dwelling units and/or a building of any occupancy that exceeds 4000 square feet: plans must be prepared by a Washington State registered architect. Plans with architect and engineer information (name, etc.) must have that architect's or engineer's wet seal [minimum one (1) set of originals] with an original signature in color other than black. List the page number, in the spaces provided below, for each item that you have included on your plans and include this checklist with your permit submittal. A separate Deferred Submittal Request form shall be submitted with the construction drawings for all deferred items. Page # COVER SHEET R0.00 Project identification au R0.00 Project address, legal description, location map, and tax parcel number R0.00 All design professionals identified including addresses and phone numbers R0.00 Name, address, and phone number of person responsible for project coordination; all communication will be directed through this person R0.00 Design criteria: occupancy group (e.g., F-1); construction type (e.g., V -B); seismic zone (132); floor area (IBC allowed vs. proposed); fire sprinkler requirements (if any); height and number of stories; total occupant load; land use zone; parking requirements (required vs. provided); allowed soil bearing pressure; design loads (floor, roof, wind, etc.); material strengths, if applicable; soils report, if applicable; landscaping, if required; flood hazard zone (if applicable) and deferred submittals per IBC Section 106.3.4.2 R0.00 Indicate compliance with the following codes: 2003 International Building Code, 2003 International -S6.1 Mechanical Code, 2003 International Fire Code, 2003 Uniform Plumbing Code and Uniform Plumbing Code Standards, 2003 Washington State Energy Code, 2003 Washington State Ventilation and Indoor Air Quality Code, WAC 51.40 Washington State Barrier Free Facilities & Design (Chapter 11, 2003 IBC), 1993 Water Conservation Standards and all related Washington Administrative Code Changes, with changes and exceptions set forth in Ordinance No. 2867. PA05076 J & J Perkins Building\Npplications\completed\05076Commercial Permit Plans Checklist.DOC Page 1 of 5 Revised 8/31/04 A2.01- plumbing fixtures A2.41 Guardrail heights, handrails, stairways, elevator operation panels, etc. A2.01- Stairways: width, rise, run, handrails, guardrails, landings, barrier free requirements, etc. A2.41, A4.10 A2.01- Area and occupancy separation, all fire rated assemblies, draft stops and fire blocking A2.41, A5.20 A6.00, Door, window and hardware schedules A6.01 PAGE # FLOOR FRAMING AND ROOF FRAMING PLAN S2.1- Identify structural members, grade, material size and method of attachment; roof venting, roof S6.1 drainage and location of roof mounted equipment PAGE # EXTERIOR ELEVATIONS A3.00 Exterior views on front, rear and sides —3.03 A3.00 Decks, steps, handrails, guardrails, landings, balconies, marquees, porches —3.03 A3.00 Final grade —3.03 A3.00 Height of building per IBC Section 502.1 —3.03 PAGE # BUILDING SECTIONS AND WALL SECTIONS A5.00, All materials of construction from footing through roof covering A5.01, A5.10, A5.11, A8.00, A8.01 Same All fire -rated assemblies and fire -rated penetrations as above Same All vertical dimensions as above n/a Dry or wet floodproofing (if in a flood zone - see FEMA Flood Insurance Rate Maps for which zone) PAGE # INTERIOR ELEVATIONS A7.00 All Barrier -Free required designs with proper clearances shown (including signage) - see below A4.10 Guardrail heights, handrails, stairways, elevator operation panels, etc. PA05076 J & J Perkins Building\Applications\completed\05076Commercial Permit Plans Checklist.DOC Page 3 of 5 Revised 8/31/04 PAGE # MECHANICAL SYSTEM B/D Entire mechanical system B/D All units, their sizes, mounting details, all duct work and duct sizes B/D Fire dampers where required B/D Equipment schedules *B/D — Bidder — Designed (deferred submittal) PAGE # PLUMBING SYSTEM B/D All fixtures, piping, slopes, materials and sizes (provide calculations) B/D Connection points to utilities, septic tanks, pretreatment sewer systems and water wells B/D Greasetraps and/or grease interceptors required for commercial kitchens PAGE # BARRIER -FREE ACCESSIBILITY DESIGN A7.00 Grab bar mounting heights, sink clearances, fixture locations, sizes, and placement A2.11 Restrooms — show 5 foot diameter circle used for measuring unobstructed floor space 00, Exterior Route of Travel — show all connections from the entrance 01- L All existing and new structures 41, PAGE # ACCESSIBLE PARKING A1.0o I Dimensions of all parking spaces, aisle striping, signage (including for van parking), surfacing.. PAGE # LANDSCAPING PLAN civil Existing and proposed grades Civil, Underground and above ground utilities survey ALOO, All existing and new structures A1.01 ALOO, All streets, walkways and sidewalks A1.01 A1.01 Plant materials with appropriate symbols and identifications keyed to planting schedule A1.01 Planting schedule to include botanical and common names, sizes and conditions of plants A1.01 Plant installation techniques and guidelines. (Example: bareroot vs.container) PAGE # NREC See Submit 2003 Non Residential Energy Code (NREC) compliance forms attached PAGE # WSVIAQ PA05076 J & J Perkins Building\Applications\completed\05076Commercial Permit Plans Checklist.DOC Page 4 of 5 Revised 8/31/04 A6.00, I Show compliance with 2,j3 Washington State Ventilation and Irit., ,or Air Quality code A6.01 requirements, ELECTRICAL PERMIT - See WA State Department of Labor & Industries for electrical permit. SPRINKLER, HOOD FIRE SUPPRESSION AND ALARM WORK - Separate permit required to be submitted to the Building Department. SEPARATE PLUMBING AND MECHANICAL PERMITS MAY BE REQUIRED SENSITIVE AREA QUESTIONNAIRE — Must be submitted if creating a new footprint of a structure. STRUCTURAL CALCULATIONS - Where required, provide for project's entire structural system. SPECIFICATIONS - To be provided either on the drawings or in booklet form. The specifications shall further define construction regarding construction components, materials and methods of construction, wall finishes and pertinent equipment. REVISIONS - It shall be the responsibility of the owner or owner's agent to obtain revisions approved by the Development Services Department for all changes during the project prior to actual construction. Revision submittals to include completed Revision Form, 2 sets of revised plans, calculations and other applicable documentation. For clarity, all revisions should be identified with a W" symbol and clouded on the drawings or resubmitted as a new plan set. PA05076 J & J Perkins Building\Hpplications\completed\05076Commercial Permit Plans Checklist.DOC Page 5 of 5 Revised 8/31/04 GEOTECHNICAL ENGINEERING INVESTIGATION PROPOSED MIXED-USE BUILDING 1223 LAWRENCE STREET PORT TOWNSEND, WASHINGTON PROJECT No. 092-06094 JUNE 21, 2006 Prepared for: J AND J PERKiNS BUILDING, LLC C/O Mrs. Johanna Rienstra 402 HUDSON STREET PORT TOWNSEND, WASHINGTON 98371 Prepared by: KRAZAN & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING DIVISION 19501144 TH AVENUE NE, #F-300 WOODINVILLE, WASHINGTON 98072 (425) 485-5519 4UKrazan& ASSOCIATES,INC. GEOTECHNICAL ENGINEERING * ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION June 21, 2006 J AND J PERKINS BUILDING, LLC C/O MRS. JOHANNA RIENSTRA 420 Hudson Street Port Townsend, Washington 98371 RE: GEOTECHNICAL ENGINEERING INVESTIGATION Proposed Office/Condominium Development 1223 Lawrence Street Port Townsend, Washington Dear Mrs. Rienstra: KA Project No. 092-06094 In accordance with your request, we have completed a Geotechnical Engineering Investigation for the referenced site. The results of our investigation are presented in the attached report. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KR ZAN ASSOCIATES, INC. Chns Behrens, L.GqLG. Senior Engineering Geologist CB/slc Eleven Offices Serving The Western United States 19501 144ih Ave. NE NF -300• Woodinville. Washington 98072 * (425) 485-5519 * Fax: (425) 485-6837 092-00)94.dut dd-Krazan& ASSOC I ATE S, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION TABLE OF CONTENTS INTRODUCTION............................................. .............................................................................. .................................... I PURPOSEAND SCOPE....................................................................................................................................................1 PROPOSEDCONSTRUCTION.......................................................................................................................................2 SITELOCATION AND DESCRIPTION .............................................. ............. . ..... ......... ......... I ..................... 2 GEOLOGICSETTING................................................................................................................................,..,...................2 FIELDINVESTIGATION...................................................6............... 6.. ......... ......... ......... ...................................3 SOIL PROFILE AND SUBSURFACE CONDITIONS...................................................................................................3 GROUNDWATER..............................................................................................................................................................3 SEISMICCONDITIONS...................................................................................................................................................4 SoilLiquefaction...............................................................................................................................................................4 CONCLUSIONSAND RECOMMENDATIONS............................................................................................................5 SitePreparation.................................................................................................................................................................5 TemporaryExcavation............................................................................................................................................„........6 StructuralFill....................................................................................................................................................................7 Erosionand Sediment Control..........................................................................................................................................7 Groundwater Influence on Structures/Construction..........................................................................................................8 Drainage....-- --- .... . .... .................... . .„...,..........., ...,,..,........, .. ..........., ......, .... ..,................ .........8 UtilityTrench Backfill......................................................................................................................................................9 FloorSlabs and Exterior Flatwork....................................................................................................................................9 Foundations.....................................................................................................................................................................10 Lateral Earth Pressures and Retaining Walls .... . ....... ......... ................ ................ . Al PavementDesign.............................................................................................................................................................12 Testingand Inspection....................................................................................................................................................13 LIMITATIONS.................................................................................................................................................................14 VICINITYMAP............................................................................................................................................Figure 1 SITEPLAN....................................................................................................................................................Figure 2 FIELD INVESTIGATION AND LABORATORY TESTING......................................................... Appendix A EARTHWORKSPECIFICATIONS.................................................................................................... Appendix B PAVEMENT SPECIFICATIONS....................................................................................................... Appendix C Eleven Offices Serving The Western United States 19501 144" Ave. NE *Woodinville. Washington 98072 9 (425) 485-5519 9 Fax: (425) 485-6837 *QKrazan & ASSOCIATES>INC. GEOTECHNICAL ENGINEERING 9 ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION June 21, 2006 KA Project No. 092-06094 GEOTECHNICAL ENGINEERING INVESTIGATION PROPOSED MIXED USE DEVELOPMENT 1223 LAWRENCE STREET PORT TOWNSEND, WASHINGTON INTRODUCTION This report presents the results of our Geotechnical Engineering Investigation for the proposed mixed office/condominium development, located at 1223 Lawrence Street in Port Townsend, Washington. Discussions regarding site conditions are presented herein, together with conclusions and recommendations pertaining to site preparation, excavations, structural fill, utility trench backfill, drainage and landscaping, erosion control, foundations, concrete floor slabs and exterior flatwork, retaining/basement walls and pavement design. A site plan showing the approximate exploratory test pit location is presented following the text of this report (Figure 2). A description of the field investigation and the laboratory testing program, the exploratory test pit log and the results of the laboratory testing are presented in Appendix A. Appendices B and C contain guides to aid in the development of earthwork and pavement specifications. When conflicts in the text of the report occur with the general specifications in the appendices, the recommendations in the text of the report have precedence. PURPOSE AND SCOPE This investigation was conducted to evaluate the shallow soil and groundwater conditions at the site, to develop geotechnical engineering recommendations for use in design of specific construction elements and to provide criteria for site preparation and structural fill construction. Our scope of services was performed in general accordance with our proposal for this project, dated May 1, 2006 (Proposal Number G06-090WAW) and included the following: • A site reconnaissance by a member of our engineering staff to evaluate the surface conditions at the project site. • A field investigation consisting of excavating and sampling one exploratory test pit that provided general coverage of the property to be developed. The exploratory test pit extended to a depth of approximately 6 feet below the existing site grade. Eleven Offices Serving The Western United States 19501 144th Ave, NE #F-300 9 Woodinville, Washington 98072 9 (425) 485-5519 . Fax: (425) 485-6837 091-06U94.doc KA No. 092-06094 June 21, 2006 Page No. 2 • Performing laboratory tests on representative soil samples obtained from the exploratory test pit to evaluate the physical and index properties of the subsurface soils. Evaluation of the data obtained from the investigation and completion of engineering analyses to develop recommendations for use in the project design and preparation of construction specifications. Preparation of this report summarizing our findings, the results of our analyses and our conclusions and recommendations for this investigation. The preliminary plan that you forwarded to our office indicates that the proposed mixed-use building will be constructed in the central area of the project site. Adjacent paved parking and driveway areas for passenger vehicles will be included in the proposed construction. We anticipate that the foundation loads will be light to moderate. We expect that grading will be limited to fills and/or cuts of 8 feet or less with the deeper cuts and fills associated with the daylight basement level. In the event that the structural or grading information detailed in this report is inconsistent with the final design, the geotechnical engineer should be notified so that we may update this writing as applicable. SITE LA'l'l N A. Dl? li*IPTI i The property is currently developed with an existing building and associated landscaping. The site is generally level within the southern section; however the northern and eastern section slope upward toward Lawrence Street to the north and Fillmore Street to the east. The site is landscaped with grass and shrubs. The general location of the site is shown on Figure 1 (Vicinity Map). The site is bordered to the south by residential development, to the north by Lawrence Street, to the east by Fillmore Street and to the west by an existing commercial and retail development. '1< LO . GIC. SETTING The site lies within the central Puget Lowland. The lowland is part of a regional north -south trending trough that extends from southwestern British Columbia to near Eugene, Oregon. North of Olympia, Washington, this lowland is glacially carved, with a depositional and erosional history including at least four separate glacial advances/retreats. The Puget Lowland is bounded to the west by the Olympic Mountains, and to the east by the Cascade Range. The lowland is filled with glacial and nonglacial sediments consisting of interbedded gravel, sand, silt, till, and peat lenses. The Washington Division of Geology and Earth Resources Geologic Map GM -50, Geologic Map of Washington Northwest Quadrant, indicates that the property is located in an area that is predominantly underlain by Vashon Glacial Till. Vashon Glacial Till is typically characterized by an unsorted, nonstratified mixture of clay, silt, sand, gravel, cobbles and boulders in variable quantities. The Vashon Glacial Till is typically dense to very dense and relatively impermeable. Krazan & Associates, Inc. Eleven Offices Serving The Western United States o9'-0(0)4 dov KA No. 092-06094 June 21, 2006 Page No. 3 FIELD INVESTIGATION A field investigation consisting of excavating and sampling one exploratory test pit, that provided general coverage of the property to be developed, was completed to evaluate the subsurface soil and groundwater conditions. The exploratory test pit reached a depth of approximately 6 feet below the existing site grade. The excavation work was completed on June 13, 2006. The exploratory test pit was excavated with a Kubota Trackhoe, which was supplied by the client. Representative samples of the subsurface soils encountered in the test pit were collected and sealed in plastic bags. These samples were transported to our laboratory for further examination and verification of the field classifications. The soils encountered in the exploratory test pit were continuously examined and visually classified in accordance with the Unified Soil Classification System (USCS). A more detailed description of the field investigation is presented in Appendix A. Laboratory tests were performed on selected soil samples to evaluate their physical characteristics and engineering properties. The laboratory testing program was formulated with an emphasis on the evaluation of natural moisture content and gradation of the materials encountered. Details of the laboratory testing program and results of the laboratory tests are summarized in Appendix A. This information, along with the field observations, was used to prepare the final exploratory test pit log, which is presented in Appendix A. SOIL PROFILE AND SUBSURFACE CONDITIONS The soils encountered in the exploratory test pit were generally typical of those found in the described geologic unit. Exploratory Test Pit TP -1 encountered approximately 2 inches of grass and topsoil underlain by approximately 1.5 feet of loose to medium dense, silty, fine to medium grained sand with variable amounts of gravel (Fill). The fill layer was underlain by dense to very dense, fine to coarse grained sand with variable amounts of gravel (Vashon Glacial Till) down to the termination depth of Exploratory Test Pit TP -1 (approximately 6 feet below the existing grade). For additional information about the soils encountered, please refer to the log of the exploratory test pit in Appendix A. gRqVNDWATF,R The exploratory test pit was checked for the presence of groundwater during and immediately following the excavation operations. Groundwater was not encountered in the exploratory test pit at the date and time of our investigation. It should be recognized that water table elevations may fluctuate with time. The groundwater level will be dependent upon seasonal precipitation, irrigation, land use, and climatic conditions, as well as other factors. Therefore, water levels at the time of the field investigation may be different from those encountered during the construction phase of the project. The evaluation of such factors is beyond the scope of this report. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 0e2.06094.&c KA No. 092-06094 June 21, 2006 Page No. 4 Groundwater flow may become heavier during construction, which typically takes place during the wet weather season. This may cause difficulties with the grading and excavation work. Certain remedial and/or de -watering measures may be required. SEISMIC CONDITIONS The native glacial till encountered in the exploratory test pit, primarily below a depth of about 1 to 2 feet, was generally dense. The overall soil profile generally corresponds to a site class soil profile of D as defined by Table 1615. 1.1 of the 2003 International Building Code (IBC). A site class soil profile of D applies to a profile consisting primarily of medium dense to dense or stiff soils within the upper 100 feet. Soil Liotiefactign Soil liquefaction is a state where soil particles lose contact with each other and become suspended in a viscous fluid. This suspension of the soil grains results in a complete loss of strength as the effective stress drops to zero. Liquefaction normally occurs under saturated conditions in soils such as sand in which the strength is purely frictional. However, liquefaction has occurred in soils other than clean sand. Liquefaction usually occurs under vibratory conditions such as those induced by seismic events. To evaluate the liquefaction potential of the site, we analyzed the following factors: 1) Soil type 2) Groundwater depth 3) Relative soil density 4) Initial confining pressure 5) Maximum anticipated intensity and duration of ground shaking Due to the composition and relatively dense nature of the majority of the on site native soils, it is our opinion that the liquefaction potential at this site is low. It is our opinion that measures to mitigate liquefaction potential will not be required. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 692-0(A9JAw KA No. 092-06094 June 21, 2006 Page No. 5 QNCL(.J61!Qn AND 11 A G M NDATI NS General Based on the findings of this investigation, and previous geotechnical experience in the project area, it is our opinion that the proposed mixed-use structure may be supported on a shallow foundation system bearing on the dense native soils, or on properly compacted structural fill, placed on the dense native soils. Site Preoration General site clearing should include removal of vegetation; trees and associated root systems; wood; existing utilities; structures including previously placed fill, foundations, basement walls and floors; rubble; and rubbish. Site stripping should extend to a minimum depth of 1.5 feet (preliminarily; based on the test pit and encountered fill depth, however site stripping depths will be variable), or until all organics in excess of 3 percent by volume are removed. These materials will not be suitable for use as structural fill. However, stripped topsoil may be stockpiled and reused in landscape or non-structural areas. After stripping operations and removal of any loose soils or undocumented fill that may impact the development of the site, the building pad areas should be visually inspected to identify any loose areas. Any remaining loose soils should be overexcavated to the level of the dense native soils. The resulting excavations should be filled with approved on site material, or imported structural fill. Structural fill material should be within :t 2 percent of the optimum moisture content, and the soils should be compacted to a minimum of 95 percent of the maximum dry density based on ASTM Test Method D1557. During wet weather conditions, typically October through May, subgrade stability problems and grading difficulties may develop due to excess moisture, disturbance of sensitive soils and/or the presence of perched groundwater. Construction during the extended wet weather periods could create the need to overexcavate exposed soils if they become disturbed and cannot be recompacted due to elevated moisture contents. The on site native soils have variable silt contents that may result in moisture sensitivity for these materials. If overexcavation is necessary, it should be confirmed through continuous monitoring and testing by a qualified geotechnical engineer or senior geologist. Soils that have become unstable may require drying and recompaction. Selective drying may be accomplished by scarifying or windrowing surficial material during extended periods of dry, warm weather (typically during the summer). If the soils cannot be dried back to a workable moisture condition, remedial measures may be required. General project site winterization should consist of the placement of aggregate base and the protection of exposed soils during the construction phase. Any buried structures encountered during construction should be properly removed and backfilled. Excavations, depressions, or soft and pliant areas extending below the planned finish subgrade levels should be cleaned to firm undisturbed soil, and backfilled with structural fill. In general, any septic tanks, underground storage tanks, debris pits, cesspools, or similar structures should be completely Krazan & Associates, Inc. Eleven Offices Serving The Western United States 692•0609J.duc KA No. 092-06094 June 21, 2006 Page No. 6 removed. Concrete footings should be removed to an equivalent depth of at least 3 feet below proposed footing elevations or as recommended by the geotechnical engineer. The resulting excavations should be backfilled with structural fill. A representative of our firm should be present during all site clearing and grading operations to test and observe earthwork construction. This testing and observation is an integral part of our service, as acceptance of earthwork construction is dependent upon compaction and stability of the material. The geotechnical engineer may reject any material that does not meet compaction and stability requirements. Further recommendations, contained in this report, are predicated upon the assumption that earthwork construction will conform to the recommendations set forth in this section and in the Structural Fill section. Temporary y Excavations The on site native soils have variable cohesion strengths, therefore the safe angles to which these materials may be cut for temporary excavations is limited, as the soils may be prone to caving and slope failures in temporary excavations deeper than 4 feet. Temporary excavations in the medium dense to dense glacial soils should be sloped no steeper than 1H:1 V (horizontal to vertical) where room permits. Temporary excavations in very dense glacial soils (if encountered at depth) should be sloped no steeper than 3/4H:1 V (horizontal to vertical) where room permits. If the soil in the excavation is subject to vibration from heavy traffic, the temporary excavation should be sloped no steeper than 11/2H: IV. All temporary cuts should be in accordance with Washington Administrative Code (WAC) Part N, Excavation, Trenching, and Shoring. The temporary slope cuts should be visually inspected daily by a qualified person during construction work activities and the results of the inspections should be included in daily reports. The contractor is responsible for maintaining the stability of the temporary cut slopes and minimizing slope erosion during construction. The temporary cut slopes should be covered with visqueen to help minimize erosion during wet weather and the slopes should be closely monitored until the permanent retaining systems are complete. Materials should not be stored and equipment operated within 10 feet of the top of any temporary cut slope. A Krazan & Associates geologist or geotechnical engineer should observe, at least periodically, the temporary cut slopes during the excavation work. The reasoning for this is that all soil conditions may not be fully delineated during the previous geotechnical exploratory work. In the case of temporary slope cuts, the existing soil conditions may not be fully revealed until the excavation work exposes the soil. Typically, as excavation work progresses the maximum inclination of the temporary slope will need to be reevaluated by the geotechnical engineer so that supplemental recommendations can be made. Soil and groundwater conditions can be highly variable. Scheduling for soil work will need to be adjustable, to deal with unanticipated conditions, so that the project can proceed smoothly and required deadlines can be met. If any variations or undesirable conditions are encountered during construction Krazan & Associates should be notified so that supplemental recommendations can be made. In areas where it is not possible Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092-06094A,C KA No. 092-06094 June 21, 2006 Page No. 7 to maintain the recommended slopes due to room constraints, temporary shoring may be required in order to provide adequate stability for the cut faces, during construction. Structural Fill Best Management Practices (BMP's) should be followed when considering the suitability of material for use as structural fill. The native glacial till soils can have elevated natural moisture contents, and may need to be dried back during dry warm weather. The native glacial till soils are generally considered suitable for reuse as structural fill, provided the soil is relatively free of organic material and debris, and it is within t 2 percent of the optimum moisture content. If the native soils are stockpiled for later use as structural fill, the stockpiles should be covered to protect the soil from wet weather conditions. We recommend that a representative of Krazan & Associates be on site during the excavation work to determine which soils are suitable for structural fill. It should not be taken for granted that the onsite native soils may be used as the sole source for structural fill (especially during winter construction activities). During wet weather conditions the soils with higher silt and clay contents will be moisture sensitive, easily disturbed, and most likely will not meet compaction requirements. Furthermore, during the winter the native soils typically have elevated natural moisture contents, which will limit the use of these materials as structural fill without proper mitigation measures. The contractor should use Best Management Practices to protect the soils during construction activities. An allowance for importing structural fill should be incorporated into the construction cost of the project. Imported structural fill material should consist of well -graded gravel or a sand and gravel mixture with a maximum grain size of 11/z inches and less than 5 percent fines (material passing the U.S. Standard No. 200 Sieve). All structural fill material should be submitted for approval to the geotechnical engineer at least 48 hours prior to delivery to the site. Fill soils should be placed in horizontal lifts not exceeding 8 inches loose thickness, moisture - conditioned as necessary, (moisture content of soil shall not vary by more than t2 percent of optimum moisture), and the material should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. In place density tests should be performed on all structural fill to verify proper moisture content and adequate compaction. Additional lifts should not be placed if the previous lift did not meet the compaction requirements or if soil conditions are not considered stable. Erosion and Sediment Control Erosion and sediment control (ESC) is used to minimize the transportation of sediment to wetlands, streams, lakes, drainage systems, and adjacent properties. Erosion and sediment control measures should be taken and these measures should be in general accordance with local regulations. At a minimum, the following basic recommendations should be incorporated into the design of the erosion and sediment control features of the site: Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092-MOVJ.doc KA No. 092-06094 June 21, 2006 Page No. 8 1) Phase the soil, foundation, utility, and other work, requiring excavation or the disturbance of the site soils, to take place during the dry season (generally May through September). However, provided precautions are taken using Best Management Practices (BMP's), grading activities can be undertaken during the wet season (generally October through April). It should be noted that this typically increases the overall project cost. 2) All site work should be completed and stabilized as quickly as possible. 3) Additional perimeter erosion and sediment control features may be required to reduce the possibility of sediment entering the surface water. This may include additional silt fences, silt fences with a higher Apparent Opening Size (AOS), construction of a berm, or other filtration systems. 4) Any runoff generated by dewatering discharge should be treated through construction of a sediment trap if there is sufficient space. If space is limited other filtration methods will need to be incorporated. Groundwater Influeric+e on truetures/Construction Groundwater was not encountered in the exploratory test pit at the date and time of our investigation. If groundwater is encountered during construction, it would most likely be perched. Perched groundwater develops where vertical infiltration of surface precipitation is impeded by a relatively impermeable soil layer, resulting in horizontal migration of the groundwater within overlying more permeable soils. If groundwater is encountered during construction, we should observe the conditions to determine if dewatering will be needed. Design of temporary dewatering systems to remove groundwater should be the responsibility of the contractor. If earthwork is performed during or soon after periods of precipitation, the subgrade soils may become saturated. These soils may "pump," and the materials may not respond to densification techniques. Typical remedial measures include: discing and aerating the soil during dry, warm weather; mixing the soil with drier materials; removing and replacing the soil with an approved fill material. A qualified geotechnical engineering firm should be consulted prior to implementing remedial measures to observe the unstable subgrade conditions and provide appropriate recommendations. Drainap-e The ground surface should slope away from building pads and pavement areas, toward appropriate drop inlets or other surface drainage devices. It is recommended that adjacent exterior grades be sloped a minimum of 2 percent for a minimum distance of S feet away from structures. Roof drains should be tightlined away from foundations. Subgrade soils in pavement areas should be sloped a minimum of 1 percent and drainage gradients maintained to carry all surface water to collection facilities and off-site. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092.0609d.doc KA No. 092-06094 June 21, 2006 Page No. 9 These grades should be maintained for the life of the project. The collection facilities should be tightlined away from slopes that exceed 30 percent. LAIlity Trgnch Backfill Utility trenches should be excavated according to accepted engineering practices following OSHA (Occupational Safety and Health Administration) standards, by a contractor experienced in such work. The responsibility for the safety of open trenches should be borne by the contractor. Traffic and vibration adjacent to trench walls should be minimized; cyclic wetting and drying of excavation side slopes should be avoided. Depending upon the location and depth of some utility trenches, groundwater flow into open excavations could be experienced, especially during or shortly following periods of precipitation. Although dense glacial till soils, which generally have cohesive strength, were encountered at relatively shallow depths below the existing site grades, bedding and joint (fracture) planes in these soils may still cause caving in trench wall excavations. Shoring or sloping back trench sidewalls may be required within these soils. All utility trench backfill should consist of imported structural fill or suitable on-site material. Utility trench backfill placed in or adjacent to buildings and exterior slabs should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. The upper 5 feet of utility trench backfill placed in pavement areas should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. Below 5 feet, utility trench backfill in pavement areas should be compacted to at least 90 percent of the maximum dry density based on ASTM Test Method D1557. Pipe bedding should be in accordance with the pipe manufacturer's recommendations. The contractor is responsible for removing all water -sensitive soils from the trenches regardless of the backfill location and compaction requirements. The contractor should use appropriate equipment and methods to avoid damage to the utilities and/or structures during fill placement and compaction. Floor Slabs and Exterigr Iatworl In structure areas where it is desired to reduce floor dampness, such as areas covered with moisture sensitive floor coverings, we recommend that concrete slab -on -grade floors be underlain by a water vapor retarder system. The water vapor retarder system should be installed in accordance with ASTM Specification E164-94 and Standard Specifications E1745-97. According to ASTM Guidelines, the water vapor retarder should consist of a vapor retarder sheeting underlain by a minimum of 4 -inches of compacted clean (less than 5 percent passing the U.S. Standard No. 200 Sieve), open -graded coarse rock of 3/a -inch maximum size. The vapor retarder sheeting should be protected from puncture damage. The exterior floor concrete should be placed separately in order to act 'independently of the walls and foundation system. All fills required to bring the building pads to grade should be structural fill. Krazan & Associates, Iite. Eleven Offices Serving The Western United States 0e2-06094Ax: KA No. 092-06094 June 21, 2006 Page No. 10 Moisture within the structure may be derived from water vapors, which were transformed from the moisture within the soils. This moisture vapor can travel through the vapor membrane and penetrate the slab -on -grade. This moisture vapor penetration can affect floor coverings and produce mold and mildew in the structure. To minimize moisture vapor intrusion, it is recommended that a vapor retarder be installed in accordance with ASTM guidelines. It is recommended that the utility trenches within the structure be compacted, as specified in our report, to minimize the transmission of moisture through the utility trench backfill. Special attention to the immediate drainage and irrigation around the building is recommended. Positive drainage should be established away from the structure and should be maintained throughout the life of the structure. Ponding of water should not be allowed adjacent to the structure. Over -irrigation within landscaped areas adjacent to the structure should not be performed. In addition, ventilation of the structure (i.e. ventilation fans) is recommended to reduce the accumulation of interior moisture. Foundations The proposed mixed use building may be supported on a shallow foundation system bearing on the medium dense to dense native soils or on structural fill, placed on the medium dense to dense native soils. Continuous wall or column footings may be designed for a net allowable bearing pressure of 3,000 pounds per square foot (psf) dead plus live load, if the footings bear directly on dense native glacial soils. For footings bearing on structural fill, placed on the medium dense to dense native soils, we recommend an allowable bearing pressure of 2,500 psf. Exterior footings should have a minimum depth of 18 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Interior footings should have a minimum depth of 12 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Footings should have a minimum width of 12 inches regardless of load. If constructed as recommended, the total settlement is not expected to exceed 1 inch. Differential settlement, along a 20 -foot exterior wall footing, or between adjoining column footings, should be less than 1/z inch, producing an angular distortion of 0.002. Most settlement is expected to occur during construction, as the loads are applied. However, additional post -construction settlement may occur if the foundation soils are flooded or saturated or if a strong seismic event results in liquefaction of the underlying soils. It should be noted that the risk of liquefaction is considered low, given the composition and density of the native, on site soils. Seasonal rainfall, water run-off, and the normal practice of watering trees and landscaping areas around the proposed structures, should not be permitted to flood and/or saturate footings. To prevent the buildup of water within the footing areas, continuous footing drains (with cleanouts) should be provided at the bases of the footings. The footing drains should consist of a minimum 4 -inch diameter perforated pipe, sloped to drain, with perforations placed down and enveloped by 1 -inch sized washed rock in all directions and filter fabric to prevent the migration of fines. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092-0(0)4.doc KA No. 092-06094 June 21, 2006 Page No. 11 Resistance to lateral footing displacement can be computed using an allowable friction factor of 0.34 acting between the bases of foundations and the supporting subgrade. Lateral resistance for footings can alternatively be developed using an allowable equivalent fluid passive pressure of 295 pounds per cubic foot (pcf) acting against the appropriate vertical footing faces. The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. A 1/3 increase in the above values may be used for short duration, wind and seismic loads. A factor of safety of 1.5 has already been included in the allowable friction factor and the allowable equivalent fluid passive pressure values. Lateral Car h Er&ssures and Retainigg Wall§ We have developed criteria for the design of retaining or below grade walls. Our design parameters are based on retention of the in place soils. The parameters are also based on a level backfill condition. Walls may be designed as "restrained" retaining walls based on "at -rest" earth pressures, plus any surcharge on top of the walls as described below, if the walls are attached to the buildings and/or movement is not acceptable. Unrestrained walls may be designed based on "active" earth pressure, if the walls are not part of the buildings and some movement of the retaining walls is acceptable. Acceptable lateral movement equal to at least 0.2 percent of the wall height would warrant the use of "active" earth pressure values for design. The following table, titled Wall Design Criteria, presents the recommended soil related design parameters for retaining walls with level backfill. Contact Krazan & Associates, Inc. if an alternate retaining wall system is used. Wall Design Criteria "At -rest" Conditions 52 psf/foot of depth "Active" Conditions 32 psf/ oot of depth 6H* Seismic Increase for "At -rest" Conditions 14H* Seismic Increase for "Active" Conditions Passive Earth Pressure on Low Side of Wall Neglect upper 2 eet, then 295 psf linear (Allowable, includes F.S. = 1.5) foot of depth Soil -Footing Coefficient of Sliding Friction 0.34 (Allowable; includes F.S. = 1.5) ..fl is the height of the wall; Increase based on one in z')uo year seismic event (L percent prooaomiy or oeing exceeded in 50 years) (Per 2003 IBC) Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092-MM4.doe KA No. 092-06094 June 21, 2006 Page No. 12 The stated lateral earth pressures do not include the effects of hydrostatic pressure generated by water accumulation behind the retaining walls or loads imposed by construction equipment, foundations or roadways (surcharge loads). To minimize the lateral earth pressure and prevent the buildup of water pressure against the walls, continuous footing drains (with cleanouts) should be provided at the bases of the walls. The footing drains should consist of a minimum 4 -inch diameter perforated pipe, sloped to drain, with perforations placed down and enveloped by 6 inches of washed gravel in all directions and filter fabric to prevent the migration of fines. The backfill adjacent to and extending a lateral distance, behind the walls, of at least 2 feet should consist of free -draining granular material. All free draining backfill should contain less than 3 percent fines (passing the U.S. Standard No. 200 Sieve) based upon the fraction passing the U.S. Standard No. 4 Sieve with at least 30 percent of the material being retained on the U.S. Standard No. 4 Sieve. It should be realized that the primary purpose of the free -draining material is the reduction of hydrostatic pressure. Some potential for the moisture to contact the back face of the wall may exist, even with treatment, which may require that more extensive waterproofing be specified for walls, which require interior moisture sensitive finishes. We recommend that the backfill be compacted to at least 90 percent of the maximum dry density based on ASTM Test Method D1557. In place density tests should be performed to verify adequate compaction. Soil compactors place transient surcharges on the backfill. Consequently, only light hand operated equipment is recommended within 3 feet of walls so that excessive stress is not imposed on the walls. Pavement fleshm The near surface subgrade soils generally consist of sand with variable amounts of silt and gravel. These soils are rated as good for pavement subgrade material. We estimate that the subgrade will have a California Bearing Ratio (CBR) value of 12 and a modulus of subgrade reaction value of k = 210 pci, provided the subgrade is prepared in general accordance with our recommendations. We recommend that, at a minimum, 12 inches of the existing subgrade material be moisture conditioned (as necessary) and re -compacted to prepare for the construction of pavement sections. The subgrade should be compacted to at least 95 percent of the maximum dry density as determined by ASTM Test Method D1557. In place density tests should be performed to verify proper moisture content and adequate compaction. However, if the subgrade soil consists of firm and unyielding native glacial soils a proof roll of the pavement subgrade soil may be performed in lieu of re -compacting the subgrade and compaction tests. The recommended flexible and rigid pavement sections are based on design CBR and modulus of subgrade reaction (k) values that are achieved, only following proper subgrade preparation. It should be noted that subgrade soils that have relatively high silt contents may be highly sensitive to moisture conditions. The subgrade strength and performance characteristics of a silty subgrade material may be dramatically reduced if this material becomes wet. Traffic loads were not provided, however, based on our knowledge of the proposed project, we expect the traffic to be relatively light consisting mostly of passenger automobiles and delivery trucks. The following tables show the recommended pavement sections for light duty and heavy duty use. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092-IX094bw KA No. 092-06094 June 21, 2006 Page No. 13 ASPHALTIC CONCRETE (FLEXIBLE) PAVEMENT LIGHT DUTY ESAL As haltic Concrete Aggregate Base* Compacted Sub rade* ** 80,000 3.0 in. 4.0 in. 12.0 in. 1,95% compaction based on ASTM Test Method D1557 **A proof roll may be performed in lieu of in place density tests ESAL Asphaltic Concrete Aggregate Base* Compacted Sub rade* ** 300,000 3.5 in. 5.0 in. 12.0 in. * 95% compaction based on ASTM Test Method D1557 * A proof roll may be performed in lieu of in place density tests PORTLAND CEMENT CONCRETE (RIGID) PAVEMENT I i['_UT nTiTV ESAL Min. PCC Depth Compacted Sub rade* ** 80,000 5.0 in. 12.0 in, ESAL 300,000 *95% compaction based on ASTM Test Method DUX / * A proof roll may be performed in lieu of in place density tests HEAVY DUTY 6.0 in. 12.0 in. *95% compaction based on ASTM Test Method D1557 * * A proof roll may be performed in lieu of in place density tests ** The asphaltic concrete depth in the flexible pavement tables should be a surface course type asphalt, such as Washington Department of Transportation (WsDOT) "Class B". The rigid pavement design is based on a Portland Cement Concrete (PCC) mix that has a 28 day compressive strength of 4,000 pounds per square inch (psi). The design is also based on a concrete flexural strength or modulus of rupture of 550 psi. Ticsting—lin-4 111slLection A representative of Krazan & Associates, Inc. should be present at the site during the earthwork activities to confirm that actual subsurface conditions are consistent with the exploratory fieldwork. This activity is an integral part of our services as acceptance of earthwork construction is dependent upon compaction testing and stability of the material. This representative can also verify that the intent of these recommendations is incorporated into the project design and construction. Krazan & Associates, Inc. will not be responsible for grades or staking, since this is the responsibility of the Prime Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092•O(d)9+.Jut KA No. 092-06094 June 21, 2006 Page No. 15 assessment for the presence or absence of hazardous and/or toxic materials in the soil, groundwater or atmosphere, or the presence of wetlands. Any statements, or absence of statements, in this report or on any test pit log regarding odors, unusual or suspicious items, or conditions observed are strictly for descriptive purposes and are not intended to convey engineering judgment regarding potential hazardous and/or toxic assessments. The geotechnical information presented herein is based upon professional interpretation utilizing standard engineering practices and a degree of conservatism deemed proper for this project. It is not warranted that such information and interpretation cannot be superseded by future geotechnical developments. We emphasize that this report is valid for this project as outlined above, and should not be used for any other site. Our report is prepared for the exclusive use of our client. No other party may rely on the product of our services unless we agree in advance to such reliance in writing. If you have any questions, or if we may be of further assistance, please do not hesitate to contact our office at (425) 485-5519. Respectfully submitted, KRAZAN & ASSOCIATES, INC. Lh1/ /�- Chris Behrens, L.G., L.E.G. V kanCaraway, P.E. Senior Engineering Geologist Geotechnical Division Manager CB/slc: Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092-110094.dok ote: Figure generated from TOPO USA& KRAZAN & ASSOCIATES 19501144 1h Avenue Northeast #F-300 Woodinville, WA 98072 425-485-5519 FIGURE i -VICINITY MAP Location: Fort Townsend, WA Job No. :092-06094 Client: JJP Building, LLC Date: 6-19-06 APPENDIX A li"IE1GD I l 'l'I "ATIfJhN L 80 AjQRY TI TIINq Field Invesdeation Appendix A Page A.1 The field investigation consisted of a surface reconnaissance and a shallow subsurface exploration program. One exploratory test pit was excavated and sampled for subsurface exploration at this site. The test pit reached a depth of approximately 6 feet below the existing grade. The approximate exploratory test pit location is shown on the site plan (Figure 2). The depth shown on the attached test pit log is from the existing ground surface at the time the test pit was excavated. The soils encountered were logged in the field during the exploration and, with supplementary laboratory test data, are described in accordance with the Unified Soil Classification System (USCS). All samples were returned to our Woodinville laboratory for evaluation. The log of the exploratory test pit along with the laboratory test results are presented in this appendix. Laboratea Testing The laboratory testing program was developed primarily to determine the in situ moisture condition of the soils and the grain size distribution. The sieve analysis tests were performed for the purpose of soil classification. Test results were used as criteria for determining the engineering suitability of the surface and subsurface materials encountered. The results of the moisture content tests are presented on the Log of Test Pit (presented in this appendix). The sieve analysis test results are presented in this appendix. Krazan & Associates, Inc. Eleven Offices Serving The Wcstcrtt United States IbJ_-OM94.due Project: JJP Mixed Use Building Client: JJP, LLC Location: Port Townsend, WA Depth to Water N/A Log of Test Pit TP -9 Surface Elevation: Datum: Initial: Not Encountered Project No: 092-06094 Figure No: A-1 Logged By: BBC At Completion: SUBSURFACE PROFILE _ Description CL cn SAMPLE u, ' Z C1 m -- m m E CL o a a.0 Dynamic Cone Penetration Test (Blows/1-3/4 in) 20 40 60 80 Water Content N Wp 1-0..,-f WI 20406080 Gr _.. ,_........_.. GRASS?OPSOIL -------------------------------- �... SILTY SAND (SM) e Loose to medium dense, fine to coarse grained with varying amounts of gravel, dark brown, moist. Masonry/Concrete debris found at 1 foot. re Fill 2 c: r �,�� , OORL� GRADED SAND W/SILT AND GRAVEL �....... x., SP -SM dense, fine S1 Grab wl` Very to coarse grained sand, gray, moist. Blocky fracturing present. Trace amount of cobbles below 3 feet. �I R, (Glacial Till) S2 Grab 441 S3 Grab Wo t ' S4 Grab S5 Grab End of Test Pit a k �p 10 Excavation Method: Trackhoe Contractor: Client Krazan and Associates 19501 144th Ave. NE #F-300 Woodinville, WA 96072 Test Pit Date: June 12, 2006 Sample Method: Grab Sheet: 1 of 1 0 F Particle Size Distribution aport GRAIN SIZE - mm SIEVE SIZE % GRAVEL % SAND % FINES % COBBLES CRS. FINE _ CR S. MEDIUM FINE SILT CLAY 0.0 12.0 8.7 5.5 - 18.2 41.2 1 24.4 SIEVE SIZE PERCENT FINER SPEC." PERCENT PASS? (X=NO) 1 in. 100.0 3/4 in. 98.0 1/2 in. 94.9 1 3/8 in. 93.6 #4 89.3 #10 83.8 #20 77.5 #40 65.6 #60 47.6 #100 34.7 #200 24.4 - (no specification provided) Sample No.: 22935-A Source of Sample: Location: TP -1 S-1 I_aterlal Description Gray Gravelly Sand with Silt Atterber Limits PL= LL= P1= Coefficients D85= 2.43 DB0= 0.357 050= 0.269 D30= 0.114 D15= D10= Cu= Cc= Classification USCS= AASHTO= Remarks Sample ID: 22935-A Received Moisture Content:6.8% . ........... .. Client: J & J Perkins, LLC KRAZAN & ASSOCIATES, INC. project: JJP Partnership Office and Condos No: 09206094 Date: 6/12/06 Elev./Depth: Particle Size Distribution keport s .s /o ° GRAVEL %° SAND % FINES 100 CHS. _ -FINE CRS. MEDIUM FINE SILT CLAY 0.0 16.3 1 4.4 15.5 36.1 21.5 Cu= Cc= 1 in. 86.5 USCS= AASHTO= 3/4 in. 83.7 Sample ID: 22935-D Received Moisture Content: 5.9% 1/2 in. 82.5 3/8 in. 80.7 #4 77.5 #10 73.1 #20 67.7 #40 57.6 #60 41.4 #100 30.1 #200 21.5 t d d 1 8 @ N u 0 Y W tt 18 u X X 4 I f Y Y & II A R tl p 90 W i 4 III I b p p 8 P Y Y X 80 ....... I X t f I d q N I 6 X{ 70 ._.�... .. _ _. L_. .. .. — .I .._« . _ .... m ._ j.. I_.. 7 N I N N R P I d I V X d o I I 11.1 60 ..._. ....... Z X U 0 B d # tl d X I d X I P R d 11 0 R A Y X I— 50 u 1 N X u X d X d N P IX I Y 1 1 I q M LL iL a d b d 1 1 Y V q tl N R. r R - — Cy n I P I� V tl U I I 0 p 1 tl 4 R 4 9 Y I R I p tl ! i o p @ a N R d 9 20 , .... ... ........ .. . . .. ............. ,.......... Y 9 tl Y 9 u q X Q I Y p d 8 d a u a 10— ol LIr 500 100 10 1 01.1 010`11 0.001 GRAIN SIZE - mm SIEVE SIZE /o ° GRAVEL %° SAND % FINES % COBBLES CHS. _ -FINE CRS. MEDIUM FINE SILT CLAY 0.0 16.3 1 4.4 15.5 36.1 21.5 SIEVE SIZE PERCENT FINER SPEC.' PERCENT PASS? (X=NO) 1.25 in. 100.0 Cu= Cc= 1 in. 86.5 USCS= AASHTO= 3/4 in. 83.7 Sample ID: 22935-D Received Moisture Content: 5.9% 1/2 in. 82.5 3/8 in. 80.7 #4 77.5 #10 73.1 #20 67.7 #40 57.6 #60 41.4 #100 30.1 #200 21.5 ., (no specification provided) Sample No.: 22935-D Source of Sample: Location: TP -1 S-4 Material Description Gray Gravelly Sand with Silt AtterbeLq Limitst PL= L PI= 11 Client: J & J Perkins, LLC KRAZAN & ASSOCIATES, INC. Project: JJP Partnership Office and Condos Date: 6/12/06 Elev./Depth: No: 09206094 Ficiure Coefficients D85= 22.2 1360= 0.471 D,50= 0.329 D30= 0.149 D1 5= D10= Cu= Cc= Classification USCS= AASHTO= Remarks Sample ID: 22935-D Received Moisture Content: 5.9% 11 Client: J & J Perkins, LLC KRAZAN & ASSOCIATES, INC. Project: JJP Partnership Office and Condos Date: 6/12/06 Elev./Depth: No: 09206094 Ficiure APPENDIX B EARTHWORK RK SPECIFICATIONS GENERAL Appendix B Page B.I When the text of the report conflicts with the general specifications in this appendix, the recommendations in the report have precedence. SCOPE OF WORK: These specifications and applicable plans pertain to and include all earthwork associated with the site rough grading, including but not limited to the furnishing of all labor, tools, and equipment necessary for site clearing and grubbing, stripping, preparation of foundation materials for receiving fill, excavation, processing, placement and compaction of fill and backfill materials to the lines and grades shown on the project grading plans, and disposal of excess materials. PERFORMANCE: The Contractor shall be responsible for the satisfactory completion of all earthwork in accordance with the project plans and specifications. This work shall be inspected and tested by a representative of Krazan and Associates, Inc., hereinafter known as the Geotechnical Engineer and/or Testing Agency. Attainment of design grades when achieved shall be certified to by the project Civil Engineer. Both the Geotechnical Engineer and Civil Engineer are the Owner's representatives. If the contractor should fail to meet the technical or design requirements embodied in this document and on the applicable plans, he shall make the necessary readjustments until all work is deemed satisfactory as determined by both the Geotechnical Engineer and Civil Engineer. No deviation from these specifications shall be made except upon written approval of the Geotechnical Engineer, Civil Engineer or project Architect. No earthwork shall be performed without the physical presence or approval of the Geotechnical Engineer. The Contractor shall notify the Geotechnical Engineer at least 2 working days prior to the commencement of any aspect of the site earthwork. The Contractor agrees that he shall assume sole and complete responsibility for job site conditions during the course of construction of this project, including safety of all persons and property; that this requirement shall apply continuously and not be limited to normal working hours; and that the Contractor shall defend, indemnify and hold the Owner and the Engineers harmless from any and all liability, real or alleged, in connection with the performance of work on this project, except for liability arising from the sole negligence of the Owner of the Engineers. TECHNICAL REQUIREMENTS: All compacted materials shall be densified to a density not less than 95 percent of maximum dry density as determined by ASTM Test Method D1557 as specified in the technical portion of the Geotechnical Engineering Report. The results of these tests and compliance with these specifications shall be the basis upon which satisfactory completion of work will be judged by the Geotechnical Engineer. SOIL AND FOUNDATION CONDITIONS: The Contractor is presumed to have visited the site and to have familiarized himself with existing site conditions and the contents of the data presented in the soil report. Krazan and Associates, Inc. Eleven Offices Serving The Western United States 092•cu o 9e.doC Appendix B Page B.2 The Contractor shall make his own interpretation of the data contained in said report, and the Contractor shall not be relieved of liability under the contractor for any loss sustained as a result of any variance between conditions indicated by or deduced from said report and the actual conditions encountered during the progress of the work. DUST CONTROL: The work includes dust control as required for the alleviation or prevention of any dust nuisance on or about the site or the borrow area, or off-site if caused by the Contractor's operation either during the performance of the earthwork or resulting from the conditions in which the Contractor leaves the site. The Contractor shall assume all liability, including Court costs of codefendants, for all claims related to dust or windblown materials attributable to his work. SITE PREPARATION Site preparation shall consist of site clearing and grabbing and preparations of foundation materials for receiving fill. CLEARING AND GRUBBING: The Contractor shall accept the site in this present condition and shall demolish and/or remove from the area of designated project, earthwork all structures, both surface and subsurface, trees, brush, roots, debris, organic matter, and all other matter determined by the Geotechnical Engineer to be deleterious. Such materials shall become the property of the Contractor and shall be removed from the site. Tree root systems in proposed building areas should be removed to a minimum depth of 3 feet and to such an extent which would permit removal of all roots larger than 1 inch. Tree root removed in parking areas may be limited to the upper 11/2 feet of the ground surface. Backfill or tree root excavation should not be permitted until all exposed surfaces have been inspected and the Geotechnical Engineer is present for the proper control of backfill placement and compaction. Burning in areas, which are to receive fill materials, shall not be permitted. SUBGRADE PREPARATION: Surfaces to receive Structural fill shall be prepared as outlined above, excavated/scarified to a depth of 12 inches, moisture -conditioned as necessary, and compacted to 95 percent compaction. Loose and/or areas of disturbed soils shall be moisture conditioned and compacted to 95 percent compaction. All ruts, hummocks, or other uneven surface features shall be removed by surface grading prior to placement of any fill material. All areas which are to receive fill materials, shall be approved by the Geotechnical Engineer prior to the placement of any of the fill material. EXCAVATION: All excavation shall be accomplished to the tolerance normally defined by the Civil Engineer as shown on the project grading plans. All over excavation below the grades specified shall be backfilled at the Contractor's expense and shall be compacted in accordance with the applicable technical requirements. FILL AND BACKFILL MATERIAL: No material shall be moved or compacted without the presence of the Geotechnical Engineer. Material from the required site excavation may be utilized for construction site fills provided prior approval is given by the Geotechnical Engineer. All materials utilized for constructing site fills shall be free from vegetable or other deleterious matter as determined by the Geotechnical Engineer. Krazan and Associates, Inc. Eleven Offices Serving The Western United States 09'_-06094.doc Appendix B Page B.3 PLACEMENT, SPREADING AND COMPACTION: The placement and spreading of approved fill materials and the processing and compaction of approved fill and native materials shall be the responsibility of the Contractor. However, compaction of fill materials by flooding, ponding, or jetting shall not be permitted unless specifically approved by local code, as well as the Geotechnical Engineer. Both cut and fill shall be surface compacted to the satisfaction of the Geotechnical Engineer prior to final acceptance. SEASONAL LIMITS: No fill material shall be placed, spread, or rolled while it is frozen or thawing or during unfavorable wet weather conditions. When the work is interrupted by heavy rains, fill operations shall not be resumed until the Geotechnical Engineer indicates that the moisture content and desity of previously placed fill are as specified. Krazan and Associates, Inc. Eleven Offices Serving The Western United States b9'_ -G00 4A,a Appendix C Page C. APPENDIX C PAVEMENT SPECIFICATIONS 1. DEFINITIONS — The term "pavement" shall include asphalt concrete surfacing, untreated aggregate base, and aggregate subbase. The term "subgrade" is that portion of the area on which surfacing, base, or subbase is to be placed. 2. SCOPE OF WORK — This portion of the work shall include all labor, materials, tools and equipment necessary for and reasonable incidental to the completion of the pavement shown on the plans and as herein specified, except work specifically notes as "Work Not Included." 3. PREPARATION OF THE SUBGRADE — The Contractor shall prepare the surface of the various subgrades receiving subsequent pavement courses to the lines, grades, and dimensions given on the plans. The upper 12 inches of the soil subgrade beneath the pavement section shall be compacted to a minimum compaction of 95% of maximum dry density as determined by test method ASTM D1557. The finished subgrades shall be tested and approved by the Geotechnical Engineer prior to the placement of additional pavement of additional pavement courses. 4. AGGREGATE BASE — The aggregate base shall be spread and compacted on the prepared subgrade in conformity with the lines, grades, and dimensions shown on the plans. The aggregate base should conform to WSDOT Standard Specification for Crushed Surfacing Base Course or Top Course (Item 9-03.9(3)). The base material shall be compacted to a minimum compaction of 95% as determined by ASTM D1557. Each layer of subbase shall be tested and approved by the Geotechnical Engineer prior to the placement of successive layers. 5. ASPHALTIC CONCRETE SURFACING — Asphaltic concrete surfacing shall consist of a mixture of mineral aggregate and paving grade asphalt, mixed at central mixing plant and spread and compacted on a prepared base in conformity with the lines, grades, and dimensions shown on the plans. The viscosity grade of the asphalt shall be AR -4000. The mineral aggregate shall be WSDOT Class B. The drying, proportioning, and mixing of the materials shall conform to WSDOT Specifications. The prime coat, spreading and compacting equipment, and spreading and compacting the mixture shall conform to WSDOT Specifications, with the exception that no surface course shall be placed when the atmospheric temperature is below 50 degrees F. The surfacing shall be rolled with combination steel - wheel and pneumatic rollers, as described in WSDOT Specifications. The surface course shall be placed with an approved self-propelled mechanical spreading and finishing machine. 6. TACK COAT — The tack (mixing type asphaltic emulsion) shall conform to and be applied in accordance with the requirements of WSDOT Specifications. Krazan and Associates, Inc. Eleven Offices Servin; The Western Unitcd States 092-00094.duc City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360) 379-5095 FAX (360) 344-4619 July 7, 2006 Johanna Rienstra 420 Hudson Street Port Townsend, WA 98368 RE: LUP06-070, SEPA Addendum for new 4+ story mixed-use building - Request for Additional Information Johanna, Thank you and Sam Evich for meeting today with DSD Director Yarberry and myself to discuss public comments generated by your proposed mixed-use building in Uptown. As you know, a majority of the comments received focus on the potential for adverse environmental impacts related to insufficient parking in Uptown. To better gauge the potential for parking impacts, additional information from you will be necessary prior to finalizing the SEPA process. Towards that end, please provide a parking demand & management assessment prepared by a qualified parking/transportation consultant. In sum the study should: Briefly (but thoroughly) document and describe existing parking conditions in the Uptown area near your property; Analyze anticipated parking patterns & demands generated by your project; Summarize the potential impacts, if any, your project would have on Uptown area parking; Identify any appropriate measures that, when employed, would lower identified impacts to a level below significant for purposes of SEPA. Once we receive the above information and deem it complete, our office will move forward & finalize the SEPA review. Both you and those who have commented will be provided with the results of that review. At this time we do not anticipate offering another comment period or administrative appeal opportunity; however, please be advised that appeals through judicial means may still be sought. If you have any questions about the above, please don't hesitate to contact me. I can be reached at 379-5085 or via e-mail at jmcdonagh@citYoQ?t.us. I will be out of the office beginning July 10 and returning July 18. In my absence, please feel free to contact DSD Director Leonard Yarberry with questions at 344-3041 or via e-mail at l aaa12, day iyityoffit u . Congratulations on your upcoming marriage and I look forward to working with you on your proj ect. Regards, John McDonagh DSD Planner Cc Leonard Yarberry IRT City of Fort Townsend Development Services Department �' M 250 Madison Street — Suite 3 Port Townsend, WA 98368 (360) 379-5095 FAX (360) 344-4619 June 2, 2006 Taylor -Gregory -Butterfield Architects 6545 th Ave. S. Suite 300 Edmonds, WA 98020 ATTN: DeAnna Connors Dear DeAnna: The City of Port Townsend Development Services Department is currently reviewing the construction plans for the Johanna Rienstra project to be located on Lawrence and Fillmore Streets in Port Townsend, Washington. The following list reflects items that need to be addressed in order for us to complete the plan review portion of the building permit. 1.. Sheet RO.00 — Delete "Retail" from the Project Description. 2. Sheet RO.00 — Change "R-3" to "R-2" in Basic Allowable Area. 3. Sheet RO.10 — Show gate at stairway to prevent occupants on 1St floor from exiting into stair ray',to basernent.ala , 1- �� 4. Sheet"he —Indicate the Van Accessible" sign to be 60" inches minimum above the floor of the parking space measured to the bottom of the sign per Sec. 502.7, ICC -ANSI A117.1, 2003 ed. Sheet A6.01 —Indicate window 90'will be safety glass due to proximity to door 000.09 shown on Sheet A2.01. 6. Sheets A2.02, A2.12, A2.22, A2.32, and A2.42 — Change 1997 Uniform Building Code from No. 4 of General Notes to read 2003 International Building Code. 7. NOTE: Although the NREC will be a "Deferred Submittal", Sheets A2.02, A2.12, A2.22, A2.32, and A2.42 will need to show compliance of "Daylight Zone Controls" as required per Sec. 1513.3 of the Washington State Energy Code. Sheet A6.01 — Indicate window 2Pwill be safety glass due to proximity to door 201.08 shown on Sheet A2.21. 9. Sheet A6.01 Indicate windows 203, 208, 303, 308, 403, 404, 406, and 417 will egress windows. 'V� y W Sheet A6.01 — Indicate window �A will be safety glass due to proximity to door 301.08 shown on Sheet A2.31. I Sheet A6.01 - Indicate windows Pf and P2 well be safety glass due to location within tub enclosure. Sheet A2.41 — Change window numbers 305 and 306 to 405 and 406. And, on sheet A6.01 — indicate windows (new) 405 and 406 will be safety glass due to proximity to door 400.02 shown on Sheet A2.41. Indicate on Sheet A6.01 that window 410 on Sheet A2.41 will be safety glass. a. � d° ;a�° ,, ,, d" '"�s'� � � - d � , "d '` �" � `"' P Y ..,; d ",,,,n✓';r ,f..` o r d J r 14. Sheet A6.01 — Change note 13 from 'UBC" to IBC with current code section." 15. Sheet A7.00 — Show fire extinguisher cabinet, paper towel dispenser/waste receptacle, paper towel dispenser, soap dispenser and toilet seat cover dispenser to comply with 40" maximum height above the floor or ground to any rack, operating j controls, receptacle or dispenser. Sec. 11.01,2,5 amendment to 2003 IBC. 16. NOTE: Sheet A8.0 — Restroom Signage — Characters or Braille shall not be located in the 6" minimum pictogram field per Sec. 703.5.2 ICC A117.1, 2003 ed. 40 dU41010 17. Sheet SM — Holddown Schedule note No. 1 & Joists Schedule note No. 1 — Clarify use of Simpson Strong-Tie C-2004 catalog use. 18. Clarify difference in shear wall indicated on line D of talcs page 2-002 and Sheet S2.6 lines D1 and D2. 19. Indicate type of shear wall required at line B1 on Sheet 52.3, 20. ClarifyA, shear wall lune L in talcs, page 2-005 hown as 6`, however only 4' on lane L5 & L on Sheet S2.3. 21. Clarify difference of shear wall design shown in talcs, page 2-006 line L5 & L6 and Sheet S2.2, line L5 & L6. Calcs do not reflect doors. 22. Indicate type of shear wall required shown on talcs, page 2-006, line B. Construction plans these---reflect shear wall on Sheet A2.01, otherwise they are not noted on the structural plans. //��,, t� j,UO Once these items have been addressed, we can cor lrl the plan review portion of the building permit, notwithstanding, other items required concerning SEPA addendum, Public Works Department, Historic Preservation Committee, etc. If you have questions, please contact me at 360-379-5087 or Jan at 360-379-5086.'F Sincerely,��°'` s J ff p M o Ann Hall ° r Plans Examiner i. „y If CM Correspondence. file m v = BLD06'-088 F x k"e r, w gg ,J i r F d` ,d `ro. r a.. / r ' _ rm 7 ' bO c (� Gk' Jan Ho fenbeck From: Jan Hopfenbeck Sent: Thursday, July 20, 2006 8:31 AM To: 'Sam Evich' Subject: FW: BLDO6-088 J & J Perkins Bldg. Reinstra Attachments: BLD06-088 - Reinstra.doc BLD06-088 - :instra.doc (91 k Sam, A copy of the Fire Department review will be attached with your approved plans but FYI so you have a chance to read through it now. No surprises as we'd already addressed the need for a standpipe and roof access. Jan -----Original Message ----- From: Tom Aumock[mailto:taumock@co.jefferson.wa.usl Sent: Wednesday, July 19, 2006 11:53 AM To: Jan Hopfenbeck Subject: BLD06-088 J & J Perkins Bldg. Reinstra Hi Jan. Here's the Reinstra Plan Review report. Please note the standpipe and roof access requirements. Tom. <<BLD06-088 - Reinstra.doc>> 1 Page 1 of 1 Ann Hall From: Tom Aumock [tau mock@co.jefferson.wa.us] Sent: Wednesday, May 24, 2006 9:03 AM To: Ann Hall Subject: RE: Rienstra building Hi Anne! All IBC or IEBC code dictated "accessible" space/area/room[s] that require a fire extinguisher[s], is required by Code to have "accessible" fire extinguisher[s], where the maximum height measured to the top of the extinguisher, whether in a cabinet or not, is 40 inches. The Code allows less than 40 inches, but not less than 30 inches by City Fire Code Official policy, for ease of use by wheelchair-bound citizens, and the "reach" to such extinguisher must not be compromised. Where such extinguisher heights are not visible from all points in the room, say, vision of the extinguisher is obscured from plants, chairs, partitions, etc., then a "fire extinquisher" sign is required as well. Regards, Tom. -----Original Message ----- From: Ann Hall [mailto:ahall@cityofpt.us] Sent: Tuesday, May 23, 2006 4:06 PM To: Tom Aumock Subject: Rienstra building Hi Tom, I am reviewing the plans for the 4 -story w/ basement, B & R2 occupancy structure and am wondering about "accessible" fire extinguisher cabinets. Jan seems to think that this has been discussed previously but cannot remember what the outcome was. So... do you remember??? Thanks, Ann 5/24/2006 Jan HoVenbeck From: John McDonagh Sent: Tuesday, June 13, 2006 2:37 PM To: Sam Evich (E-mail 2) Cc: Jan Hopfenbeck; Ann Hall Subject: JJP Building Hi Sam, I just wanted to touch base with you about Johanna's building. I've done some review of the BP set from a Design Review standpoint & just wanted to remind everyone that there's a lot of detail on the BP set that hasn't been reviewed by the HPC yet. HPC did look at & recommend approval "In concept" for a "dressed down" version of the building in late January. However, no follow up design review has occurred since then. Do you have a schedule planned for doing the follow up meetings that'll be needed to iron out the details shown on the BP set? My main purpose for e -mailing is I don't want to confuse Johanna (or T,G,B) by getting through the SEPA Addendum period (which is over next week) and also have all the BP plan review done, and then have folks think the full BP can be issued & work can start. I really think a minimum of 1 or 2 more HPC meetings is needed to get most of the major details worked out before the BP can be issued. If we get these big items taken care of (window/door specs, siding/roofing materials & profiles, exterior lighting, support equipment screening, landscaping, etc.), I think we could go to sub- committee review for any remaining minor details (door hardware, paint colors, etc.). I know you're experienced with HPC review with your work on the Cannery & it's great to have you working on this project for her; I just want to be sure we're all on the same page as far as what the remaining steps are. Remember the HPC meets on the first & third Tuesdays of each month. Submittals for those meetings is due a week ahead of time. Take care - e-mail with questions. John McDonagh, Planner Development Services Department City of Port Townsend 181 Quincy Street, Ste. 301-A Port Townsend, WA 98368 360-379-5085 Page 1 of 1 Jan Hopfenbeck From: Sam Evich [sevich@tgbarchitects.com] Sent: Monday, June 12, 2006 11:38 AM To: Francesca Franklin Cc: Colin Winters; Brad Butterfield; Mike Adams; Jan Hopfenbeck Subject: J & J Perkins Building Public Works Comments Importance: High Francesca, Thank you for the update per our phone conversation. My understanding is that Alex in your office needs to perform a final review prior to sending us your comments. You acknowledged that returning our plans to the City of Port Townsend with revisions for both building and public works comments simultaneously would be beneficial. You estimated that comments from Alex may come before the end of this week. Please be advised that emailing comments to me as soon as possible will help us coordinate all department revisions. Thank you very much, Sam Sam Evich Taylor Gregory Butterfield Architects 654 5th Avenue South, Suite 300 Edmonds, WA. 98020 Phone: 425-778-1530 ext. 1218 Fax: 425-774-7803 Email: s N?ich@tgt), r l'iite is c tili 6/12/2006 Page 1 of 2 Jan Hopfenbeck From: Jan Hopfenbeck Sent: Tuesday, June 13, 2006 2:16 PM To: John McDonagh Subject: FW: June 2nd letter for JJP John, I copied this to Francesca and Ann yesterday. Would you please update me on the Addendum process and also any HPC requirements that must be met prior to our issuance of the building permit? Sam spoke with Francesca yesterday so he's updated on the infrastructure. Thanks, From: Jan Hopfenbeck Sent: Monday, June 12, 2006 4:36 PM To: 'Sam Evich' Cc: Ann Hall; Francesca Franklin Subject: RE: June 2nd letter for JJP From: Sam Evich [mailto:sevich@tgbarchitects.com] Sent: Monday, June 12, 2006 4:22 PM To: Jan Hopfenbeck Subject: RE: June 2nd letter for JJP Thanks Jan! 1. We also were wondering why windows 405 and 406 needed to be safety? Unless... you mean the 305 and 306 — that are on the 4th floor, that you want re -numbered. We will re -number the "current" 405 and 406 Hi Sam, yes, 305 and 306 (assuming renumbering to 405 and 406, yes?) are also shown on the fourth floor plan; one of which is within the rated stairway enclosure and both of which are within the stairway landing. 2. What is your estimate on the turn -around for your review of our response, once we submit it?? We're busy right now and have people rotating out of the office on vacations so if you give us a week we should be okay. The land use portion will have to be complete prior to issuance of the building permit. Additionally, the red -lined infrastructure plans will need to be resubmitted and, at a minimum, preliminarily reviewed before we can issue the building permit. Thanks, Sam Take care, Jan -----Original Message ----- From: Jan Hopfenbeck [mailto:jhopfenbeck@cityofpt.us] Sent: Friday, June 09, 2006 1:42 PM To: Sam Evich 6/13/2006 Page 2 of 2 Cc: Ann Hall; Francesca Franklin Subject: RE: June 2nd letter for JJP From: Sam Evich [mailto:sevich@tgbarchitects.com] Sent: Friday, June 09, 2006 11:35 AM To: Jan Hopfenbeck Subject: re: June 2nd letter for JJP Hi Jan, 1. In what form do we submit items #11, 19, 22, 23, 24, 25 to satisfy your request to comply? As 1 recall, that was a visual detail that Ann showed me and so just show dimensions on the detail. She seemed to think it wasn't clear enough that the characters/Braille would not intrude into the pictogram area. Do you have calculations and details for hoistway venting or is it a deferred submittal? Don't want smoke accumulation in the shaft. The split -front seats can be shown on the plan either by a visual of the toilets or a note to that effect. The roof hatch should be shown on the roof or 4th floor plan. Oops, 1009.12. Stair signage can be shown on the stair section page(s). Please remember that these signs must also be raised characters with Braille so a note indicating that next to the signage will be adequate. Again, as with the stair signage a visual example of the signage placed at the correct height on the wall to the latch side of the door of a typical office space where the public might come e.g., conference rooms, offices, etc. with a note indicating the tactile characters and Braille, will satisfy review of that requirement. (the guidelines for the signs and letters are in ANSI 17.1-2003) 2. Also, re: #23 - IBC section 1019.12 does not exist. Also, did you mean attic access, not roof hatch? Please clarify. Sorry, IBC Section 1009.12. 3. When / in what form do we receive comments from Public Works?? That I do not know and Francesca and Alex are both out in the field. Alex is out of the office on Monday but Francesca will be in so if you want to reach her at (360) 379-5093 or ffr nkliP@cotyof t,u , she'd be your contact on infrastructure. Thank you, Have a good weekend, Jan Sam Sam Enich Taylor Gregory Butterfield Architects 654 5th Avenue South, Suite 300 Edmonds, WA. 98020 Phone: 425-778-1530 ext. 1218 Fax: 425-774-7803 Email: SeviCti(),tgl)at'chitects,eotii 6/13/2006 Page 1 of 1 Jan Hopfenbeck From: John McDonagh Sent: Thursday, July 06,.2006:2:03 PM To: 'Sam Evich'; Jan Hopfenbeck Cc: Colin Winters; Alex Angud; Brad Butterfield Subject: RE: JJP Building - SEPA / Permit Status Hi Sam, Johanna & I are meeting tomorrow at 10 a.m. with our Director, Leonard Yarberry, to discuss the SEPA comments we received and where we go from here. We'll know a bit more tomorrow. Thanks, John -----Original Message ----- From: Sam Evich [mailto:sevich@tgbarchitects.com] Sent: Thursday, July 06, 2006 11:03 AM To: Jan Hopfenbeck; John McDonagh Cc: Colin Winters; Alex Angud; Brad Butterfield Subject: JJP Building - SEPA / Permit Status Hi Jan, John - How are you? Hope you had a good Holiday. I heard from Johanna that the HPC process the other night ended in an overall approval, with a few comments to be handled later in sub -committee. That being said, could you give us an updated estimate on SEPA and building review comments towards building permit approval? Thank you, Sam Sam Evich Taylor Gregory Butterfield Architects 654 5th Avenue South, Suite 300 Edmonds, WA. 98020 Phone: 425-778-1530 ext. 1218 Fax: 425-774-7803 Email. sevicll t(,xg�4id cl'titlects.coni 7/6/2006 Page 1 of 1 Ann Hall From: Jan Hopfenbeck Sent: Thursday, May 18, 2006 11:11 AM To: Francesca Franklin; Ann Hall; John McDonagh Subject: FW: Thank you FYI re: the Reinstra project. For land use, infrastructure (SDP and engineered civil drawings submitted yesterday), and building questions and clarifications, Deanna is our point of contact. Thanks John and Ann for your help. From: Sam Evich [mailto:sevich@tgbarchitects.com] Sent: Thursday, May 18, 2006 9:17 AM To: Jan Hopfenbeck Subject: Thank you Hi Jan, It was great to see you again yesterday! I wanted to thank you for all your help on our submittal process. I think Colin will email you a few more clarification questions for you re: plumbing dwgs, etc. DeAnna will probably be your main contact, so CC her on all items. I am merely assisting them at this time. But, I am sure we will talk more in the near future! Regards, Sam Srarrr E'vic h Taylor Gregory Butterfield Architects 654 5th Avenue South, Suite 300 Edmonds, WA. 98020 Phone: 425-778-1530 ext. 1218 Fax: 425-774-7803 Email: sevich atrchitects.com 5/18/2006 CITY OF PORT TOWNSEND ADDENDUM TO DETERMINATION OF NON -SIGNIFICANCE NS Description of Proposal: Construction of an approximately 5,500 square foot mixed use office building and relocation of an existing historic home (Lippencott house). The proposed development would be phased with the first phase including demolition of an existing garage, grading the entire site, construction of a daylight basement, moving the historic home onto the daylight basement, and adding an approximate 700 square foot addition to the upper two floors of the historic home. No off-street parking is proposed. On -street parking would be enhanced along Lawrence and Fillmore Streets. File Reference: LUP99-59 Proponent: Douwe & Johanna Rienstra Representative: Richard Berg 727 Taylor St. Port Townsend, WA 98368 Location: The property is located at 641 Fillmore Street at the southwest comer of the intersection of Fillmore and Lawrence Streets. Legal Description: The north 75 ft. of Lots 2 & 4, Block 133 of the Plat of Port Townsend Original Townsite, all located in Port Townsend, WA. Tax Parcel #989713303. Threshold Determination: Environmental review indicated a probability of significant adverse environmental impacts from the proposal. The proponent has agreed to mitigation measures and therefore a Mitigated Determination of Non -Significance was issued on August 18, 1999 which is hereby incorporated by reference. Public Comment: () No comments were received during the public review period. () The responsible official has considered the comments received. Concerns raised have been addressed in the original document, no further response is necessary. (x) The responsible official has considered the comments received. Minor revisions to the document have been prepared in response to the comments. This final MDNS is not a substantial modification to the MDNS issued August 18, 1999, in that this document provides minor modifications to mitigation measures for previously identified probable significant adverse environmental impacts. There is no additional comment period for this final MDNS pursuant to PTMC 19.04.220(B)(2). Responsible Official; Bob Leedy, Interim Director Staff Contact: Jeff Randall, Planner, (360) 379-3208 ext. 1124 Building and Community Development Waterman & Katz Building 181 Quincy Street, Suite 301 Port Townsend, WA 98368 Signature- Date: September 14, 1999 Bob Leedy, Interim irector Building & Community Development I. Public Comment Two comment letters were received during the 15 -day SEPA comment/ appeal period which ended September 2, 1999. The first letter was from Curtis Stacy of Jefferson Transit. Mr. Stacey indicated that projects such as the Rienstra's should be expected to increase all modes of traffic into and away from the Lawrence Street commercial district. As such Jefferson Transit must have the ability to serve the increasing number of passenger trips to the area. Mr. Stacy indicated that a bus loading zone site at Lawrence and Fillmore would address the need to provide safe bus stops at this key traffic generator location. Jefferson Transit currently provides both regular bus service as well as paratransit (dial -a -ride) service along Lawrence Street, but the nearest dedicated bus stop is located approximately 750 feet to the east along Lawrence Street. The second letter was from Stephen Mathison of the State Department of Community, Trade, and Economic Development's Office of Archaeology and Historic Preservation. The letter indicates that the Lippencott House is listed as a contributing property in the Port Townsend National Historic Landmark District. Mr. Mathison stated the relocation of a contributing structure is not recommended unless there is an imminent threat of demolition. The letter states that the proposed relocation of the home will considerably alter the orientation, elevation and bulk of the historic home and the additions to not appear to meet the Secretary of the Interior's Standards for rehabilitation. Mr. Mathison supported the Port Townsend Historic Preservation Committee's determination that the home should not be relocated. While understanding that the Port Townsend Historic Preservation Committee's recommendations were advisory only, Mr. Mathison recommended that Port Townsend should strive to negotiate with developers to create solutions that more closely follow accepted preservation standards in the future. The issues raised by these comment letters are addressed below. Transit Response: The Mitigated Determination of Nonsignificance (MDNS) issued August 18, 1999 noted that the nearest dedicated bus pull-out area was several blocks away and that the need for a bus pull-out would be examined through the Street and Utility Development Permit process. After review of the letter from Jefferson Transit, it is apparent that the proposed project will increase the need for public transit to serve this site. A bus pull-out at the intersection of Fillmore and Lawrence Streets would mitigate these transportation impacts. The requirement of a bus pull-out at this location is roughly proportional to the traffic impacts generated by this project as approximately 6, 000 square feet of commercial space will be added including medical offices. The design of the bus pull-out will be determined through the Street and Utility Development Permit process and the timing of installation will coincide with Phase H of the project (construction of the new office building). lfigariuLnd-(-11�r The findings of the Port Townsend Historic Preservation Committee were discussed at length in the Rienstra Addendum 9 /1 V /99 page 2 1l1DNS issued August 18, 1999. The AMNS required the applicants to take detailed black and white photos of the interior and exterior of the Lippencott house prior to beginning work on the building and to submit one set of negatives or photos to the Jefferson County Historical Society to document, the condition of the historic residence prior to its alteration. Once existing asbestos siding is removed and a method of repairing or replacing the underlying siding is determined, the applicants will submit the plan for siding repair and replacement, trim detail, and color scheme to the HPC to complete the design review process for this building. While design review by the HPC is mandatory, their recommendations are advisory only. Prior to beginning work on phase II of the project the applicants will submit materials for HPC design review of this building.. This addendum does not alter these conditions. H. MODIFIED MITIGATION MEASURES (underlined language has been added, strikeout language deleted): PRIOR TO CERTIFICATE OF OCCUPANCY (APPLICABLE PHASING IS NOTED) 15. BOTH PHASES: All improvements as specified by the Street and Utility Development Permit and the approved shall be installed, inspected and approved by the Public Works Department prior to the final certificate of occupancy. The street improvements may be phased in the Street and Utility Development Permit according to those improvements associated with the frontage of each project. These improvements shall include but are not limited to water and sewer connections, on -street parking, curb, gutter, sidewalks, bus - pullout area r e r th tin p. In " r , street trees, and stormwater facilities. Thg hua pull-outtill r 11 ('new office, i 'n this proiect and the desim of the mill-out wil r in h r ns i' li I n on i installing llin : i w li: r We Douwe & Johanna Rienstra have read, understand, and accept the conditions associated with the above referenced addendum to the mitigated determination of Non -Significance (MDNS). We agree to follow the above referenced modified mitigation measures. We agree to follow and carry out the conditions, exhibits, and site plans associated with the MDNS and comply with any other local, state, or federal permits required for the project. Dhoti)eVestra Date Rienstra Addendum 9/1'(/99 Page 3 62h nanna Rienstra Date CITY OF PORT TOWNSEND RESPONSIBLE OFFICIA;L'S AMENDMENTS TO TIRE EN I O N 'AL, CHECKLIST AND THRESHOLD DETERl4IINATIO Description of Proposal: Construction of an approimatel 5,50 -quare foot mixed use office building and relocation of an existing historic home (Lippencott house . e proposed development would be phased with the first phase including demolition of an existing garage, grading the entire site, construction of a daylight basement, moving the historic home onto the daylight basement, and adding an approximate 700 square foot addition to the upper two floors of the historic home. No off-street parking is proposed. On -street parking would be enhanced along Lawrence and Fillmore Streets. File Reference: LUP99-59 Proponent: Douwe & Johanna Rienstra Representative: Richard Berg 727 Taylor St. Port Townsend, WA 98368 Locat onlll,egal Description, The property is located at 641 Fillmore Street at the southwest comer of the intersection of Fillmore and Lawrence Streets, Legal Description: The north 75 ft. of Lots 2 & 4, Block 133 of the Plat of Port Townsend Original Townsite, all located in Port Townsend, WA. Tax Parcel #989713303, Lead Agency: City of Port Townsend, Building & Community Development Department The lead agency for this proposal has determined that it does not have a probable significant adverse impact on the environment. An environmental impact statement (21S) is not required under RCW 43.21C,030(2)(c). This'decision was made after review of acompleted environmental checklist and other information in file with the lead agency. This information is available to the public on request. This M)NS is issued tender 197-1.1-340(2), the lead agency will not act on this proposal for 15 days from the date below. Comments or a written statement appealing the threshold determination must be filed with the Building & Community Development Department by 4:00 p. m., September 2, 1999. Responsible Official: Bob Leedy, .Interim Director, Building & Community Development Contact: Jeff Randall, Planner Waterman & Katz Building 181 Quincy Street, Suite 301 Port Townsend, WA 98368 Signature: Bob Lee y, Interi Director Building & Community Development Date: August 18, 1999. AppealDeadline: September 2, 1999. ENVI&MMENTAL RECORD The environmental review consisted of analysis based on the following documents included in the environmental record. DOCUMENTS/ REFERENCES: Exhibit A: Environmental Checklist dated July 12, 1999. Exhibit B: Site Plan Exhibit C Q - 3): Conceptual Elevations Exhibit D: Letter from Richard Berg (applicant's architect) to Historic Preservation Committee (HPC), dated April 30, 1999 Exhibit E: Minutes from HPC Meeting, dated May 10, 1999 Exhibit F: Minutes from HPC Meeting, dated June 28, 1999 - Exhibit G: HPC Certificate of Review, dated June 28, 1999 D Exhibit H: Parking Calculations for Phase I D Exhibit I: Public Works Technical Conference Letter, dated July 9, 1999 D City of Port Townsend Zoning Ordinance - Title 17 (amended April, 1997) D City of Port Townsend Comprehensive Plan (1996) Unless otherwise noted, the above information is available for review at the Building and Community Development Department, Waterman & Katz Building, 181 Quincy Street, Suite 301, between the hours of 9:00 AM to 4:00 PM Monday through Friday. P LI No comment letters have been received in response to the notice of pending threshold determination. Environmental concerns raised in these letters have been addressed in the environmental checklist and the Responsible Official's Amendments which follow. RE,SM SIBLE OFFICIALS T0_! *, E "r'AL CH�CXLIST The following sections correspond with related categories of the environmental checklist submitted for the proposal (Exhibit A), and clarify, amend, or add to that document. I. PROPOSAL DESCRIPTION The proposal involves the relocation and alteration of a historic home (Lippencott House), the demolition of a non -historic garage structure, the construction of an approximately 5,500 square foot building containing a mix of medical and non-medical offices, and site grading. No off-street parking is proposed at this time. On -street parking along Fillmore and Lawrence Streets would be improved. II. PERMITS/APPROVALS REQUIRED: D Building Permit D Street Development/Utility Development Permit D Clearing & Grading Permit Landscape Plan Approval Exterior Lighting Plan Approval N III. CHECKLIST ITEMS A. EARTH The underlying soils are listed as Townsend Gravelly Loam by the U.S. Dept. of Agriculture, Soil Conservation Service soil survey. The land is fairly level with 0% - 5% slopes. There is no evidence of unstable soils on the site. To mitigate for potential impacts from soil erosion or sedimentation, temporary erosion and sedimentation controls will be required to be in place prior to construction. Such practices should be maintained until such time as the City of Port Townsend deems them no longer necessary. Mitigation for additional impervious surfaces is addressed in section "C" under "Water" below. B. AIR During project construction air emissions will be present from construction equipment (dust and vehicle exhaust emissions). Should dust become a problem during construction, water shall be applied as a suppressant. When the project is completed, automotive traffic to and from the facility will generate exhaust emissions. Practices to control emissions from gasoline and diesel fuel vapors will comply with state, federal, and industry standards. The applicants propose to use electricity and/or propane as the primary heating source. Long-term air emission impacts are not considered significant. C. WATER The applicants propose to detain roof runoff on-site with controlled release to the City's stormwater system. As no off-street parking is proposed, all runoff would be "clean" requiring no stormwater quality treatment. According to the site plan (Exhibit B) approximately 6,000 square feet of the site will be covered with impervious surfaces. Because the total project (phases I & 111) will result in more than 5,000 square feet of impervious surface area the applicants will be required to prepare an engineered stormwater plan per Department of Ecology Stormwater Management Manual standards. However, phase I of the project, relocating the Lippencott house on a newly constructed daylight basement, can be accomplished prior to the submittal and approval of this plan as this portion of the project will create less than 5,000 square feet of new impervious surface area and will cover less than 40% of the lot with impervious surfaces. Prior to issuance of the building permit for phase II of the project (medical office building) an . Engineered Stormwater Plan and design drawings meeting the requirements of the Department of Ecology's Stormwater Management Manual and the Port Townsend Engineering Design Standards must be submitted and approved by the Public Works Department. The engineered stormwater plan will show the necessary stormwater improvements and how stormwater treatment requirements will be met on-site for the entire project. The site is not located within a 100 -year floodplain as designated by the Federal Emergency Management Agency (FEMA). Discussion of the need for additional fire hydrants and public water service to the site is addressed under 3 "Utilities" below. D. PLANTS The site currently contains landscaping typical of a residential lot or a small commercial building (lawn, flowers, bushes, and small trees), Existing landscaping may be altered through clearing and grading in preparation of moving the historic home and constructing the new office building. New landscaping will be installed per an approved landscape plan. Street trees will be provided along Lawrence and Fillmore Streets by the applicant. E. ANIMALS The environmental checklist description is adequate. No mitigation is required. F. ENERGY AND NATURAL RESOURCES The checklist adequately addresses the issues of this section. No mitigation is required. G. ENVIRONMENTAL HEALTH The exterior of the Lippencott house is sided with asbestos shingles. These shingles will be professionally removed prior to the relocation of the house in compliance with all federal, state, and local regulations. The asbestos siding was added long after the original construction and its removal is not considered historically significant. The owners plan to restore the original siding if possible, or replace with like siding once the asbestos shingles are removed. Standard construction practices shall be employed to minimize the risk of environmental health hazards including explosion and the release of hazardous materials. Standard construction and traffic control measures should be employed to minimize the risk of accident. H. NOISE On-site construction noise from the project is expected. While this site is located in a commercial area, it is also adjacent to residential neighborhoods. To ensure that construction activities do not generate nuisance conditions such as noise, dust glare, vibration, etc., the hours of construction should be limited per the Port ,l f 4 l Townsend Engineering Design. Standards to between 7:00 am. and 6:00 p.m. Monday through Friday, and prohibited on Saturdays, Sundays, and national holidays, unless approved in advance by the Director of Building and Community Development for special circumstances. All construction equipment will be required to have mufflers. I. LAND AND SHORELINE USE The property is identified in the Port Townsend Comprehensive Land Use Plan (1996) and the Official Zoning Map (1997) as being in the uptown C -III Historic Commercial District. Restaurants, professional offices, commercial retail, and medical offices are all listed as permitted uses in this zoning district. The site does not lie within 200 feet of a regulated shoreline, water body, or jurisdictional wetland. J. HOUSING While the Lippencott home was historically a. residesice, it has recently been used for commercial purposes. The proposed relocation and alterations to the home will not displace any existing residential units. K AESTHETICS The proposal would relocate the existing historic Lippencott house and would also raise the height of the 4 building by placing it on a daylight basement. The exterior appearance of the Lippencott house would be modified through the removal of existing nonhistoric, asbestos siding, the restoration of the historic wood siding or replacement with similar siding if necessary, replacement of nonhistoric windows with new wooden double glazed units, and adding approximately 700 square feet to the upper floors of the Lippencott house. The applicants propose to keep the existing roof material and add like roolin ��- proposed additions to the Lippencott house. At the corner of Fillmore and Lawrence Str , a t story office building with a daylight basement would be built. An approximate footprint and square footage o mp for this new building is proposed, but the building has not yet been designed. The final siding and trim details on the Lippencott house and the design of the new office building are subject to design review by the Port Townsend Historic Preservation Committee. See below under "Section N - Historical and Cultural Preservation" for a discussion of this review. The size, bulk, and height of the proposed structures is compatible with other structures along Lawrence Street. The applicants estimate the buildings will be 25 feet high at their highest points. The new office building will be separated from the adjacent residence to the south by a 30 - 40 foot wide landscaped courtyard which will soften the transition from residential to commercial buildings. Subject to these design features and advisory design review by the Historic Preservation Committee, the proposed development should be aesthetically compatible with the surrounding development pattern. L. LIGHT AND GLARE Minimal exterior lighting will be provided around the buildings to provide for safe walking at night and for security. To comply with PTMC 17.20.020(C) and to mitigate potential lighting impacts to adjacent non-commercial properties, lighting will be kept to a minimum, shielded, and pointed downward. Proposed lighting will be reviewed and approved by the BCD Director prior to issuance of the building permits for each phase. M. RECREATION The checklist description is adequate. The proposal eliminates no recreational opportunities and provides none. N. HISTORICAL AND CULTURAL PRESERVATION The applicants indicate they believe the Lippencott home was originally built in 1860. If this date is correct, it would make the Lippencott home one of the oldest surviving structures in Port Townsend. Over the years, the home has been expanded, modified, and the home now appears quite differently than it did when it was originally built. Bay windows have been added, the front porch modified, the roofline appears altered, and modern materials such as asbestos siding and asphalt composition roofing have been added to the structure. Originally built as a residence, the building has been used for commercial purposes for a number of years. See Exhibit D, architect's letter for additional background. The applicants indicate they wish to retain as much of the historical significance of the building as possible while altering the site for more intensive commercial use. The Rienstra's intend to remove the non -historic asbestos shingles currently on the home. They hope that underneath these shingles the original siding is still in place. If possible, the original siding will be repaired and matched as closely as possible on the expanded portions of the home. Before beginning alterations to the home, the Rienstra's will take detailed black and white photographs of exterior and interior of the home and provide a copy of the photos or negatives to the Jefferson County Historical Society. The home is proposed to be moved the west side of the site where it will be oriented to face Lawrence Street and raised so that the current ground floor matches the grade of the t y { sidewalk along Lawrence Street. Because the building site slopes away from Lawrence Street, it will be possible to build a daylight basement underneath the Lippencott house while maintaining the current ground floor level at the height of Lawrence Street. The Port Townsend Municipal Code requires that all developments within the C -III Historic Commercial District be reviewed by the Port Townsend Historic Preservation Committee (HPC), PTMC Chapter 17.80. However, in the uptown historic commercial district the recommendations of the HPC are advisory only and are not binding upon the applicant, PTMC 17.80.050. Douwe & Johanna Rienstra applied for HPC review on June 17, 1999 for relocating the Lippencott home (phase I). The proposal was presented at the June 28th regular meeting of the HPC. At the conclusion of the meeting the HPC approved demolition of an existing non -historic garage, but recommended denial of the proposed relocation and addition to the Lippencott home (see Exhibit G, HPC certificate of review). The HPC reasoned that the historic character of the home would be destroyed through the relocation, reorientation, building additions, and placement upon a daylight basement. The HPC recommended the Lippencott home be restored in its current location (without the additions and the daylight basement) and that the new office building be constructed on the west side of the property (see Exhibits E & F, HPC minutes). The applicants indicated they appreciated the concerns of the Historic Preservation Committee, but that they would proceed with the project as planned. They felt the siting of the new office building at the intersection of Fillmore and Lawrence Streets was important to the success of the project and that the Lippencott home should be expanded to make it a more commercially viable building. The applicants feel the proposed site plan accomplishes both of these goals while retaining asmuch of the Lippencott home's appearance and relation to the street front as possible. To mitigate impacts to historic resources on the site, the applicants will take detailed black and white photos of the interior and exterior of the Lippencott house prior to beginning work on the building. One complete set of negatives or photos will be submitted to the Jefferson County Historical Society to document the condition of the historic residence prior to its alteration. Once the asbestos siding has been removed and the applicants have determined the method of repairing or replacing the underlying siding, the applicants will submit the plan for siding repair and replacement, trim detail, and color scheme to the HPC to complete the design review process on this building. While design review by the HPC is mandatory, their recommendations are advisory only. Prior to be Dinning work on phase II of thero'ec w_o, building) the applicants will submit nnatdriLal s for 1m1PC esu i of this building. As with the Lippencott home, theC's esign review recommendations are advisory only, To mitigate potential impacts to archeological resources which may be discovered during excavation, work should be stopped immediately if such materials are discovered and the State Historic Preservation Officer contacted immediately. Work should not resume until approval is obtained from the Director of Building and Community Development. O. TRANSPORTATION The project lies at the corner of Lawrence and Fillmore Streets. The Public Works Department has reviewed this proposal and indicates that curb, gutter, and sidewalk improvements are necessary along both streets. On Lawrence Street these improvements will include: repair and widening or replacement of the existing sidewalk, installation of curb and gutter, installation of a planting strip or tree wells with street trees, and the construction of a sidewalk bulb -out with ADA ramps at the intersection. Along Fillmore Street curb and gutter will be provided, with parallel or head -in on -street parking spaces, street trees, and possible relocation and widening of the existing sidewalk. The applicants plan to phase the construction of these improvements on Lawrence Street so that phase I will include those improvements fronting on the on relocated Lippencott home while Phase R will involve the remaining street improvements along Lawrence and Fillmore Streets abutting the new mixed use office building. The sidewalk improvements including the proposed bulb -out will be reviewed by the HPC at the time the design of the new office building is reviewed,. Parking The Rienstra's wish to make efficient use of the on -street parking available adjacent to this project. Currently parallel parking occurs along. Lawrence Street and informal head in parking or parallel parking occurs along Filinre Street. The Rienstra's indicate they would be willing to increase the setback of the office new buildingfrom Fillmore Street a few feet in order to create more room for head in on street parking. This would involve reserving an easement for access purposes adjacent to Fillmore Street to provide additional right-of-way width and relocating the sidewalk a few feet to the west to allow deeper parking spaces. The City of Port Townsend regulates the design of on -street parking by ordinance and the ordinance specifies that only parallel parking is allowed on Lawrence and Fillmore Streets adjacent to this project. Modifying the Fillmore Street parking to head -in parking will require an amendment to this ordinance,. The Public "Works Department is reviewing guidelines and safety issues relative to the head -in on -street parking proposed and will provide their recommendations as part of the proposed amendments to the parking, code and through the Street and Utility Development. Permit process. The Port Townsend Municipal Code Chapter 17.72 provides off-street parking requirements for new development and redevelopment in Port Townsend'. Any uses established within the historic portion of the Lippencott home are exempt from all off-street parking requirements [ l 7.72.020(13)]. Additions to historic buildings may be subject to providing off-street parking depending on the intended use and the size of the addition, However, uses established in new additions which require 10 or fewer parking spaces are exempt from all parking requirements [17.72.020(0)]. And, in the case of multiple uses in a single building, the total off-street parking requirements shall be the sum for the principal uses computed separately, but any reductions which may apply to such requirements shall also be computed separately for each use [17.72.070(B)]. The applicants' building plans provided parking calculations based upon mixed use occupancy of the expanded Lippencott home and included both the existing structure and the new additions in the calculations (Exhibit 1T). Those existing portions of the historic home that will be reused could have been excluded from these calculations, however, even with the entire building counted towards off- street parking requirements, the result of these calculations is that no off-street parking spaces are required for Phase I of the project. Because the new office building will also contain mixed uses, the same parking credits are applicable. The off-street parking requirements are determined according to each proposed use, then the 10 off- street parking space deduction is taken from each use individually. Other potential parking credits include where a parking plan would restore one or more existing on -street parking spaces within the C-II1 Flistoric District by reducing existing curb cuts or other conflicts, the off-street parking requirements are reduced by two off-street parking spaces for each on -street parking space restored by the plan (PTMC 17.72.120). in the present case the Rienstras propose to eliminate two separate driveway curb cuts which would create 4 off-street parking space credits. Based on the preliminary 7 square footage calculations provided by the Rienstra's through the HPC review process it appears that phase H of the project will also require no off-street parking spaces. However, the final determination of off-street parking for phase II will be determined through the building permit process. On -street parking will be determined through an amendment to the parking code for head -in parking and through the street and utility development permit process. The applicant shall submit off" -street parking calculations with applicable deductions as part of submitting the building permit for phase 11 of the project. Vehicle Tri The Public Works Department has reviewed the proposal for traffic impacts and indicates there are no known level of service issues at the intersection of Lawrence and Fillmore Streets that would dictate mitigation. The Fillmore Street intersection is currently controlled with a stop sign. d lri F �-�s Walkwaysshall be provided, for the frontage ofall commercial developments and the walkways in commercial zones shall be concrete. El,igin -rring DesiLwo StandardL Cbapter. Item 23 23 d Concrete sidewalk improvements will be provided along Fillmore and Lawrence Streets adjacent to the project site. Phase I of the project will involve the construction of the Lawrence Street sidewalk abutting the new location of the Lippencott home while the remainder of the sidewalks will be installed as part of phase 11 of the project. Each building will be designed so that direct pedestrian connections are provided from the sidewalks to the daylight basements of each building as well as the main floors (middle floors) of each building. Buildings should be accessible from both Lawrence and Fillmore Streets. The pedestrian access pathways shown on the preliminary site plan (Exhibit B) meet these criteria and are acceptable. ��ili Require development in commercial, institutional, and multi family zones to provide bicycle parking. Nm-1notorized Transp tationPlan. P li 4 The final plans must show bicycle parking. Individual bicycle racks for each building or a combined facility will be provided for customer and employee use for each building or phase. Covered bicycle parking is preferred. Bicycle parking should be located as close as possible to customer and employee entrances. Transit Jefferson Transit provides regular bus service and dial -a -ride paratransit service along Lawrence Street. This site lies approximately 750 feet from the nearest Jefferson Transit bus stop in front of the Community Center. Jefferson Transit indicates a dedicated bus ptdl-out area may be desirable at this location. The inclusion of a dedicated bus pull-out along Lawrence Street will be examined through the Street and Utility Development Permit process. P. PUBLIC SERVICES Provisions for emergency access will be determined as part the review and approval of the site plan and parking plan for the project. All construction must comply with the Uniform Fire Code. For discussion of fire hydrants, see "Utilities" below. No additional impacts to public services are anticipated by this proposal in the area of emergency services 8 Q. UTILITIES P: The applicants propose to use city water for domestic use, fire suppression, and landscape irrigation. The City of Port Townsend Public Works Department indicates that water service to the site is generally acceptable. EktlbAmIL The Port Townsend Fire Department has determined that, based upon the proposed building sizes, that existing fire hydrants in the area should provide sufficient fire service to the buildings. This determination must be confirmed through detailed ,analysis of the building plans, once they are ,available for phase H. Sewer: Existing city sewer facilities are adequate to serve the proposed development. ervi : New power, and telephone lines shall be placed underground where feasible, as determined by the Public Works Director. _Garhagg Di Pi -u The applicant's architect indicates that there will be no garbage dumpsters associated with either phases I or H of this project. Garbage will be kept in cans in a screened area and the cans will be wheeled to the curb -side on garbage pick up day. The applicants are encouraged to coordinate the design of the garbage facility with local solid waste and recycling handlers. REQUIRED MITIGATION MEASURES FOR Douwe & Johanna Rienstra FILE NO. 99-59 August 18, 1999 The environmental review indicates a probability of significant adverse environmental impacts from the proposal, which could be mitigated. The following mitigation measures are intended to mitigate adverse environmental impacts disclosed during SEPA review. If these recommendations are agreed upon by the proponent, issuance of a mitigated determination of Non - Si iificance is a ro riate, PRIOR ISSUANCE OF THE BUILDING PERMIT FOR THE LIPPENCOTT HOME (PHASE I) 1. To mitigate the alterations to the historic Lippencott home, the property owners will take detailed black and white photographs of exterior and interior of the home prior to beginning work on the building and provide a set of the photos or negatives to the Jefferson County Historical Society. Particular care should be taken capture images of original built in features within the home including'shelves, cabinets, etc. Photos should show joints where interior walls meet floors, where walls meet ceilings, and window and door treatments. Finally, during the demolition and construction process, if original features of the home are revealed during construction, these features should be photographed. 2. A copy of these mitigation measures shall be given to and read by the project contractor and all sub -contractors prior to beginning construction, and a list of these mitigation measures shall be E 1 prominently posted at the site in a waterproof container or bag. To mitigate impacts to bicycle parking, the final site plan must show a bicycle parking area associated with the Lippencott house. This facility may be sized for both buildings (equivalent of two racks, 10-12 bicycles) or a separate bicycle parking facility may a provided for the new mixed use office building. Bicycle parking should be located as close as possible to customer and employee entrances and covered parking is recommended. PRIOR TO CLEARING AND GRADING THE PROJECT SITE 4. If removal of soils from the site is required, the applicant shall first notify the Director of Building and Community Development (BCD) of the destination of the soil. If the destination site is within the City of Port Townsend, the BCD Director must approve the location of the site and the necessary erosion control measures associated with the soil relocation. 5. A clearing and grading permit has been submitted for phase I of the project. This permit must be approved prior to beginning clearing and grading activities. Temporary erosion and sediment control measures shall be installed as specified by the clearing and grading permit and shall be in place prior to construction. These measures shall be maintained until the city Public Works Department deems them unnecessary. 6. If earth disturbance occurs in drier months, water shall be applied as a dust suppressant. DURING CONSTRUCTION OF PHASE I 7. PHASE I: Details regarding siding, trim, colors, and roof materials will be submitted to the Port Townsend Historic Preservation Committee (HPC) for,reviewprior to installing or replacing siding and trim on the Lippencott home (phase 1). Normal repair and maintenance of existing siding is exempt from HPC review. While participation in the HPC design review process is mandatory, the recommendations of the HPC are advisory only. PRIOR TO APPLYING FOR BUILDING PERMIT FOR NEW MIXED USE OFFICE BUILDING (PHASE II) 8. BRAML Prior to applying for a building permit for the new office building the applicants will, subnn t an application for design review to the HPC for the new building. This review will include sidewalk and street furniture designs, including sidewalk bulb -outs. Pursuant to PTMC 17, 80.050, the recommendations of the HPC are advisory only and are not binding upon the applicant. This reference does not vest the applicant to advisory HPC review if this section of the PTMC is subsequently amended to require mandatory HPC review. PRIOR TO ISSUANCE OF THE BUILDING PERMIT FOR PHASE H 9. PHASE II: The application for a building permit for phase II will contain off-street parking calculations and the applicable deductions for phase H. 10. PHASE II: The applicants shall work with the Public Works Department to provide efficient 10 parking along Fillmore Street and Lawrence Streets. If it is necessary to widen the Fillmore Street right-of-way in order to accommodate head -in parking, an easement widening the right- of-way in perpetuity shall be recorded by the property owners with the Jefferson County Auditor's Office. 11. PHASE II: Prior to issuance of the building permit for phase II of the project (mixed use office building) an Engineered Stormwater Plan and design drawings meeting the requirements of the Department of Ecology's Stormwater Management Manual and the Port Townsend Engineering Design Standards must be submitted and approved by the Public Works Department. The engineered stormwater plan will show the necessary stormwater improvements and how stormwater treatment requirements will be met on-site for the entire project. PRIOR TO CERTIFICATE OF OCCUPANCY (APPLICABLE PHASING IS NOTED) 12. PHASE I: Prior to certificate of occupancy of phase I, a proposed landscaping plan must be submitted by the developer for review and approval by the Building and Community Development Director. The landscaping plan for each phase shall be approved prior to the issuance of a certificate of occupancy for that phase. The landscaping plan shall include the following details: a. Landscaping for the entire site (phases I & II) noting any phasing of the planting schedule. b. Street trees on 20 - 30 foot centers along Lawrence and Fillmore Streets. Revisions to the approved landscaping plan may also be required if the Director determines that the installed landscaping has failed to perform as designed. 13. BOTH PHASES: Landscaping as per the approved landscape plan shall be installed prior to issuance of the certificate of occupancy or a performance security shall be obtained by the Director. The installation of the landscaping may be phased according to the construction of each building (landscaping associated with phase I installed prior to certificate of occupancy on that building). The amount of the performance security shall be based upon the current cost estimate of all plant materials and landscape construction costs. The performance security shall consist of a performance bond in a form acceptable to the City Attorney and in an amount acceptable to the Director. Cash deposited in an escrow account may also be accepted by the city. All required plantings shall be installed within six months of approving the performance security. 14. BOTH PHASES: To mitigate possible light and glare impacts to adjacent properties and street rights-of-way, the applicant will submit a lighting plan for review and approval by the BCD Director. The lighting plan for each phase shall be approved prior to the issuance of a certificate of occupancy for that phase. All exterior lighting, including those used to illuminate signs, shall be pointed downward and shielded from direct observation from the air, adjacent properties, and public rights-of-way. The lighting shall be designed so as not to cause glare or light spillage to adjacent streets or other off-site properties. Revisions to the lighting may be required if the Director of BCD determines that installed lighting fails to meet the above performance standards. 11 15. BOT H-PHAM: All improvements as specified by the'9&6t and Utility Developiti nt'Prmmit and the approved shall be installed, inspected and approved by the Public Works Department prior to the final certificate of occupancy. The street improvements may be phased in the Street 'and Utility Development Permit according to those improvements associated with the frontage of each project. These improvements shall include but are not limited to water and sewer connections, on -street parking, curb, gutter, sidewalks, bus -pullout area, street trees, and stormwater facilities. GENERAL CONDITIONS APPLICABLE TO BOTH PHASES 16. To avoid environmental health hazards during construction, emergency spill and cleanup procedures shall be explained to all workers on the site and a point of contact will be designated. 17. To mitigate the impact of construction noise on adjacent residents, outside construction activities shall be limited to 7:00 a.m. to 6:00 p.m. Monday through Friday, excepting national holidays per the Port Townsend Engineering Design Standards. Any necessary exceptions must be approved in advance by the Building and Community Development Director. 18. All construction contracts shall specify that all diesel, gasoline and air -powered equipment must be properly muffled or silenced. 19. To mitigate potential impacts to archeological resources which may be discovered during excavation, work should be stopped immediately if such materials are discovered and the State Historic Preservation Officer contacted immediately. Work should not resume until approval is obtained from the Director of Building and Community Development. 20. New power and telephone lines must be placed underground where feasible, as determined by the Public Works Director. 21. If the proponent proposes to add new signage, it will be necessary to obtain a sign permit. Please contact Carol Wilson of the BCD Department at 379-3208 ext. 1126 for signage requirements. 22. All landscaping shall be continually maintained in a healthy growing condition by the property owner. Dead or dying trees, shrubs or groundcover shall be replaced immediately, and, the planting areas shall be routinely maintained. We Douwe & Johanna Rienstra, have read, understand, and accept the conditions associated with the above referenced mitigated determination of Non -Significance (MDNS). We agree to follow the above referenced Mitigated Determination of Non -Significance (NMNS). We agree to follow and carry out the conditions, exhibits, and site plans associated with the MDNS and comply with any other local, state, or federal permits required for the project. A�l Date 4 14" 6 ' V�_ �, / F 1�7 12 CITY OF PORT TOWNSEND HOUSE NUMBER APPLICATION PROPERTY OWNER U a U Ck' -4- �TD g,i F -B L3:�' O�p o So l MAILING ADDRESS t4 I' o 1';1 4AS o q pT Lu TELEPHONE NUMBER 3 Ste- S q Property to be assigned street address is located in: ¢ ow/IS I 'k, v Addition, Block �{ iv 7S' 'Pe f o r' Lot(s) 2 and faces/access is from re n- c Street Directions to the subject property: &v'd . (see attached vicinity map) HOUSE NUMBER ASSIGNED 12-33 1_g,t,j r- e h c e Date of Approval c:\forms.ss\house# qM AP �I. 4 'I� �r nw � •4 � „ �R'—M � L �11I►' � 40 rc, yORT r M CITE' OF PORT TOWNSEND W DEVELOPMENT SERVICES DEPARTMENT w INSPECTION REPORT CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU WANT THE INSPECTION. FOR MONDAY INSPECTION, CALL �BY 3:OOPM FRIDAY. DATE OF INSPECTION: �.no � PERMIT NUMBER: (d� SITE ADDRESS: CONTACT PERSON: TYPE OF INSPECTION: ❑ APPROVED ❑ APPROVED WITH CORRECTIONS Ok to proceed. Corrections will be checked at next inspection ._ Inspector... i Date Acknowledgement Date PHONE: ❑ NOT APPROVED Call for re -inspection before proceeding. Approved plans and permit card must be on-site and available at time of inspection. A re -inspection fee may be assessed if work is not ready for inspection. VORT CITY OF PORT TOWNSEND Z DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT �CALL THE INSPECTION LINE AT 360-385-2294 BY 3:OOpm THE DAY BEFORE YOU WANT THE INSPECTION. FOR MONDAY INSPECTION, CALL BY 3:OOPM FRIDAY„ DATE OF INSPECTION: w PERMIT NUMBER:_Zli — �--� SITE ADDRESS: '. CONTACT PERSON: TYPE OF INSPECTION: l PHONE: N „❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re -inspection before checked at next inspection proceeding. Date Inspector �� " �._... Acknowled en ent Date Approved plans and permit card must be on-site and available at time of inspection. A re -inspection fee may be assessed if work is not ready for inspection. VORT CITY OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT WA CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU WANT THE INSPECTION. FOR MONDAY INSPECTION, CALL BY 3:OOPM FRIDAY. DATE OF INSPECTION:* 121 PERMIT NUMBER:, j/P� e �� I � I - - SITE ADDRESS: 2.,.JAJ k.rAc CONTACT PERSON: PHONE: TYPE OFbNSPECTION: r c A L,L--, N L_1'1j - ---------- 0 APPROVED El APPROVED WITH El NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re -inspection before checked at next inspection proceeding. 1-1747-V 1/_ ?� Inspector --- .. .... cez—, Date t L Acknowledgement Date Approved plans and permit card must be on-site and available at time of inspection. A re -inspection fee may be assessed if'work is not ready for inspection. VORT CITY OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want the inspection. For Monday inspections, call by 3:00 PM Friday. DATE OF INSPECTION: "';.� PERMIT NUMBER: SITE ADDRESS: PROJECT NAME: CONTACT PERSON: TYPE OF INSPECTION: CONTRACTOR: PHONE: �. ❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED CORRECTIONS °aw. •-"° Ok to proceed. Corrections will be Call for re -inspection before checked at next inspection proceeding. .... .. . . . .. .. . i 5 _ ��427 Inspector ' Date Approved plans and permit card must be on-site and available at time rf'hsPeci'i�o n, A. re -inspection fee may be assessed if'work is not ready for inspection. VORT CITY OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT WA CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU WANT THE INSPECTION. FOR MONDAY INSPECTION, CALL BY 3:OOPM FRIDAY. DATE OF INSPECTION: PERMIT NUMBER: Z_ SITE ADDRESS: 2_ ze'� CONTACT PERSON: TYPE OF INSPECTION: /4j A.) IS dt-b-177"d PHONE: 0 APPROVED [I APPROVED WITH 0 NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re -inspection before checked at next inspection proceeding. Inspector .1 I/C Date Acknowledgement Date Approved plans and permit card must be on-site and available at time of inspection. A re- inspection fee may be assessed if work is not ready for inspection. poor rod CITY OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT �a For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want the inspection. For Monday inspections, call by 3:00 PM Friday. DATE OF INSPECTION:, " 'f PERMIT NUMBER: SITE ADDRESS: _.-T _4-LjajHmo&,, !�a-_, cr— PROJECT NAME: CONTRACTOR: CONTACT PERSON: PHONE: P TYPE of INSPECTION: ., L`� may; :::4 914j) ........................... ... . . . ...... ❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re -inspection before checked at next inspection proceeding. Inspector p Date. . . . . . . . . . ........................... . . .................... �a Approvedplans andpermit card must be on-site and available at time of inslwelion. A re -inspection fee may be assessed if work is not ready for inspection. AT CITY OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want P P the inspection. For Monday inspections, call by 3.00 PM la r wda 1 06 DATE OF INSPECTION: PERMIT NUMBER:&J " SITE ADDRESS•� PROJECT NAME:CONTRACTOR: CONTACT PERSON: PHONE: TYPE OF INSPECTION: , "` V1 /,/, a 1r � f:G APPROVED ❑ APPROVED WITH ❑ NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re -inspection before checked at next inspection proceeding. Inspectora *� Date ' �� _�. Approved plans and permit card must be on-site and available at time of inspection. A re -inspection fee may be assessed if work is not ready for inspection. Grace Residential Building Materials GRACE ' "YCGR® PLUS Self -adhered flashing Moisture Control is the First Step to Mold Control Water from both exterior and interior sources is among the worst enemies of building struc- tures. When water enters the wall system and remains there for a long time, it creates a favorable environment for the development of rot, mold and mildew. Proper waterproofing and flashing practices are necessary to ensure high quality, long-lasting construction. Repairs of rot and mold are major concerns for homebuilders, contractors, architects, and homeowners. Not only are such repairs diffi- cult, but they are also extremely costly. Window and door openings, deck -to -wall intersections, foundation sill plates, corners, and other penetration areas are the most common water entry points. A self -adhered flashing membrane, properly integrated with the other elements of the building structure, creates a barrier to water entry and a drainage plane for water to drain out of the wall. Product Advantages • Available with Ripcord® split release on demand • Easier and faster to install correctly • Improved product performance • Proper integration with housewrap/ other weather -resistive barriers • Reduces the risk of rot and mold development Grace Vycor® Plus, a high performance self - adhered flashing membrane, provides premium protection against water infiltration in all critical non -roof detail areas, that tradi- tional building papers, felts and housewraps cannot match. When properly installed, it can reduce the risk of rot and mold development, often associated with costly call-backs. ICBO APPROVED! Product Description Grace Vycor Plus self -adhered flashing is composed of durable, cross -laminated, high- density polyethylene sheet, backed by an aggressive, pressure -sensitive rubberized asphalt adhesive. Grace Vycor Plus is available in a range of widths: 4 in. (100 mm), 6 in. (150 mm), 9 in. (225 mm), 12 in. (300 mm) and 18 in. (450 mm) to accommodate a variety of job requirements. Ripcord is available in 6 in. (150 mm), 9 in. (225 mm) and 12 in. (300 mm) wide membranes. Features & Benefits Ripcord—With the sophistication of construction practices it becomes a must to follow the proper sequencing principles. Ripcord offers the flexibility to install half the membrane before and the other half after the other building envelope components are installed, i.e. housewrap or felt. Only in this way are the proper installation principles followed. Easy to work with—Membrane installation is fast and easy—simply remove the release paper and press onto the substrate. With Grace Vycor Plus contractors can flash more windows with better quality. Superior adhesion capabilities— The membrane creates a strong bond to the substrate for long-lasting waterproofing protection. Seals around fasteners—The specially formulated rubberized asphalt adhesive seals around fasteners, allowing no water to pene- trate and get to the substrate. Forms water -tight laps—Grace Vycor Plus' superior adhesion properties ensure strong laps, even in seams in the flashing. Measurement markings—The membrane surface is clearly marked at every 6 in. (150 mm) and 12 in. (3 00 mm) intervals to facilitate the installation procedure. Highly conformable and flexible— Can accommodate settlement and shrinkage movement. Proven track record—Grace Vycor Plus employs the same proven technology as our Grace Ice & Water Shield® the market leader in self -adhered underlayments for over 30 years. Long-lasting waterproofing protection— Both the polyethylene film and the specially -formulated rubberized asphalt components create a water and moisture barrier that does not degrade from the effects of the environment. Usage Grace Vycor Plus is a unique solution, appro- priate for working around a number of detail areas, including, but not limited to: • Window and door openings (headers, sills, jambs, thresholds, nailing flanges) • Deck -to -wall intersections • Corner boards • Wall-to-wall tie-ins • Foundation sill plates • Sheathing panel seams • Under stucco finishes • Masonry walls • Other non -roof detail areas Application Instructions Surface Preparation Apply Grace Vycor Plus in fair weather when the air, surface and membrane are at temperatures of 25°F (-4°C) or higher. After precipitation, allow a minimum of 24 hours for drying before installing the flashing. Install directly onto a clean and dry surface. Some compatible substrates include wood, plywood, oriented strand board, metal, concrete and masonry. Remove dust, dirt, and loose nails. Protrusions must be removed. Surfaces shall have no voids, damaged, or unsupported areas. Repair surfaces before installing the membrane. Product Data Property Grace Vycor Plus Product thickness 25 mil (0.64 mm) Carrier film Cross -laminated HDPE Adhesive Rubberized asphalt Release liner Paper Color Black -Gray Recommended 30 Days exposure limit Roll width(s) 4 in. (100 mm) 6 in. (150 mm) 9 in. (225 mm) 12 in. (300 mm) 18 in. (450 mm) Roll length(s) 75 ft (22.9 m) 75 ft (22.9 m) 75 ft (22.9 m) 75 ft (22.9 m) 75 ft (22.9 m) Rolls per carton 18 12 6 6 2 Shipping weight 74 lbs (33 kg) 74 lbs (33 kg) 56 lbs (25 kg) 74 lbs (33 kg) 36 lbs (16 kg) Cartons per pallet 30 30 30 30 35 Priming is generally not required for most substrates provided they are clean and dry. However, on concrete, masonry and DensGlass Gold®, apply Perm-A-Barrier®WB Primer. If adhesion is found to be marginal, prime wood composition and gypsum sheath- ing also with Perm -A -Barrier WB Primer. The coverage rate for Perm -A -Barrier WB Primer is 250-350 ft2/gal (6-8 m2/L). Allow primer to dry completely, approximately 1 hour depending on weather conditions, before application of flashing. Membrane Installation Using the 6 in. (150 mm) and 12 in. (300 mm) measurement markings, cut the membrane to the desired length. Peel back the release paper to expose the adhesive. Align the membrane and press into place with heavy hand pressure. Laps must be a minimum of 3 in. (75 mm). Mechanically fasten the membrane at all vertical terminations. Use only smooth shank fasteners. Consistent with good construction practice, install the membrane such that all laps shed water (following the shingle principle). The top membrane layer should go over the bottom layer. Always work from the low point to the high point. When needed, use Ripcord to split the release paper and adhere half of the membrane, while leaving the other half with the paper on. This is required when flashing a window sill before the house- wrap/weather resistive barrier is installed. Precautions & Limitations Grace Vycor Plus is designed for critical NON -ROOF flashing details. The membrane is slippery—DO NOT install on the roof, DO NOT walk on the membrane. Do not leave the product permanently exposed to sunlight. Maximum recommended exposure time is 30 days. Due to its slight asphaltic odor, apply this product where the membrane is not exposed to interior living space. Grace Vycor Plus should not be used in hot desert areas in the southwestern United States. Grace Vycor Plus is not compatible with flex- ible PVC. Contact window manufacturer for specific application instructions required when using a bituminous -based flashing. Certain metal window applications with inte- gral nail fm may have specific limitations. Some solvents in certain caulking may be incompatible with the adhesive in Grace Vycor Plus. For more information, check with your local Grace representative. Approvals ICBO approved as a Flashing Material (Report ER -6141). Key Details for Grace Vycor Plus For most recent and additional details, consult our web site at www.graceconstruction.com Flanged Window Flashing Installation AFTER Weather -Resistive Barrier Half Round Window Option 1 — Low to Moderate Exposure Flanged Window Flashing Installation BEFORE Weather -Resistive Barrier Option 1 — Low Exposure Half Round Window Option 2 — Severe Exposure Flanged Window Flashing Installation BEFORE Weather -Resistive Barrier Option 3 — Severe Exposure � Exterior Sliding Door with Deck 6_ Foundation Sill Plate Outside Corner Inside Corner Option 1 www.graceathome.com www.graceconstruction.com For technical assistance call toll free at 866-333-3SBM (3726) Vycor, Grace Ice & Water Shield, Perm -A -Barrier and Ripcord are registered trademarks of W. R. Grace & Co.—Conn. DensGlass Gold is a registered trademark of Georgia-Pacific Corporation. We hope the information here will be helpful. It is based on data and knowledge considered to be true and accurate and is offered for the users' consideration, investigation and verification, but we do not warrant the results to be obtained. Please read all statements, recommendations or suggestions in conjunction with our conditions of sale, which apply to all goods supplied by us. No statement, recommendation or suggestion is intended for any use which would infringe any patent or copyright. W. R. Grace & Co.—Conn., 62 Whittemore Avenue, Cambridge, MA 02140. In Canada, Grace Canada, Inc., 294 Clements Road, West, Ajax, Ontario, Canada L1S 3C6. This product may be covered by patents or patents pending. Copyright 2007. W. R. Grace & Co.—Conn. TP -083L Printed in U.S.A. 3/07 FA/LI/1M �.... ` ^` I ^ , ^ � .®\ . ....... ........... � The miracle of Bien e VE\3!0 2 Table of Contents ApplicableProducts ............................................ ......... ............. ..... ................... ...,,....... ..... . ,.,......,...,, ,. ............. --2 RecommendedMaterials ............................... .. ......... ...... ,........ .... , ...,............. , .................. ...........2 CodeRequirements ............................... ................. ..,...... ....,,... ,......., .,..,.... ,......., ......... ....,...,,.... .........3 GeneralInstructions .................................... --- ....... ........ ... ....... ......... ...... ................... ...........,,..,3 SpecialConsiderations . .......... --- .... ...................... ........ ....... .......... .......... .......... ........, ....., ...,....,............3 InstallationInstructions ................................ ...„ ..................... ......... .. ,,,.,..,. .... ..... ......._.. ......... ......,.........4 Continuity 9ftx100ft Terminations................. .......... ... .................. ...... ......,.. ......... ...........,.... , . 6 GableEnds............................................................... ......... ............ ..,... ...., .... ......... .....,.,. 6 CantileverFloors .................................................... ........ ........ .............. .... ......,.. ................. , ........ ..............6 Penetrations....................................................................... ....... .............. ......... ............. .... ........ 7 Handling Tears and Holes .... ........ ....... ..... . ...,. .....,... , ..,..... .............,.7 TiltWalls .......................................... ........... ................... ......... ............. ......... ............................8 DuPont' Flashing Systems Integration .......................... ......... ........ . .......... ........ ....... ........ ..... ...........................9 FagadeConsiderations ...................................... ......... ......... ....... ...,.... ,..,. ,..,.................10 Addendum: Use of Temporary Fastening Methods— ............. ....... ,a................. ...... ................. 11 Applicable Products W t r- wm tiiiv I13airri wir W-11 ) PRODUCT DIMENSIONS AREA DuPont"" Tyvek® HomeWrap® 3 ft x 100 ft 300 sq ft 3ftx165ft 495sgft DuPontf'Tyvek® Metallized Tape 5ftx200ft 1,000sgft DuPontf'Tyvek® Wrap Caps for 9ftx100ft 900sgft Crossfire® Cap Stapler 9 ft x 150 ft 1,350 sq ft DuPont'" Tyvek® Wrap Caps for 10 ftx 100 ft 1,000 sq ft Stinger'" Cap Hammer 10 ft x 150 ft 1,500 sq ft DuPont" Tyvek® StuccoWrap• 5 ft x 200 ft 1,000 sq ft DuPont'" Tyvek' DrainWrap'" 9 ft x 125 ft 1,125 sq ft 10 ft x 125 ft 1,250 sq ft DuPont" Tyvek® ThermaWrap'" 5 ft x 150 ft 750 sq ft 9ftx100ft 900sgft DuPont" Tyvek® CommercialWrap• 5 ft x 200 ft 1000 sq ft 10 ft x 125 ft 1250 sq ft fin tailll tmDmm Accessorlies PRODUCT TYPE QUANTITY DuPont" Tyvek' Tape 2" Bulk Pack 36 rolls/case 3" Bulk Pack Dispenser 24 rolls /case DuPontf'Tyvek® Metallized Tape 2" x 100' Rolls 12 rolls/case DuPontf'Tyvek® Wrap Caps for 16 gauge; available in 2000 per box Crossfire® Cap Stapler 7/8", 1-1/4", and 1-1/2" lengths DuPont'" Tyvek® Wrap Caps for 16 gauge; 3/8" length 2016 per box Stinger'" Cap Hammer Recommended Materials • DuPont" Tyvek® Water -Resistive Barrier • DuPont'' Tyvek® Tape • DuPont'" Tyvek® Wrap Caps or Recommended Fasteners (see step 3) • DuPont"" Weatherization Sealant or compatible Caulks and Sealants — See the DuPont Building Science Bulletin "Compatibility Guidelines for Building Sealants" for additional guidance Copyright 02008 E. I. du Pont de Nemours and Company. All Rights Reserved. 2 V.2 Water -Resistive Barrier (WRB) Code Requirements The 2006 International Building Code (Section 1403.2) and the 2006 International Residential Code (Section R703.1) require a water -resistive barrier behind the exterior veneer. This water -resistive barrier must be equivalent to ASTM D226 Type 1 #15 Felt. DuPont" Tyvek® water -resistive barriers exceed the performance of ASTM D226 felt and are recognized as water - resistive barriers by the following code evaluation reports: • ICC -ES Legacy Report ER -4000: DuPont" Tyvek® HomeWrap®, DuPont" Tyvek® StuccoWrap®, DuPont" Tyvek® DrainWrapT" • ICC -ES Legacy Report 98-46: DuPont" Tyvek® HomeWrap®, DuPont- Tyvek® StuccoWrap®, DuPont" Tyvek® DrainWrapT" • ICC -ES Legacy Report NER-642: DuPont' Tyvek® HomeWrap®, DuPont`" Tyvek® StuccoWrap®, DuPont" Tyvek® DrainWrap'" • ICC -ES Legacy Report 95105D: DuPont- Tyvek® HomeWrap®, DuPont- Tyvek® StuccoWrap®, DuPont- Tyvek® CommercialWrap® • ICC -ES ESR -1993: DuPontT" Tyvek®ThermaWrapT" General Instructions The most effective time to install DuPont'" Tyvek® water -resistive barriers is when: • walls are constructed • roof sheathing is installed • step flashings and kickout flashings are installed • BEFORE the windows and doors are set If you want to install windows and doors prior to the water -resistive barrier, please refer to the DuPontT" Flashing Systems Installation Guidelines, Flashing BEFORE water -resistive barrier section which will direct you back to this guide at the appropriate step. If the house has windows and doors already installed and they are flashed be sure to integrate the WRB by following the DuPont- Flashing Systems Integration section in this guide. Note: If DuPontT"' FlexWrapTm and apron are used, install the WRB under the apron with DuPont' Tyvek® and ensure proper shingling. If a non -self adhering sill flashing product is used, please maintain proper shingling. Special Considerations 1. DuPontT" Tyvek® StuccoWrap- and DuPontT" Tyvek® DrainWrap- shall be installed with drainage grooves vertical, going up and down. 2. To help optimize the installed R -Value benefits of DuPont" Tyvek® ThermaWrap- it should be installed with shiny, metallic side facing towards a clear 3/ inch minimum airspace. Without an airspace, DuPont- Tyvek® ThermaWrap- will still act as a water -resistive barrier. 3. DuPont requires that DuPont' Tyvek® HomeWrap®, DuPont' Tyvek® StuccoWrap®, DuPont- Tyvek® DrainWrap- and DuPont- Tyvek® ThermaWrap-be covered within 4 months (120 days) of its installation. DuPont' Tyvek® CommercialWrap® must be covered within 9 months (270 days) of its installation. Copyright 02008 E. I. du Pont de Nemours and Company. Ali Rights Reserved. 3 v.2 Installation Instructions Start at the bottom of the structure to ensure proper shingling occurs throughout the installation. Proper shingling is required to provide for water shedding and to prevent water entering the wall system. STEP 7 UNWRAP roll at corner, leaving 6" to 12" inches vertical overlap. Printed stud marks are available on some DuPont'' Tyvek® products to aid in aligning with the studs. (e.g. studmarks are 8" apart for DuPont" Tyvek® HomeWrap®) STEP 2 Roll should be plumb. Bottom edge of roll should extend over sill plate interface at least 2". For maximum air leakage reduction (when installing as an air barrier), seal wrap at the bottom of the wall with sealant (i.e. DuPont- Weatherization Sealant), DuPont- Tyvek® Tape, or DuPont'" StraightFlash'". Extend to bottom of sill plate for slab on grade foundations. For stucco exteriors integrate with weep screed. STEP 3 Secure DuPont" Tyvek® water -resistive barrier to the stud. Fasteners should be spaced no closer than 6" and no further than 18" on vertical and horizontal stud lines. Use one or more of the recommended fasteners below for use with DuPont'" Tyvek® water -resistive barriers: • DuPont" Tyvek® Wrap Cap nails • DuPont" Tyvek® Wrap Cap screws • DuPont" Tyvek® Wrap Cap Staples for Stinger' • 1.0 inch minimum crown staples (except when installing DuPont'" Tyvek® over foam sheathing) Please see the Addendum: Use of Temporary Fastening Methods in this guide for more information on alternative fastening schedules and requirements. Note: Do not fasten within 9" of rough opening head. STEP 4 Unroll directly over windows and doors. Upper layer of water -resistive barrier should overlap bottom layer of WRB by a minimum of 6". Refer to the DuPont' Flashing Systems Installation Guidelines to prepare and flash window and door opening. Note: If windows are already installed, the DuPont'" Tyvek® water -resistive barrier shall be integrated with proper shingling with window flashings. If DuPont'" FlexWrap'" and apron are used, install the water -resistive barrier under the apron to ensure proper shingling. If non -self adhering sill flashing is used, install the water -resistive barrier under the bottom of the sill flashing to maintain proper shingling. STEP 5 All vertical seams shall be taped with DuPont- Tyvek® Tape. • For maximum air penetration resistance, when installing as an air barrier, all horizontal seams shall also be taped. Taping all vertical and horizontal seams, and taping or sealing all terminations (including, but not limited to, roof -wall interfaces and sill plates) is part of the requirement to obtain the DuPont"" Tyvek® Products Material and Labor Residential 10 -year Limited Warranty. Recommend three inch (3") DuPont'" Tyvek® Tape when taping horizontal laps for DuPont' Tyvek® StuccoWrap- and DuPontt' Tyvek® DrainWrap-. DuPont' Tyvek® Metallized Tape is required for taping DuPont'' Tyvek® ThermaWrap". STEP 6 After water -resistive barrier is installed refer to the DuPontTm Flashing Systems Installation Guidelines to prepare and flash windows and doors. Copyright 02008 E. I. du Pont de Nemours and Company. All Rights Reserved. Q v.2 Copyright 02008 E. I. du Pont de Nemours and Company. All Rights Reserved. 5 v.,2 Continuity "fe-rirnfin ations It is important to maintain the continuity of the water - resistive barrier from top to bottom with proper shingling. Continue wrapping all the way up the structure. The entire wall surface shall be wrapped, including unconditioned spaces. Lap DuPont" Tyvek® over all flashing (e.g. wall to roof intersections and thru-wall flashings). Weep screeds and expansion joints need to be integrated with flashings and the water -resistive barrier. Minir allbie Ends Continue to wrap and cut away the excess WRB to completely cover the Gable End. V-12" Overlap Lap DuPont- Tyvek® over all flashing (e.g. wall to roof intersections and thru-wall flashings). Cantilever Floors Wrap the DuPont' Tyvek® under and up the Cantilever floor and fold the DuPont- Tyvek® up the sides of the Cantilever wall a minimum of 6". Tape all corners. Top layer of WRB should go over bottom layer a minimum of 6". Note: Get the inside corner as tight as possible using a 1x4 or similar. Copyright 02008 E. I. du Pont de Nemours and Company. All Rights Reserved. 6 v.2 Penetrations There are many types of penetrations including dryer vents, bathroom exhaust fans, exterior electrical outlets, exterior lights, gas lines, etc. Seal the DuPont" Tyvek® around all electrical, HVAC and plumbing penetrations with DuPont- Weatherization Sealant, DuPont- Tyvek® Tape, or DuPont" Flashing Systems products. Start taping or flashing at bottom of penetrations, shingling upper tape over bottom tape. Products that have flanges should be integrated into the water -resistive barrier using DuPont" Tyvek® Tape or DuPontT" Flashing Systems products. Y j"O ;i f'p CopyOgW W008 C, d. dim Pow aim Cerrtrpanyn All num "Tyvek° rlap 7 Handling Tears and Holes During the course of installing the WRB, minor tears may occur. Be sure to tape all tears. Tears can easily be covered with DuPontT" Tyvek® Tape (2" or 3") or DuPont' Flashing Systems products. Larger holes (greater than 1 ") may require you to cut a piece of DuPont'" Tyvek® WRB to cover the hole. Keep in mind shingling. Make a cut 2" above the hole and extending a minimum of 2" on each side of the hole. Measure and cut a piece of DuPont" Tyvek®. Tuck the cut piece of DuPont- Tyvek® underneath the tear. Tape along the perimeter by starting at bottom of tear, shingling Upper tape over bottom tape. Tears Holes I in num v.2 Tilt Wall Instructions STEP 7 Unroll and secure DuPontT'Tyvek® WRB over the wall section. Leave enough lap to ensure a minimum 6" overlap of the WRB on all sides except top of the wall. These flaps allow for a DuPont'" Tyvek®-to-DuPontT" Tyvek® seal with adjacent sides. Make sure the stud marks printed on the DuPont- Tyvek® line up with the first stud and that the roll is plumb. STEP 2 When starting a wall section, fold the beginning side flap over the vertical side of the stud and secure. Trim off excess. Ensure that the bottom flap overhangs enough so that, when the wall is tilted upright, it overlaps the sill plate. STEP 3 As each wall section is raised, ensure that the bottom flaps overlap the sill plate and that the side flaps are on the exterior of the house. , L ?� s Ai+ STEP 4 Fasten the side flaps and secure the bottom flap to the foundation. For maximum air leakage reduction (when installing as an air barrier), seal wrap at the bottom of the wall with DuPont'" Weatherization Sealant, DuPont"" Tyvek® Tape or DuPontT" StraightFlashT'". STEP 5 All vertical seams shall be taped with DuPontT" Tyvek® Tape. For maximum air penetration resistance, when installing as an air barrier, all horizontal seams shall also be taped. Taping all vertical and horizontal seams is part of the requirement to obtain the DuPont- Tyvek® Products Material and Labor Residential 10 -year Limited Warranty. Recommend three inch (3") DuPont' Tyvek® Tape when taping horizontal laps with DuPontT" Tyvek® StuccoWrap® and DuPont- Tyvek® DrainWrapT". DuPontT" Tyvek® Metallized Tape is required for taping DuPontT"" Tyvek® ThermaWrapT". STEP 6 After water -resistive barrier is installed refer to the DuPontTm Flashing Systems Installation Guidelines to prepare and flash windows and doors. Copyright 02008 E. I. du Pont de Nemours and Company., All Rights Reserved. 8 v.2 DuPont"' Flashing Systems Integration If windows and doors have not been installed reference the DuPontTm Flashing Systems Installation Guidelines to prepare the rough opening. If windows and doors are already flashed, then follow these last 2 integration steps to tie the water -resistive barrier into the flashing. STEP 1 A. Verify that the water -resistive barrier is properly shingled with the bottom of the apron. B. Cut as shown to expose window and apron. DO NOT CUT THROUGH DUPONT" FLEXWRAP- OR APRON. Copyright ©2008 E. I. du Pont de Nemours and Company. All Rights Reserved. 9 STEP 2 A. Tape all seams as shown. DO NOT TAPE at bottom of window. B. At the head, continuous tape seams as shown with DuPont'" Tyvek® Tape; if an air barrier is not required or if additional drainage is desired, then skip -tape at the head, v.2 1 DO NOT CUT! I through DuPont- FlexWrap— orapron. Copyright ©2008 E. I. du Pont de Nemours and Company. All Rights Reserved. 9 STEP 2 A. Tape all seams as shown. DO NOT TAPE at bottom of window. B. At the head, continuous tape seams as shown with DuPont'" Tyvek® Tape; if an air barrier is not required or if additional drainage is desired, then skip -tape at the head, v.2 Facade Considerations Water -resistive barrier performance is dependent upon the ability of the facade to drain. You must consider the following for specific fagades. Stucco When stucco is installed over wood -based sheathing the 2006 International Building Code (Section 2510.6) and the 2006 International Residential Code (Section R703.6.3) require "a water -resistive vapor -permeable barrier with a performance at least equivalent to two layers of Grade D paper" or a layer of water -resistive barrier which is separated from the stucco by an "intervening layer". When two layers are required by code and DuPont'" Tyvek® water -resistive barriers are used behind stucco they should be separated from the stucco by a second layer of DuPont" Tyvek® water -resistive barrier, a layer of Grade D building paper, felt, rigid foam board or the paper backing of paper -backed lath. The first layer (directly over sheathing or studs) serves as the wall system's water -resistive barrier and is integrated with window and door flashings, the weep screed at the bottom of the wall and any through -wall flashings or expansion joints, Lath shall be installed over the intervening layer in accordance with ASTM C1063-03 Standard Specification for Installation of Lathing and Furring to Receive Interior and Exterior Portland Cement -Based Plaster and applicable codes. Rigid foam board, when installed over DuPont" Tyvek® water -resistive barrier as an intervening layer, will provide enhanced structural support to the DuPont'" Tyvek® layer and if installed within 24 hours of the DuPont- Tyvek® layer may reduce the required number of fasteners used for the attachment of the DuPont'" Tyvek® water -resistive barrier. Brick The 2006 International Residential Code (Section R703.7.4.2) requires a nominal 1 inch airspace separating the brick from the water -resistive barrier. The Brick Industry Association recommends a 1 inch air -space in front of wood stud construction and a 2 inch air -space in front of steel stud construction. Consistent with these requirements and recommendations, DuPont'" Tyvek® water -resistive barriers shall be separated from the brick veneer by a nominal 1 inch air -space. Window and door flashing, and through -wall flashing shall be integrated with the DuPont'' Tyvek® layer ensuring proper shingling. For maximum moisture management and drying of the wall system the airspace in front of the DuPont'" Tyvek® shall be vented to the exterior at the top and bottom of the wall. Some types of brick ties will act as additional fasteners for water -resistive barriers, and, if installed within 24 hours of the DuPont" Tyvek® layer may reduce the required number of fasteners used for the initial attachment of the DuPont' Tyvek® water -resistive barrier. Stone Veneer The 2006 International Building Code (Section 1405.6) requires two layers of water -resistive barrier behind stone (natural, manufactured, synthetic) veneers over wood frame construction. When two layers are required by code and DuPont" Tyvek® water -resistive barriers are used behind stucco, they should be separated from the stone and mortar by a second layer of DuPont'" Tyvek® water -resistive barrier, a layer of grade D building paper, felt, rigid foam board or the paper backing of paper -backed lath. The first layer (directly over sheathing or studs) serves as the wall system's water -resistive barrier and shall be integrated with window and door flashings, the weep screed at the bottom of the wall and any through -wall flashings or expansion joints. Wood Siding DuPont" Tyvek® water -resistive barriers and wood siding shall be installed according to manufacturer's instructions, industry standards and applicable codes, As recommended by the Western Red Cedar Lumber Association and U. S. Forest Product Laboratory, wood siding should be primed on all six sides before installation„ In high exposure installations, enhanced drainage and water management may be provided by using DuPont' Tyvek® DrainWrap-, by installing a drainage mesh over the water -resistive barrier or by creating rainscreen cladding with a larger airspace behind the siding using furring strips. If furring is installed over DuPont'" Tyvek® water -resistive barrier to create a rainscreen, the primary fastener spacing can exceed 18". IFilbeir Cement Sidling DuPont'" Tyvek® water -resistive barriers and fiber cement siding shall be installed according to manufacturer's instructions, industry standards and applicable codes. In high exposure installations, enhanced drainage and water management may be provided by using DuPont- Tyvek® DrainWrap'" by installing a drainage mesh over the water -resistive barrier or by creating rainscreen cladding with a larger airspace behind the siding using furring strips. If furring is installed over DuPont- Tyvek® water -resistive barrier to create a rainscreen, the primary fastener spacing can exceed 18". Vinyl Siding Vinyl Siding is installed directly over DuPont- Tyvek® water -resistive barriers. Vinyl siding shall be installed in accordance with manufacturer's instructions, industry standards and applicable codes, including ASTM D4756-06 Standard Practice for Installation of Rigid Poly(Vinyl Chloride) (PVC) Siding and Soffit.. Copyright ©2006 E. I. du Pont de Nemours and Company. All Rights Reserved, 10 v.2 DuPontTm Tyvek® Water -Resistive Barrier Residential Installation Guide Addendum: Use of Temporary Fastening Methods Fastener selection and fastening schedule is a function of holding power during exposure and durability while in service. DuPont installation guidelines require the use of cap fasteners (nail, staple and screw) and 1 " crown staples as the means for permanently attaching DuPont— Tyvek® water -resistive barriers. In addition to fastener selection, DuPont requires a permanent fastener schedule between 6 to 18 inches, anchored to the studs.* These fasteners and schedule are considered a permanent means of attachment and provide substantial holding power during exposure and in the case of cap fasteners, provide additional protection against moisture and air infiltration at the fastener locations particularly for cladding applications that are in intimate contact with the water -resistive barrier or provide minimal drainage. These fastening guidelines minimize the number of penetrations while maintaining a balance of product durability during exposure. Sheathing, except for structural OSB and structural plywood, is not a fastening base and should not be relied on as the fastening base. This includes but is not limited to foam, fiberboard and plaster sheathing materials. Use of recommended permanent fasteners at reduced schedules, other mechanical fasteners such as smaller staples (slap staples) and adhesives are considered temporary fastening methods because they do not have substantial holding power and may not provide adequate durability while in service. Temporary fasteners should not be relied upon to permanently attach a water -resistive barrier. Because these fasteners have limited holding power, they are not supported by DuPont as the primary means of attachment. Temporary fastening methods can be used if the following guidelines are followed: • Temporary fastening methods shall only be used to tack the DuPont'' Tyvek® in place when a permanent fastener is installed immediately after the temporary fasteners are installed. In this case, permanent fasteners include cladding fasteners such as brick ties, lath fasteners for traditional stucco, external foam board fasteners, or siding installed with nails. Cladding shall be installed according to applicable building codes and industry standards. Copyright 02008 E. I. du Pont de Nemours and Company. All Rights Reserved. • When using adhesives, vertical strips are acceptable spaced approximately every 24 to 36 inches or along every other stud line. Vertical strips may be applied at the sheathing outer face or directly to the studs for open stud construction. When using adhesives, care must be taken to not cover the surface excessively since this may impact the vapor permeability of the wall system in that region. Adhesives should be evaluated for compatibility to DuPont- Tyvek® water -resistive barriers. • When using temporary mechanical fasteners, they should be used minimally to tack the water resistive barrier in place. Small staple fasteners are acceptable with OSB, plywood and exterior gypsum sheathing only. Small staple fasteners should not be used with fiberboard or foam sheathing. Temporary fastener schedule should not exceed 4 fasteners per square yard. Tape all tears and localized damage. For larger holes (greater than 1 ") follow DuPont' Tyvek® Water -Resistive Barriers Installation Guidelines. • Only capped temporary fasteners shall be used with 3 -coat stucco and stone veneer applications unless an intervening layer is used. Selection and use of temporary fastening methods is an option dependent on building schedule, cladding options and local building practices. If temporary fasteners are used per this guideline, DuPont will provide a 10 -yr limited product replacement or materials and labor warranty.** * For more detail on installation guidelines, please refer to the DuPontf' Tyvek® Water -Resistive Barriers Installation Guidelines at www.construction.tyvek.com. ** For more detail on the DuPont 10 -yr limited product replacement or materials and labor warranty, please refer to the DuPont 10 -yr limited product replacement or materials and labor warranties detailed at www.Construction.Tyvek.com. Note: These Temporary Fastening Guidelines are subject to change based on new technology or testing information and may be superseded at any time. It is always important to follow the latest guidelines which may be found on www.construction.tyvek.com. 11 v2 Technical Specifications DuPont'" Tyvek® WRBs used in construction products is made from 100% flash spunbonded high density polyethylene fibers which have been bonded together by heat and pressure, without binders or fillers, into a tough, durable sheet structure. Additives have been incorporated into the polyethylene to provide ultraviolet light resistance. DuPont requires that DuPont'" Tyvek® WRBs be covered within four months (120 days) of installation. DuPont"" Flashing Systems products are made from a synthetic rubber adhesive and a laminate of polyethylene film, elastic fiber, synthetic rubber adhesive, polyurethane adhesive, and a top sheet of flash spunbonded high density polyethylene fibers. Additives have been incorporated into these materials to provide ultraviolet light resistance. DuPont requires that DuPont'"' Flashing Systems products be covered within four months (120 days) of installation. Warning DuPont— Tyvek® WRBs are slippery and should not be used in any application where it will be walked on. In addition, because it is slippery, DuPont recommends using kickjacks or scaffolding for exterior work above the first floor. IF ladders must be used, extra caution must be taken to use them safely by following the requirements set forth in ANSI Standards 14.1, 14.2 and 14.5 for ladders made of wood, aluminum, and fiberglass, respectively. DuPont— Tyvek® is combustible and should be protected from a flame and other high heat sources. DuPont— Tyvek® will melt at 275°F (135°C) and if the temperature of DuPont— Tyvek® reaches 750°F (400°C), it will burn and the fire may spread and fall away from the point of ignition. For more information, call 1-800-44-Tyvek. DuPont— Flashing Systems products and their release paper are slippery and should not be walked on. Remove release paper from work area immediately. DuPont— Flashing Systems products will melt at temperatures greater than 250°F (121°C). DuPorrt— Flashing Systems products are combustible and should be protected from flame and other high heat sources. DuPontm Flashing Systems products will not support combustion if the heat source is removed. However, if burning occurs, ignited droplets may fall away from the point of ignition. For more information, call 1-800-44-Tyvek. DuPont"m Weatherization Sealant is irritating to skin, eyes, and respiratory tract. For proper usage, follow directions stated on the product label. For health information, refer to the Material Safety Data Sheet or call Chemtrec at 1-800-424-9300. For more information about DuPont— Tyvek`k'1ltloatMerizatoon Systems, pjea.so call 1-800-44-Tyvek or visit us at www.Constructian.Tyvek.com Note When installed in conjunction with other building materials, DuPontf' Flashing Systems products must be properly shingled with these materials, such that water is diverted to the exterior of the wall system. DuPont'"' Tyvek® products are WRBs and not the primary water barrier (the outer facade is the primary barrier). You must follow fagade manufacturer's installation and maintenance requirements for all facade systems in order to maintain water holdout properties and ensure performance of DuPont' Tyvek®. Use of additives, coatings or cleansers on or in the facade system may impact the performance of DuPontf' Tyvek® water -resistive barriers. DuPont- Tyvek® Weatherization Systems products are to be used as outlined in this installation guideline. DuPont— Flashing Systems products should only be used to seal penetrations and flash openings in houses or buildings. DuPont" Flashing Systems products are not to be used in roofing applications. For superior protection against bulk water penetration, DuPont suggests a system combining a quality exterior facade, a good secondary WRB, an exterior sheathing, appropriate flashing materials and details. In addition, DuPont suggests to use high quality windows and doors with particular attention to proper installation of each component. In a system where no exterior sheathing is used and DuPont"" Tyvek® is installed directly over the wall studs, exterior facade materials should be selected to ensure maximum protection against water intrusion. Careful workmanship and proper installation of each component is very important. DuPont believes this information to be reliable and accurate. The information may be subject to revision as additional experience and knowledge is gained. It is the user's responsibility to determine the proper construction materials needed. For complete warranty information, please call 1-800-44-Tyvek. To submit a warranty claim, please contact DuPont at www.Construction.Tyvek.com or call 1-800-44-Tyvek. Warranty coverage requires submission of proof of purchase of the DuPont— Tyvek® at issue. This information is not intended to be used by others for advertising, promotion or other publication for commercial purposes. l '1111 T M 0 The miracles of science - Copyright 02008E. L du Pont de Nemours and Company. All rights reserved. The DuPont Oval Logo, DuPonP"! The miracles of sciencem, TyvekO, TyvekO llomeWrapO, TyvekO StuccoWrapO, TyvekO DminWrapl" TyvekO CommercialWrapO, DuPontm ThermaWrapTM, DuPontm FlexWrapTM! and DuPontwStraightFlashw are registered trademarks or trademarks of DuPont or its affiliates. K-1628202/08 ❑ APPROVED � ❑ APPROVED WITH ❑ NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re -inspection before checked at next inspection pro, Ing. Inspector �.Date Approved plans and permit card must be on-site and available at time of inspection. A re -inspection fee may be assessed if work is not ready for inspection. CITY OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT s " $ INSPECTION REPORT For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want the inspection. For Monday inspections, call by 3:00 PM Friday. DATE OF INSPECTION: 12-/o 0,06 PERMIT NUMBER: 6Lh0 6 —08P SITE ADDRESS: r � ls- L EUC PROJECT NAME: CONTRACTOR: CONTACT PERSON: PHONE: TYPE OF INSPECTIONUC9 �- ��-.lJ n'lf�(a w - ----- ------------ - — -- - -------------------------- L'1111 �.i o 'V k' �..°�' �. P3 �� W, F R d' ., �c ........ ............ ... �mm �.1 ... ......., ❑ APPROVED � ❑ APPROVED WITH ❑ NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re -inspection before checked at next inspection pro, Ing. Inspector �.Date Approved plans and permit card must be on-site and available at time of inspection. A re -inspection fee may be assessed if work is not ready for inspection. JAN t JLHCONSULTOQ GMAIL.COM November 29, 20o8 Tom and Mark Johnson Nordland Construction Co Inc 62 Garden Club Road Nordland, WA 98358 Re: Perkins Building Dear Tom and Mark, (� i I �, 0 6 e This letter is to document the discussion at my meetings with you on October 30 (Mark) and November 7 along with my subsequent meetings for concurrence with Leonard Yarberry, City Building Official, on November 12 and November 2o. The meetings concerned specific building code requirements including their pertinence to elevator lobbies and exit enclosures. Fje_yaor L9 1 S — One question that you had concerned the requirement for elevator lobbies and fire -resistance rated door openings into such lobby. International Building Code (IBC) Chapter 30 El t v e , Section 3002 an specifically Subsection 3002.1 Ho waye i requires that elevator, dumbwaiter and other hoistway enclosures shall be shaft enclosures complying with Section 707. Subsection 3002.1.1eni9,prat v requires that openings in hoistway enclosures be protected in accordance with Chapter 7. Subsection 707.14.1 Elev b contains exceptions to the lobby requirements for shaft enclosures that connect more than three stories. Exception #1— Enclosed elevator lobbies are not required at the street floor, provided the entire street floor is equipped with an automatic sprinkler system in accordance with Section 903.3.1.1; Exception #4 — In other than Group I-3, and buildings having occupied floors located more than 75 feet above the lowest level of fire department vehicle access, enclosed elevator lobbies are not required where the building is protected by an automatic sprinkler system installed in accordance with Section 903.3..11 or 903.3.1.2. As these exceptions appear to cover your situation, no elevator lobby requirements apply. e idor PrQLecdon — Fire-resistant construction requirements due to required corridor Protection would require an elevator lobby door (for smoke control) and potentially rated openings from other spaces into those corridors, 1606 TAYLOR STREET SORT TOWNSEND, WA 98368 360.53 1 .0794 Table 1017.1 requires a one half-hour rating for corridors in R occupancies equipped throughout with an automatic sprinkler system where the corridor serves an occupant load greater than 1o. According to Table 1004.1.1xi AD"w n Ra pant the floor area per occupant in residential occupancies is 200 square feet. According to these code requirements, if the occupant load of each floor is no greater than 1o, a rated corridor is not required. Additionally, corridors are required to be rated for both M (mercantile) and B (business) occupancies where the occupant load exceeds 30 unless the building is equipped throughout with an automatic sprinkler system. As your building is equipped throughout with a sprinkler system, no corridor rating is required for these spaces. Rated openings are not required, into unrated corridors (hallways). — IBC Chapter 3o , specifically Section 3006 N jar u RQpM, governs the fire -resistance rating of machine rooms, as well as other machine room requirements. As we discussed, subsection 3oo6.4 requires the rating of the machine room to be not less than the required rating of the hoistway enclosure, in this case 2 -hours. The openings shall be protected with assemblies with a rating not less than that required for the hoistway enclosure doors. According to Table 715.4 Eirl., Eim ro the required assembly rating for this fire door is go minutes (1 V2 hours). I have attached Section 30o6 and WA State Amendment 3oo6.2 Ygnti for your reference. — Your questions pertained specifically to openings in exit enclosure exterior walls. Subsection 1020.1.4 requires compliance with Section 704 for exterior walls. It further requires a minimum of 1 -hour protection of walls, and 3/4 -hour protection of openings within those exterior walls, when the building exterior walls are located within 10 feet horizontally of a nonrated wall or unprotected opening where nonrated walls or unprotected openings enclose the exterior of the stairway and the walls or openings are exposed by other parts of the building at an angle of less than 18o degrees. In your case, the exterior walls of the Perkins building that are in question face Lawrence Street. IBC Section 704.5 Fire -resistance rating requires that exterior walls be rated in accordance with Tables 6o1 and 602. Table 602 " e- cetin s e does not require a rating for walls with a fire separation distance equal to, or greater than, 30 feet. Chapter 7 (item #2) defines fire separation distance as the distance to the centerline of a street, an alley or public way. As Lawrence Street is 73 feet in width, your exterior walls are greater than 30 feet and therefore require no rating based on fire separation distance. However, since some walls/openings are adjacent to bay windows, an angle of less than 18o degrees, 3/4 hour opening protection and 1 -hour walls are required at those locations (as the Perkins building is a Type V-A building, exterior walls are of one-hour construction regardless). — As we discussed, the residential areas may comply with the WSEC and Ventilation and Indoor Air Quality (VIAQ) code for residential occupancies by providing source specific and whole house ventilation fans within each unit The non-residential areas require compliance with the outdoor air requirements of Table 3-4, 2oo6 VIAQ. Venting for the elevator machine room shall be in compliance with IBC 3oo6 and WA State Amendment 3oo6.2 (attached). Thank you for the opportunity to assist you. If you have questions regarding the items contained in this letter, please let me know. N Attachments ELEVATORS AND` CONVEYING SYSTEMS ited to, anticipated loads, structural stability, impact, vibration, -" stresses and seismic restraint. The design shall account for the construction, installation, operation and inspection of the hoist tower, car, machinery and control equipment, guide members and hoisting mechanism. Mdditionaliy, the design of personnel hoists shall include provisions for field testing and mainte- nance which will demonstrate that the hoist device functions in accordance with the design. Field tests shall be conducted upon the completion of an installation or following a major alteration of a personnel hoist. SECTION 3006 MACHINE ROOMS 300%1 AAn approved means ofaocess shall be provided to el vator machine rooms and overhead machinery spaces. 3006.2 Venting. Elevator machine rooms that contain solid-state equipment for elevator operation shall be provided with an independent ventilation or air-conditioning system to protect against the overheating of the electrical equipment. The system shallbe capable of maintaining temperatures within the range established for the elevator equipment. .3 Pressurization. The elevator machine room serving a. pressurized elevatorhoistway shall be pressurized upon activa- tion of a heat or smoke detector located in the elevator machine room. 3006.4 Machine rooms and machinery spaces. Elevator machine rooms and machinery spaces shall be enclosed with fire barriers with a fire -resistance rating not less than the required rating of the hoistway enclosure served by the machinery. Openings shall be protected with assemblies hav- ing a fire -protection rating not less than that required for the hoistway enclosure doors. 30065_ Shunt trip. Where elevator hoistways or elevator machine rooms containing elevator control equipment are pro- tected with automatic sprinklers, a means installed in accor- dance with NFPA 72, Section 3-9.4, Elevator Shutdown, shall be provided to disconnect 'automaticall'y the main line power supply to the affected elevator prior to the application of water. This means shall not be self -resetting. The activation of sprin- klers outside the hoistway or machine room shall not discon- nect the main line power supply. 3006.6 Plumbing systems. Plumbing systems shall not be located in elevator equipment. rooms. 2006 INTERNATIONAL BUILDING OOD9,* " 527 ,2006 INTERNATIONAL BUILDING CODE W W 30061 Venting. h+ achirsmy-spa es, imachine roonis,control spaces, and control rooms that, contain solid-state ealuilarrwent for elevator opm, lion shall be provided with an independent ventilation tar air-conditioning system to protect agan^mst the overheating of the electrical c uiprner w Veni latiurm s;vsteaaas shall use outdoor makeup air. The systema shall service the equipment space only, and shall be capable of Maintaining ttae terriper-ature and humidity within the range established by the manufacturer's specifications, Where no mnanufactura,r specifications are available, the equipment space iernperaurre shall be maintained at no less than 55'F and no snore than (rF 7"he cooling brad for the equipment shall include the BTU output of the elevator operation equipment as specified by the raaauufaeturer baseal carr trate Maur trfc ratiraaaaau"s type anon. The outdoor design temperature for ventilation shall be l"rorn,, the 0,5% column for summer frotra-the Puget Sound Chapter of AHl' AE publication "Recornmended Ours 6o;,Davign T'emperaturFt-,v„ Washington Siam." 77h following Formuls shall be used to calculale Clow tate for ventilation: CFM,- BTU output of'elevator inachine room equipment 1 11,48".x (acceptable machine room temp - roalceup air tomp)) Exception: For buildings four stories or less, natural or anechanical means may be used in lieu of an independent ventilation or air-condirionint, system to keep the equipment space ambient air temperature and humidity hi the range specified by the elevator equipment manufacturer. (insert Facing Page; 27) Effective July 1 2007 2006 Edition TABLE 3-4 OUTDOOR AIR REQUIREMENTS FOR VENTILATION' Occupancies not Subject to Sections 302 and 303 Application Estimated MaximotW Occupancy Outdoor AirRequiremeots P11 it' or 100 mr cfm/uerson Dry Cleaners, Laundries' Commercial laundry 10 25 Commercial dry cleaner 30 30 Sto , nick un 30 35 Coin-opersted laundries 20 15 Coin-opented dry cleaner 20 15 Dwelling Units in Buildings Greater Than Four Storm or Attached to I -Occupancy Facilities Bedrooms & living arcasu 15 Food and Beverage Service Dinning rooms 70 20 Cafeteria. fast food 100 20 Bars. cocktail loua es 100 30 Kitchens(cooi 20 15 Garages. Repair. Service Stations Enclosed oarldn¢ a 1.50 cfm/&so. Auto repair rooms 1.50 cWfLsq. Hotels. Motels, Resorts. Congregate Residences with More Than Four StorieO Bedrooms 30 cfm/room Living Rooms 30 cfin/room Bath 35 cfin/room Lobbies 30 15 Conference rooms 50 20 Assembly rooms 120 15 Gambling casinos 1,20 30 Offices Office space 7 20 Re tion area 60 15 Telecommunication centers � 60 20 and data entry areas Conference rooms 50 20 Public Spaces Corridors and utilities 0.05 cfm/fLsa Public reshvom 50 cfin/wc or urinal Lockers and dressing rooms 0.50 cfin/ft.so. Smolcmn lounge 70 60 Elevators 1.0 cfm/ft.so. Retail Sto Sales /"loo , and Show Room Floors B ent and street 30 0.30 chVLsa. Upper floors 20 0.20 efm/Rsa. Storage rooms 15 d15 of n/ft.sq. Dressing rooms 0.20 efin/fLso. Malls and arcades 20 0.20 cf m/ft.sq. Shipping and receiving, 10 j 0.15 efin/ft.so. Sm lounge 70 60 Warehowes 5 1 0.05 cfin/ft.sa. 14 Effective 7101/07 Inspection Report Projectmz,—, s i � Permit #Al�� .. Date Inspe for Inspection & Notes { . . .......... . ..... .. . . . ..... .. .......... __ _ ..._.._........... _._ ............... - - --- - ---- . . . . . ... . . . .................... . . . . . .......... __ w....:.._._ Vam �G�1 &ASSOCIATES, INC. GEOTECHNICAL ENGINEERING * ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION June 16, 2008 Mr. Tom Johnson Nordland Construction NW, Inc. 123 Ponderosa Place Nordland, WA 98358 RE: Lawrence Building Port Townsend, WA Dear Mr. Johnson: KA Project No.: 106-08091 Permit No.: �0 In accordance with your request and authorization, the following test data are presented on the following reports, which are enclosed: May 15 May 29 Cylinder Report No.(7 day Break) 33134 Field Report No. 92447 Referenced concrete reports and compressive strength data will be mailed following 28 -day tests, if applicable. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, Penn Seely, Laboratory Manager Peninsula Division PS: mds Enclosures cc: City of Port Townsend/ (e-mail) q o °Y ih4 iy fN�u�GVyyi With Offices Serving The Western United States 20714 State Hwy. 305 NE, Suite 3C • Poulsbo, Washington 98370 • (360) 598-2126 • Fax: (360) 598-2127 4aK4,1�0Ux & Associates, Inc. GEOTECHNICAL ENGINEERING - ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE:�J� P ROJ ECT #: PROJECT:.� LOCATION: � 7- KRAZAN PROJECT MANAGER: 8 :IELD REPORT NO: 098327 CONTRACTOR:�a JURISDICTION: '7 PERMIT #: ;E-1-0 0 6— INSPECTOR: G /LL / C Z-Ic,1/ WEATHER: /'i / . TEMP: �5 S if = oma' �i / �i> "i "cam ' s v �'�s� Zf- ro the best of my knowledge, the above 6)WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirements. Superintendent/Representative: Technician: Serving the Western United States his field report indicates our inspector's observation and testing results based on the site condition and contractor's activities. This information is subject to review prior to fill V., ty signing this report, our inspector does not accept responsibility for validity of results. Some Information on this report has been provided by others on site. Revision 2 15' OFFSET" TO PROPERTY CORNER, FOUND PK NMR'. IN ASPHALT, -�'M 15' OFFSET' 70 GRIDUNE L ON GRIDLINE 5, SET' PK NUL IN ASPHALT. GRlDL7NE 1 ON GROW 3,. SET NUB WRN 'TACK. 10 5 0 10 SCALE IN FEET GRIDUNE L ON GRIDUNE 7.. S£T Moe WBTH TACK::- � a SET PK NUL.,...r" IN CONCRETE.. p '' h FOUND TACK IN DECK..- 0, �4. 6' OFFSET TO GRIDLINE f I ON ,,,r^" GRIDLINE E. PUT' K fN CONCRETE NEM TO COE,UAAV:• or EXISTINGf" BUILDING i POINT ON PROPERTY SET NUB WRN LEGEND: 0 DENOTES FOUND OR SET AS NOTED. 27' OFFSET TO PROPERTY CORNER, SET PK NAIL IN ASPHALT. 27' OFFSET" TO GRID LINE I ON GRID UNE E SET PK NAIL IN ASPNALT.� 17' OFFSET TO GRID LINE A ON GRID UNE 5, SET TACK IN RAMP, REBAR WITH CAP. caar o CITY OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT For inspections, call the Inspection Line at 360-385-2294 b 3:00 PM the da before you want P � P Y Y the inspection. For Monday inspections, call by 3:00 PM Friday. DATE OF INSPECTION: SITE ADDRESS: � PROJECT NAME: CONTACT PERSON: TYPE OF INSPECTION.` PERMIT NUMBER: �. _.- .................. ............ CONTRACTOR: PHONE: R d ❑ APPROVED ❑ APPROVED WITH t,',r" OT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re -inspection before checked at next inspection proceeding. Inspector m.._. .,[gal �r ...-------- Approved plans and permit card must be on-site and available at time of inspection. A re -inspection fee may be assessed if work is not ready for inspection. For: J&J Perkins Building 1223 Lawrence St "ort Townsend, WA CG Project Number: 06068.10 Submitted to: Taylor Gregory Butterfield 654 5th Ave South, Suite 300 Edmonds, WA u 4 .110 2504 Ih Avenue S, Suite 200 Edmonds, WA 98020 (425) 778-8500 L Pro Lew Description A new four story building with daylight basement, top three stories will be condominiums, bottom two stories will be office space, will be built at 1223 Lawrence St. Port Townsend, WA. Construction: Wood -framed with shear walls; slab -on -grade Sekmic Loading: SS: 1.260 S1: 0.45 Site Class: D (assumed) SDC: D Wind Loading Speed: 85 mph (3s gust) Exposure: C Snow LoadinY: 25 psf Live L ,oadigg: esaytion Project Description Residential 40 psf Exit 100 psf Office 50 psf Dead Loading: Roof: 18 Floor: 28 Wall: 10 psf (face of wall) Soil Allowable Pressure. Report: Assumed Bearing: 2000' psf Project_Description.xlsProject_Desc esaytion Project Description ", MD Mar 5/12/2006 Qvcrk-W DAIC ENGINEERING SCOW Shoes No. 250 4th Ave. South 1.000 pvq° cl Job No' Suite 200 J&J Perkins Building 06068.10 Edmonds, WA 98020 Project_Description.xlsProject_Desc I,. Roofing 2.5 psf 5/8" sheathing 1.3 trusses @24" oc 2.9 Insulation 1.2 Ceiling (2layers5/8" gyp) 5.6 Sprinklers 2 6:12 slope 0.8 Misc. 1.8 Total 18.0 psf Flooring (carpet) 1.0 psf tile in laundry roomadd 9psf 3/4" ply 2.3 hardwood in kitchen add 3 psf 117/8"" TJI@ 16"o.c. 2.3 Ceiling (2layers5/8" gyp) 5.6 1 1/2" gyperete 13.0 Sprinklers 2 Misc. 1.8 Total 28.0 psf 4- Live Load 20 psf Snow load: 25 psf residential 40 psf office 50 psf exit corridors 100 psf ................. 'Description MD ate 5/1/2006 ("hecked Date gravity loads ENGINEERING Scale Sheet No. 250 4th Ave South project lob No. 1 001 Suite 200 AJ Perkins Building 06068.10-' Edmonds, WA 98020 58'-0' 9,-0* , �-r------r------` 34 2504th Ave. South Project Suite 200 U -Tp Edmonds, WA 98020 Job No ...-®l 1 0 0 3 f/T YL 40--- ,ry 130 A P5, A� 1,--, P4- '2 -x 2 - Description By Date Checked Date ENGINEERING Scale Sheet No. 2504th Ave. South Project Suite 200 U -Tp Edmonds, WA 98020 Job No ...-®l 1 0 0 3 C � DescriptionBy �:�f-s at�� Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project \, J p Job No. Edmonds, WA98020 I D b(�` 0 , Q t in 1 f 160 �."K. _.. ti r i �Iy u . r f y e ... ,., -6. ..._ ..... .�..... _ ,.. .. ..X.. a ., l n (5,r�....... r tr �.... ,.. m,,..,.. ,. m, , ... , _... ,,.�,..,.,.P _. ..�..... ..,......,.. .... .._, a r,. ,.... ... �.. h .� y FM r � Q 1- z b. s ...,.., .A ,...,..,� _ .yy .....,. „ i.... tl _. �q 4.`��. - f .. �..A....,.. ... _ R ...YYY J (q u r too 2 -1 - VV i Description 14�I IT—/ I ZOO — Byec c I D f 1.'-- -._ e1 rr _ .�� ChkDat ENGINEERING Scale Sheet No. 2504th Ave. South Suite 200 Pro. �� JobWNo. 1 005 1 Edmonds, WA 9 8020 C(Description C) 4 V, R-00 BY Daste 11I b Checked Date ENGINEERING Scale Sheet No. 250 4thAve. South " m Project Job No. 1 0 0 6 Suite 200 v Edmonds, WA98020 u xd f I mm t _ w ... i t j\A L _ -7 16 K 017, s , 4 � r i v , I t �p I r ..m r t+D S 'r 0 L U, -A J P Lhi i 1 n 1 �.. . .. .... ... ...... . ... .... t C 0.G s 04 i f�rp ppp C(Description C) 4 V, R-00 BY Daste 11I b Checked Date ENGINEERING Scale Sheet No. 250 4thAve. South " m Project Job No. 1 0 0 6 Suite 200 v Edmonds, WA98020 1 4-08�-6' 1 6'-3- 91-0. 6'-6- 5-6- 5-4� S-2' � 4'-0- 1, '' , 1 RZ Qb) R43 R42 RM , Description �-�'� By Date Checked _ Date ENGINEERING scale Sheet No. 250 4th Ave. South ." Job No. Suite 200 Project Edmonds, WA98020 60 coo, �� 250 4thAve. South Suite 200 Edmonds, WA 98020 Job No. 1 009 610(0$, 10 C ENGINEERING Description By 99 Iff hec0e I Date 2504th Ave. South Project Suite 200 Edmonds, WA98020 Scale Job No. O D.. o, to Sheet No. 1 010 C ENGINEERING Description -1 AAA 1 lr( 4J1! By S5 2504th Ave. South Suite 200 Edmonds, WA 98020 Scale Job No. Date :Is10� Date Sheet No. 1 Oil IN ICC 58'-0" 4'-0- V 8'-6- 1 6--3- V 5--9- 9.-0. FJi 7771719M CMST14 S AP W/ OLK FULL ENGTH OF JALL TOP 'k OTTOM So, OF NDO% TM GMD L 6'-6- V-6- W 5'-4- v 3'-2* 1 4'-0' SIMF --y 18/ril97) U se Description -Date Bhecked Date ..... ..... Scale Sheet No. Sv C, AL .. .. ...... I ... .. ... (5) ...... . ..... . .. (VA, 'T ... . . ......... .. . . ...... J U se Description -Date Bhecked Date ENGINEERING Scale Sheet No. 2504th Ave. South Project ect -T3-,F Suite 200 Edinonds,WA98020 Job No. . . ........... - ------------------ 1 013 0(170(9'?, 10 250 4thAve. South Project Suite 200 Edmonds, WA98020 Job No. . _., �ee.� _� _ em.._ ..�.....r. �....... �, .� � t ...,__ w., � � .;, .�_,�. m .� e ,_ .. __... 5B'-0' .� 4'-0' 8"-6 6'-3' 5"-9' g" -p. 6'-6' S-6" 4� %� 4'-0' 1 Fji 2SW3 ' FJI 2SW3 FJ FJ1. p rOF__.. 1 COLO N = 19 "tea , SEE 0fA11 6/56.1 I NL y UNDER EE D SHEAR ALLS TYP, fS6.1 i Ell 7 HGUS7 5/12 T OF I FJIr'12S C LUMN 1'-9" V 6M BM LL HM! 6 _ HGUS7.25/12'' S61 f 11F'J1Fm1B mow-' FJI Fil— �, _ _.._� .m. . _ .,_ �._ 13N3 sw 1 6�2 (S2,�x.° 10 P i i 1 ryry ,y�,w. 0 v N W � r 7w� C Description w e BY SS DatSx..... Checked Date ENGINEERING Seale Sbeet No. 2504th Ave. South Project 0 l� % Job No. _.._ Suite 200 7 � 1 Edmonds, WA 98020 o� �d m � o u P i i 1 ryry ,y�,w. 0 v N W � r 7w� C Description w e BY SS DatSx..... Checked Date ENGINEERING Seale Sbeet No. 2504th Ave. South Project 0 l� % Job No. _.._ Suite 200 7 � 1 Edmonds, WA 98020 2504th Ave. South Project Suite 200 Edmonds, WA98020 Job No. W + O 1 040(08, \13 i , bnl _ m.. 116) s a � PA w i A i S � s e I _ ' I I i r u r � f I � SIJ a �,t� yy p q µ I 1 n I 1 F, 240 ., . a ' p { 1 l� s� d . --------------------- R�. Description By _ ..__ Da� � „_m, Checked Date ENGINEERING scale sheet No. 2504th Ave. South Project Suite 200 Edmonds, WA98020 Job No. W + O 1 040(08, \13 A/ 4m Description C'I�� .1/ Z ��op- S Date Checked Dates+�,�� 0 ENGINEERING Scale Sheet No. 250 4thAve. South 1 019 Project-JS F Job Suite 200 �Noo.� D Q t a Edmonds, WA 98020 1 ,�, (( �J' OP rnt'j _ r, 6- at +� ..� ',OaiMp'W Ilk A D rn� �. 05 4 4+— •a P F ..._ . ,"".." _ ...... ,.. F pfi Flip 14d �a ," I,b w ��.. ... i 16 W " AA k I i l I � I � - C , I/.,., x I I�St , 2 o E Knr14i 8 .. f' I�� W 4 % 3 � eF"�yw�aN➢u.k-' I"��p�r,atias�niF gti�� .Q...,. }�� .?""",.,� ��?O i,e & �, .. � a��, 2�8a fes+/ 4mDescription ✓ By U -S liatC13 1O G, C-, 2A -v tTy z— ��o Checked Date ENGINEERING Scale sheet No. 250 4thAve. South_.m Protect ��P ...'..Job No. Suite 200 Edmonds, WA 98020 . , 4- .4a s _P� . ,4 .� .. w w., ':�'e �,.........,,. w r �' o �. _ .. 1"'1 Description ENGINEERING 250 4th Ave. South Project Suite 200 Edmonds, WA98020 By Date Checked Date Scale Sheet No. Job No. O 7 O{40t0,9, Ib L k F$' xy .. .�." r Y - 8,11411 1P _` P „ 9 1� __-t� " fi _ " k Nk 9 n . ��,`L N ✓ , a i k r a k X ,e,°M t- i W' f , q , i y I _ F^L,t t �. t4 t.A, {. _ �. _ .. 1"'1 Description ENGINEERING 250 4th Ave. South Project Suite 200 Edmonds, WA98020 By Date Checked Date Scale Sheet No. Job No. O 7 O{40t0,9, Ib L 250 4th Ave. South_ ..... Suite 200 Project TF Edmonds, WA98020 Job .N......_...._.. 0 Lr o (, 9, 1-6 s N s ��t✓� i ._. 0 N e I 1 i LI ��ryry y. 40i- 'yq eP M 0 y j+ d „ LL) i -S, Description By Date _ Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South_ ..... Suite 200 Project TF Edmonds, WA98020 Job .N......_...._.. 0 Lr o (, 9, 1-6 _. n Description C, C14'V 1 T -"i ENGINEERING 250 4th Ave. South Project Suite 200 � Edmonds, WA 98020 B' 51�i Late -- �u�a �- 1 o "a c. Checked Date Scale Sheet No. .._��_. Job No. 1 O Z 3 1 0?4 COMPANY PRO. -T WooidWorks' xoaa wnsem,v woos; PTrVGv . May 3, 2006 10:01:35 4x64LDF#1 Design Check Calculation Sheet Sizer 2004 LOADS: ( lbs, psf, or plf ) Load I Type Distribution Magnitude Start End Location [ft]Pattern Start End Load? Loadl Live Axial 7830 (Eccent;city = 0.00 in) MAXIMUM REACTIONS (lbs): 0' _ -7 ib 6,lvC- 10' Lumber Post, D.Fir-L, No.1, 4x6" Self Weight of 4.57 plf automatically included in loads; Pinned base; Loadface = width(b); Ke x Lb: 1.00 x 10.00= 10.00 [ft]; Ke x Ld: 1.00 x 10.00= 10.00 [ft]; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -2001: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Axial fc = 409 Fc' 408 fc/Fc' 1.00 Axial Bearing fc = 409 Fc* = 1650 fc/Fc* = 0.25 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1500 1.00 1.00 1.00 0.247 1.100 - - 1.00 1.00 2 Fc* 1500 1.00 1.00 1.00 - 1.100 _ - 1.00 1.00 2 Axial : LC# 2 = L, P = 7876 lbs (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL - Columns (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 1 025 kw4m p55, Ver 5.8.0, 1-Dee•2003 13.2003 ENERCALC Engineerin0 S OP6 are Description Title : Dsgnr: Description Scope Steel Column Job # Date: 12:20PM, 4 MAY O6 Page 1 col umns.ecw: Cal cu I ati ons __.. General Information ......... _ _. _....... _ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section TS4X4X114 Fy 46.00 ksi X-XSidesway: Restrained 18.20 ksi Duration Factor 1.000 Y -Y Sidesway : Restrained Column Height 10.000 ft Elastic Modulus 29,000.00 ksi 9.09 ksi End Fixity Pin -Pin X -X Unbraced 0.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 10.000 ft Kyy 1.000 Loads 30.36 ksi ... .... .. ........ _....��._... Axial Load... 0.00 ksi 0.00 ksi Dead Load 15.38 k 0.00 ksi Ecc. for X -X Axis Moments 0.000 in 27.60 ksi Live Load 17.25 k Ecc. for Y -Y Axis Moments 0.000 in Fb:yy : Allow [F1-7] & [F1-8] Short Term Load k 27.60 ksi 27.60 ksi 27.60 ksi imirrtalry I Column Design OK Section : TS4X4X174, Height = 10.00ft, Axial Loads: DL = 15.38, LL = 17.25, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 10.00ft, Y -Y = 0.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.2353 0.2639 0.4991 0.4991 AISC Formula H1 - 2 0.1552 0.1741 0.3292 0.3292 AISC Formula H1 - 3 XX Axis : Fa calc'd per Eq. E2-1, K*Ur < Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 18.20 ksi 18.20 ksi 18.20 ksi 18.20 ksi fa : Actual 4.28 ksi 4.80 ksi 9.09 ksi 9.09 ksi Fb:xx : Allow [F1-6] 30.36 ksi 30.36 ksi 30.36 ksi 30.36 ksi Fb:xx : Allow [F1-7] & [F1-8] 30.36 ksi 30.36 ksi 30.36 ksi 30.36 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:yy : Allow [F1-6] 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi Fb:yy : Allow [F1-7] & [F1-8] 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi . Analysis Values .. .......... ........ _ 1111 F'ex : DL+LL 23,745 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.00 F'ey : DL+LL 0 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex : DL+LL+ST 23,745 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 0 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X -X Axis Deflection 0.000 in at 0.000 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft 1 O`?h _ Y I W-6° 5'-6" '' - 2" 4'-0" -� 2SW3 ... 25 ... FJ2 FSI'% 4 E PLA1f B. \ 843 2SW3 3 HGU 25/12 � 6 FJt FJI —Hr.US 25/12 16 M5 B —BL 7R' %BALLS. T, 6 X pu a � e � I SW3 SW3 SW3� _ mm g* B"'-6" 6'_3- g p. i" THICK BASE PLATE Fd9 p 4p k N- FX FJl 3 ew _ Y I W-6° 5'-6" '' - 2" 4'-0" -� 2SW3 ... 25 ... FJ2 FSI'% 4 E PLA1f B. \ 843 2SW3 3 HGU 25/12 � 6 FJt FJI —Hr.US 25/12 16 M5 B —BL 7R' %BALLS. T, 6 X pu a � e � I SW3 SW3 SW3� AM, 'Y-1 4`�-r L 61$ 4-, 35t -2 I 1-7 7A D J, �)A &C-7 r -Y 'r, �12 � 16 7! 41,44 I' 'or 0 ENGINEERING V_" I T-4 �Fl.00 By Ts Checked Scale 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 0 (,, 0 (O'g, 0 IJULU s1,3 to C, Date Sheet No. 02 RAA ...1._®. f a �r+ _..,. y ti t A Lf �� ..- � E.� ��! ., R..°'�"�, .. .. �. .,. _ , .. ,., �. ,.,. ..- ,.. � u•,'+�--+--.�„{ r✓� 691 y,. .. ,., 1 .0 ., LID .... ,,, ff o b Yescr6pti0a Sa— By Date Checked Date ENGINEERING Seale Sheet No. 250 4th Ave. South Project Suite 200 `S S F Edmonds, WA 98020 Job No. 0(,0(,00.10 1 029 C� Description Cl Lkv' T-� I ENGINEERING 250 4th Ave. South Project Suite 200 STP Edmonds, WA98020 By -IS Checked Scale Job No opo(Os, �o s(,-I.L Sheet No. 1 039 11 Yz 2 Is as f' 7��°..dSl�� e =6,12 S3 t i v `T = .� . � r Rssm — 1 Y41, 3,3X5 , 2tir-U �I `� o x, � ._. 1!6+I ,ice, loa .� Gil 9 �. r. . — —-4 tl 16, I G 0 . 2 , _ ' 4. =.� �'w u� K Get ...._. t��' l p ii 2,471 LTL 4 C� Description Cl Lkv' T-� I ENGINEERING 250 4th Ave. South Project Suite 200 STP Edmonds, WA98020 By -IS Checked Scale Job No opo(Os, �o s(,-I.L Sheet No. 1 039 iXL S � 1 � X Sri r � i rL�, _._,�►��..m�� .. Y ATL f _... Description C By �__ Date __ _ .N....�. Date Checked ENGINEERING scale Sheet No. 2504thAve. South _....... 1 031 project lob No. Suite 200 Edmonds, WA98020 C ENGINEERING 250 4thAve. South Suite 200 Edmonds, WA 98020 By TS Checked Scale Job No. Ou 0,69, to tAto low Date Sheet No. 1 03? JP..CUUN F,.TIN,GS �........ .. :... �__._...._..� ....._ ..REP/,A , . R war 1 hjC7 V'nesss . e,m UNITS ,. ,. 1p � A8:4 i a , ,.._ 10:8 e .. ,;� 9.7 ..... _.�, _._..�... 4,. ,. ,. ,. 1,281"- 4#5 ` Al1 �., 5 ..., .. B1,4 f 4 882 C 8.5, 3.. _ 2042 B5 ' 31.95 40.25 2006 7, #5 16 B6"; 812 i�... 20......r 5. 11W .. 5..#5 12 C8 4 9.2 111 4 '1269 A O -%A _,-..1452; w_a ' ... , .,� _. F5 ; 14.6 . 18;7 �� 5 1332. F7 12.4 1610 i 4 1825; .... r 3- _ 1380 ... 6 ; 13.5 17:4 4 1:931 rz ti �H8.5 15.4. ... ..20 2 .__ ....®.. — _'1424 r �.. n I i � ; j 7 W ti f ' V j P y 72,000 k i t1 , - , _._ C ENGINEERING 250 4thAve. South Suite 200 Edmonds, WA 98020 By TS Checked Scale Job No. Ou 0,69, to tAto low Date Sheet No. 1 03? Wax: KW,0605155, Ver 513.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Description 3ft Title : Dsgnr: Description Scope : Square Footing Design Job # Date: 8:53AM, 12 MAY 06 Page 1 General Information 1,200.56 psf Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 mmm Dead Load 5.000 k Footing Dimension 3.000 ft Live Load 4.500 k Thickness 12.00 in Short Term Load 0.000 k # of Bars 3 Seismic Zone 4 Bar Size 5 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf f'c 2,500.0 psi LL & ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 ..... Reinforcing Rebar Requirement Actual Rebar "d" depth used 8.438 in As to USE per foot of Width 0.259 in2 200/Fy 0.0033 Total As Req'd 0.778 in2 As Req'd by Analysis 0.0005 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0014% Immary Footing OK 3.00ft square x 12.Oin thick with 3- #5 bars Max. Static Soil Pressure 1,200.56 psf Vu : Actual One -Way 14.41 psi Allow Static Soil Pressure 2,000.00 psf Vn'Phi : Allow One -Way 85.00 psi Max. Short Term Soil Pressure 1,200.56 psf Vu : Actual Two -Way 54.68 psi Allow Short Term Soil Pressure 2,000.00 psf Vn'Phi : Allow Two -Way 170.00 psi Alternate Rebar Selections... Mu :Actual 2.06 k -ft / ft 4 # 4's 3 # 5's 2 # 6's Mn ' Phi : Capacity 11.26 k -ft / ft 2 # 7's 1 # 8's 1 # 9's 1 # 10's 1 033 User: KW -0605155, Ver 5.6.0, 1 -Dec -2003 (c)083.2003 ENERCALE ErnONa eer w 0 Software Description 4ft General Information Title : Dsgnr: Description Scope : Square Footing Design Job # Date: 8:53AM, 12 MAY 06 Page 1 Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Dead Load 10.800 k Footing Dimension 4.000 ft Live Load 9.700 k Thickness 12.00 in Short Term Load 0.000 k # of Bars 4 Seismic Zone 4 Bar Size 5 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf fc 2,500.0 psi LL & ST Loads Combine 11.26 k -ft / ft Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing ....... ... __.. ..... Rebar Requirement Actual Rebar "d" depth used 8.438 in As to USE per foot of Width 0.259 in2 200/Fy 0.0033 Total As Req'd 1.037 in2 As Req'd by Analysis 0.0012 in2 Min Allow % Reinf 0.0020 Min. Reinf % to Req'd 0.0020 % arraxr1 ar y III Footing OK MOMMUMMIll 4.00ft square x 12.Oin thick with 4- #5 bars Max. Static Soil Pressure 1,426.25 psf Vu: Actual One -Way 27.91 psi Allow Static Soil Pressure 2,000.00 psf Vn'Phi : Allow One -Way 85.00 psi Max. Short Term Soil Pressure 1,426.25 psf Vu : Actual Two -Way 118.63 psi Allow Short Term Soil Pressure 2,000.00 psf Vn'Phi : Allow Two -Way 170.00 psi Alternate Rebar Selections... Mu :Actual 4.36 k -ft / ft 6 # 4's 4 # 5's 3 # 6's Mn " Phi: Capacity 11.26 k -ft / ft 2 # 7's 2 # 8's 2 # 9's 1 # 10's 1 03/ user: M-0605155, ver 5.8.0, 1-Qec-2003 gcp1983•2003 ER ERCALC EngMee6ng Software Description 5ft Title : Dsgnr: Description Scope: Square Footing Design Job # Date: 8:54AM, 12 MAY 06 Page 1 General Information 1,597.00 psf Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 N PA 5000 Dead Load 15.300 k Footing Dimension 5.000 ft Live Load 21.000 k Thickness 12.00 in Short Term Load 0.000 k # of Bars 5 Seismic Zone 4 Bar Size 5 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf fc Fy 2,500.0 psi 60,000.0 psi LL & ST Loads Combine Load Duration Factor 1.000 Column Dimension 4.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 VReinforcing Rebar Requirement Actual Rebar "d" depth used 8.438 in As to USE per foot of Width 0.259 in2 200/Fy 0.0033 Total As Req'd 1.296 in2 As Req'd by Analysis 0.0018 in2 Min Allow % Reinf 0.0020 Min. Reinf % to Req'd 0.0024% tmmary Footing OK 5.00ft square x 12.Oin thick with 5- #5 bars Max. Static Soil Pressure 1,597.00 psf Vu: Actual One -Way 40.06 psi Allow Static Soil Pressure 2,000.00 psf Vn"Phi : Allow One -Way 85.00 psi Max. Short Term Soil Pressure 1,597.00 psf Vu : Actual Two -Way 141.80 psi Allow Short Term Soil Pressure 2,000.00 psf Vn"Phi : Allow Two -Way 170.00 psi Alternate Rebar Selections... Mu :Actual 6.77 k -ft / ft 7 # 4's 5 # 5's 3 # 6's Mn ' Phi : Capacity 11.26 k -ft / ft 3 # 7's 2 # 8's 2 # 9's 2 # 10's 1 035 Title : Job # Dsgnr: Date: 8:55AM, 12 MAY 06 Description Scope : nev: aBuvou User, KW-0dr05155,Ver5.80.1-Dec-2003 Square Footing Design Page 1 tc,II983-2003 ENERCALC Enaineerdna software fcoNn9s.erw: alcvWA)n Description 6ft General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Dead Load 31.950 k Footing Dimension 011 6.000 ft Live Load 40.250 k Thickness 16.00 in ShortTerm Load 0.000 k # of Bars 7 Seismic Zone 4 Bar Size 5 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf f c 2,500.0 psi LL & ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 5.00 in Allowable Soil Bearing 2,200.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar "d" depth used 12.438 in As to USE per foot of Width 0.346 int 200/Fy 0.0033 Total As Req'd 2.074 in2 As Req'd by Analysis 0.0016 in2 Min Allow % Reinf 0.0020 Min. Reinf % to Req'd 0.0022 % 6.00ft square x 16.Oin thick with 7- #5 bars Max. Static Soil Pressure 2,198.89 psf Vu : Actual One -Way Allow Static Soil Pressure 2,200.00 psf Vn*Phi : Allow One -Way Max. Short Term Soil Pressure 2,198.89 psf Vu : Actual Two -Way Allow Short Term Soil Pressure 2,200.00 psf Vn*Phi : Allow Two -Way Alternate Rebar Selections... Mu :Actual 13.30 k -ft / ft 11 #4's 7 # 5's Mn * Phi : Capacity 19.55 k -ft / ft 4 # 7's 3 # 8's Footing OK 40.15 psi 85.00 psi 133.36 psi 170.00 psi 5 # 6's 3 # 9's 2 # 10's 1 036 A nnnnrin Cn—ud:9R, IM Q in n/e @Toe Designer select #0@0.1n all horiz. reinf. 6�-5-...--„ @ Heel T_1„ 1 037 User, 9,VV,(W5`1 55. ver 513.0. 1 tca uvta�..� rr�rrr�c r<r� Description Criteria Title : Job # Dsgnr: Date: 11:21AM, 9 MAY 06 Description Scope: Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Cantilevered Retaining Wall Design grid 11 between grids J -L Retained Height = 8.25 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 9.00 in Soil Density = 110.00 pcf Wind on Stem - 0.0 psf Surcharge Loads Surcharge Over Heel = 0.0 psi Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Soil Pressure Less Than Allowable Design Summary 1,456 psi Total Bearing Load _ 2,419 lbs ...resultant ecc. - 23.89 in Soil Pressure @ Toe = 1,040 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,456 psi ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 15.0 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 93.1 psi Wall Stability Ratios _ Overturning = 1.51 OK Sliding = N/A Sliding Calcs Slab Resists All Sliding! Lateral Sliding Force = 2,007.3 lbs Footing µDesign Results IS --- o -il Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft FootingjjSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Lateral Load A lied to S Apptem Lateral Load = 60.0 #/ft ...Height to Top = 8.50 it ...Height to Bottom = 0.00 ft Page 1 ___ ........ .. . .......... ... Footing Strengths & Dimensions fc = 3,000 psi Fy = 60,000 psi Min. As % = 0.0014 Toe Width = 6.42 ft Heel Width = 0.67 Total Footing Width = ____7.W Footing Thickness = 12.00 in Key Width - 0.00 in Key Depth 0.00 in Key Distance from Toe - 6.58 it Cover @ Top = 3:00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 30.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Stem COn strUCtlOn Top Stem Heel A Stem OK Design height ft= 0.00 Wall Material Above "Ht" = Concrete Thickness _ 8.00 Rebar Size _ # 5 Rebar Spacing _ 9.75 Rebar Placed at Toe Reinforcing Edge Design Data Heel Reinforcing -- fb/FB + fa/Fa = 0.939 Total Force @ Section lbs= 2,891.9 Moment.... Actual ft-#= 9,253.1 Moment..... Allowable = 9,850.5 Shear..... Actual psi = 38.9 Shear..... Allowable psi = 85.0 Bar Develop ABOVE Ht. in = 23.40 Bar Lap/Hook BELOW Ht. in = 8.96 Wall Weight Toe Heel Factored Pressure = 1,456 0 psf Mu': Upward = 19,982 0 ft-# Mu': Downward = 6,700 0 ft-# Mu: Design = 13,282 0 ft-# Actual 1 -Way Shear = 14.99 0.00 psi Allow 1 -Way Shear = 93.11 0.00 psi Toe Reinforcing = # 5 @ 10.50 in Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Bar Develop ABOVE Ht. in = 23.40 Bar Lap/Hook BELOW Ht. in = 8.96 Wall Weight = 96.7 Rebar Depth 'd' in= 6.19 Masonry Data f'm psi = Fs psi = Solid Grouting Special Inspection = Modular Ratio 'n' Short Term Factor - Equiv. Solid Thick. Masonry Block Type = Normal Weight Concrete Data ........................... f'c psi = 2,500.0 Fy psi= 60,000.0 Other Acceptable Sizes & S cIngs Toe: 44@ 26.00 in, #5 0.50 in, 46@ 48.25 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4 Heel: Not req'd, Mu < S' Fr Key: No key defined 1 038 Title : Job # Dsgnr: Date: 11:21 AM, 9 MAY 06 Description Scope: Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 m Cantilevered Retaining Wall Design ......�.. � Page 2 560014U KW -06=5 ver .L1.CL 1 -Dec 2003 (0 1 983-2003 ENE ALC En lfl aeon SdIw are foofings ecwwr;Cdck, aflor , Description grid 11 between grids J -L �urnma of Overturnin & esistin.� Forces & i111crnents __ ..... OVERTURNING ........ RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,497.3 3.08 4,616.8 Soil Over Heel = 7.08 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 510.0 5.25 2,677.5 Axial Dead Load on Stem= 30.0 6.75 202.5 Load @ Stem Above Soil = Soil Over Toe 529.3 3.21 1,698.1 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 797.5 6.75 5,382.6 Total = 2,007.3 O.T.M. = 7,294.3 Earth @ Stem Transitions= Res lsting/OverturnIng Ratio = 1.51 Footing Weight = 1,062.4 3.54 3,762.3 Vertical Loads used for Soil Pressure = 2,419.2 lbs Key Weight = 6.58 Vert. Component = Vertical component of active pressure NOT used for soil pressure Total = 2,419.2 lbs R.M.= 11,045.4 1 039 $_00005in Concw/#5 0 14 in o/c Title : Job # Dsgnr: Date: 11:21 AM, 9 MAY 06 Description Scope: Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 gww �, User KW-=5158.Ver 58.0, 1 -Dec-= Cantilevered Retaining Wall Design (c)1983-2003 ENERCALC Engnaerinq Sothvare Description on grid L between grids 3-5 and 6-8 Criteria Retained Height = 6.50 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 9.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf �_......... .._ Surcharge Loads 928 psf OK Surcharge Over Heel = 0,0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning 1,338 psf Design Summary lmrrirwwlwlnn 41 29 psf Total Bearing Load 2,093 lbs ...resultant ecc. 8.46 in Soil Pressure @ Toe = 928 psf OK Soil Pressure @ Heel = 20 psf OK Allowable = 2„000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,338 psf ACI Factored @ Heel = 29 psf Footing Shear @ Toe = 23.5 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 85.0 psi Wall Stability Ratios _ Overturning = 1.52 OK Sliding = N/A Sliding Calcs Slab Resists All Sliding 1 Lateral Sliding Force = 1,279.1 lbs _ 1 Footin Dlr�.•• m.. ... g sign Results Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft FootingIlSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 52.0 #/ft ...Height to Top = 6.50 ft ...Height to Bottom = 0.00 ft Page 1 Footing Strengths & Dimensions f c = 2,500 psi Fy = 60,000 psi Min. As % = 0.0014 Toe Width = 3.75 ft Heel Width = 0.67 Total Footing Width = --- C42 -- Footing Thickness = 10.00 in Key Width - 0.00 in Key Depth 0.00 in Key Distance from Toe = 4.25 ft Cover @ Top = 3:00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 303.0 lbs Axial Live Load = 300.0 lbs Axial Load Eccentricity = 0.0 in Stem Construction Top Stem �rrAir Factored Pressure Stem OK Design height ft= 0.00 Wall Material Above "Ht" = Concrete Thickness _ 8.00 Rebar Size Actual 1 -Way Shear # 5 Rebar Spacing _ 14.25 Rebar Placed at - Edge Design Data-••••-•- Heel Reinforcing = None Spec'd fb/FB + fa/Fa Key Reinforcing 0.665 Total Force @ Section lbs= 1,831.5 Moment.... Actual ft-#= 4,590.8 Moment..... Allowable _ 6,906.8 Shear..... Actual psi = 24.7 Shear..... Allowable psi = 85.0 Bar Develop ABOVE Ht. in = 23.40 Bar Lap/Hook BELOW Ht. in = 6.85 Wall Weight Toe Heel Factored Pressure = 1,338 29 psf Mu': Upward = 6,805 0 ft-# Mu': Downward = 2,043 0 ft-# Mu: Design = 4,763 0 ft-# Actual 1 -Way Shear = 23.54 0.00 psi Allow 1 -Way Shear = 85.00 0.00 psi Toe Reinforcing = # 5 @ 16.50 in Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Bar Develop ABOVE Ht. in = 23.40 Bar Lap/Hook BELOW Ht. in = 6.85 Wall Weight = 96.7 Rebar Depth 'd' in= 6.19 Masonry Data - -- f'm psi = Fs psi = Solid Grouting Special Inspection Modular Ratio'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type = Normal Weight Concrete Data-.�............. - f'c psi = 2,500.0 Fy psi = 60,000.0 Other Acceptable Sizes & Spacings Toe: #4@ 26.00 in, #5@ 40.50 in, #6@ 48.25 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4 Heel: Not req'd, Mu < S ' Fr Key: No key defined 1 041 Title : Job # Dsgnr: Date: 11:21 AM, 9 MAY 06 Description : Scope : Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 rt(4v" �A � r�r� � _....... Ca_ ......... ._._ �. ._. ...... Page ... Use '� Ver 1 -Dec- � Cantilevered Retaining Wall Design w 9 9 Description on grid L between grids 3-5 and 6-8 ....m.. _................. s. ._ iarnma of Overturning & Resistina Forces & Moments .„.„.OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 941.1 2.44 2,300.5 Soil Over Heel = 4.42 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 338.0 4.08 1,380.2 Axial Dead Load on Stem= 303.0 4.08 1,237.3 Load @ Stem Above Soil = Soil Over Toe = 309.4 1.88 580.1 SeismicLoad = Surcharge Over Toe = �.�........... _. .._. Stem Weight(s) = 628.3 4.08 2,565.7 Total = 1,279.1 ` O.T.M. = 3,680.7 Earth ® Stem Transitions= Resisting/Overturning Ratio = 1.52 Footing Weight = 552.1 2.21 1,219.2 Vertical Loads used for Soil Pressure = 2,092.8 lbs Key Weight = 4.25 Vert. Component = Vertical component of active pressure NOT used for soil pressure Total = 1,792.8 lbs R.M.= 5,602.2 a nnflnr;. f'— —1 4Ar AN 4 A ;n ^1^ Title : Job # Dsgnr: Date: 11:49AM, 9 MAY 06 Description Scope : Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 er1WW 5155.Ver6.()t1-oec-2003 Cantilevered Retaining Wall Design (C)V?&3-2003ENERC+L Enghoadn, Software Description on grid L between grids 5-6 ...... ........ _ Criteria ..... . Retained Height = 6.50 ft Wall height above soil = 0.00 it Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 9.00 in Soil Density = 110.00 pcf Wind on Stem 0.0 psf Surcharge Loads 1,986 psf OK Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning 2,845 psf Design Summary 0 psf Total Bearing Load _ 2,780 lbs ...resultant ecc. _ 10.80 in Soil Pressure @ Toe = 1,986 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,845 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 28.6 psi OK Footing Shear @ Heel = 20.1 psi OK Allowable = 85.0 psi Wall Stability Ratios _ Overturning = 1.54 OK Sliding = N/A Sliding Calcs Slab Resists All Sliding! Lateral Sliding Force = 1,279.1 lbs Footing Design Results Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft FootingllSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 52.0 #/ft ...Height to Top = 6.50 ft ...Height to Bottom = 0.00 ft Page 1 __. Footing Strengths & Dimensions fc = 2,500 psi Fy = 60,000 psi Min. As % = 0.0014 Toe Width = 1.67 ft Heel Width = 2.00 Total Footing Width = --.TT Footing Thickness = 10.00 in Key Width 0.00 in Key Depth - 0.00 in Key Distance from Toe - 1.83 ft Cover @ Top 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 303.0 lbs Axial Live Load = 300.0 lbs Axial Load Eccentricity = 0.0 in Stem Construction Tapp Stem Heel Factored Pressure Stem OK Design height ft= 0.00 Wall Material Above "Ht" = Concrete Thickness _ 8.00 Rebar Size _ # 5 Rebar Spacing _ 14.25 Rebar Placed at _ Edge Design Data -. _ -___-._ ........................._ = None Spec'd fb/FB + fa/Fa = 0.655 Total Force @ Section lbs= 1,831.5 Moment.... Actual ft-#= 4,590.8 Moment..... Allowable = 6,906.8 Shear..... Actual psi = 24.7 Shear..... Allowable psi = 85.0 Bar Develop ABOVE Ht. in = 23.40 Bar Lap/Hook BELOW Ht. in= 6.85 Wall Weight Toe Heel Factored Pressure = 2,845 0 psf Mu': Upward = 3,165 0 ft-# Mu': Downward = 403 1,045 ft-# Mu: Design = 2,762 1,045 ft-# Actual 1 -Way Shear = 28.58 20.10 psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = # 5 @ 29.25 in Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Bar Develop ABOVE Ht. in = 23.40 Bar Lap/Hook BELOW Ht. in= 6.85 Wall Weight = 96.7 Rebar Depth "d' In= 6.19 Masonry Data u I'm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Normal Weight Concrete Data _.--... - f'c psi = 2,500.0 Fy psi = 60,000.0 Other Acceptable Sizes & Spacings Toe: #4@ 19.00 in, #5@ 29.25 in, #6@ 41.50 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4 Heel: Not req'd, Mu < S " Fr Key: No key defined 1 044 1 045" Title : Job # Dsgnr: Date: 11:49AM, 9 MAY 06 Description Scope: Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 ._ ...,. _ .. _ ...,m.._ ....................... .._._. ............._ g ..... Use KW-MIS5,Ver 58iA 1.000- 003 Cantilevered RetainingWall Design Pae 2 9 (c)1483.2003 ENERCALC. n4 Pnewi 5dt« wa �) s�M k nS Description on grid L between grids 5-6 ... .._............. _.._ _....m SummaL4 of Overturnln2 & Resistin2 Forces & Moments ....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs it ft-# lbs it ft-# Heel Active Pressure — 941.1 2.44 2,300.5 Soil Over Heel - = 953.3 3.00 2,859.4 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 338.0 4.08 1,380.2 Axial Dead Load on Stem= 303.0 2.00 605.8 Load @ Stem Above Soil = Soil Over Toe = 137.4 0.83 114.5 Seismici-oad = Surcharge Over Toe = Stem Weight(s) = 628.3 2.00 1,256.2 Total = 1,279.1 O.T.M. = 3,680.7 Earth @ Stem Transitions= Resisting/Overturning Ratio = 1.54 Footing Weight = 458.2 1.83 840.0 Vertical Loads used for Soil Pressure = 2,780.4 lbs Key Weight = 1.83 Vert. Component = Vertical component of active pressure NOT used for soil pressure Total = 2,480.4 lbs R.M.= 5,675.9 1 045" 8_00005in Conr_w/#4 0 1R_in n/r @Toe Designer select 0.iin _2� A @ all horiz. reinf. @ Heel Title : Job # Dsgnr: Date: 11:21AM, 9 MAY 06 Description ;. Scope: Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 User: Kw4M155,Vet 5.&C,1 -Dec -M Cantilevered Retaining Wall Design tct08a.2003 ENE RCALC to neefirig Softwe Description grid 11 between grids E -F Criteria 0.0 psf Retained Height = 4.25 ft Wall height above soil = 0.00 it Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 9.00 in Soil Density = 110.00 pcf Wind on Stem - 0.0 psf SurchargeLoads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Soil Pressure Less Than Allowable Design Summar 2,493 psf Total Bearing Load _ 1,233 lbs ...resultant ecc. - 5.46 in Soil Pressure @ Toe = 1,781 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,493 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 17.0 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 85.0 psi Wall Stability Ratios 0.326 Overturning = 1.53 OK Sliding = N/A Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 556.5 lbs [Fo'oting Design Results ............... jSoil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft FootingIlSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load - 28.0 #/ft ...Height to Top 4.25 ft ...Height to Bottom 0.00 ft Page 1 Footing Strengths & Dimensions f c = 2,500 psi Fy = 60,000 psi Min. As % = 0.0014 Toe Width = 1.17 ft Heel Width = 0.67 Total Footing Width =� Footing Thickness = 9.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 1.58 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in ..... .... ......... . ........ Axial Load Applied to Stem Axial Dead Load = 520.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Stem Construction Ton Stem �wwarrr Stem OK Design height ft= 0.00 Wall Material Above "Ht" Concrete Thickness _ 8.00 Rebar Size # 4 Rebar Spacing - 18.00 Rebar Placed at - Edge Design Data-- = 16.97 fb/FB + fa/Fa = 0.326 Total Force @ Section lbs = 739.7 Moment.... Actual ft-#= 1,191.1 Moment..... Allowable = 3,655.6 Shear..... Actual psi = 9.9 Shear..... Allowable psi = 85.0 Bar Develop ABOVE Ht. in = 18.72 Bar Lap/Hook BELOW Ht. in = 6.00 Wall Weight Toe Heel Factored Pressure = 2,493 0 psf Mu': Upward = 1,219 0 ft-# Mu': Downward = 186 0 ft-# Mu: Design = 1,034 0 ft-# Actual 1 -Way Shear = 16.97 0.00 psi Allow 1 -Way Shear = 85.00 0.00 psi Toe Reinforcing = # 4 @ 26.00 in Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Bar Develop ABOVE Ht. in = 18.72 Bar Lap/Hook BELOW Ht. in = 6.00 Wall Weight = 96.7 Rebar Depth °d" in= 6.25 Masonry Data I'm psi = Fs psi = Solid Grouting Special Inspection - Modular Ratio 'n' - Short Term Factor Equiv. Solid Thick. - Masonry Block Type = Normal Weight Concrete Data --•-----.-••••�•-•-�.- f'c psi = 2,500.0 Fy psi = 60,000.0 Other Acceptable Sizes & Spacings Toe: #4@ 26.00 in, #5@ 40.50 in, #6@ 48.25 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4 Heel: Not req'd, Mu < S " Fr Key: No key defined 1 047 Title : Job # Dsgnr: Date: 11:21 AM, 9 MAY 06 Description Scope: Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 X14 2 Cantilevered Retaining _ Page x�v��;, �v��.��.'�-�r� ing Wall Design . kM�•.� (01983-2003 SNERCALC~ Engineefln ScOwcve fooflr s ecmC �rq�„a hnfi")a^ Description grid 11 between grids E -F Summar � of Overturnin & Resistin ...- _ ......... _ _ .................�._ ..�._._............ Forces & moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft -# _..__._._..._....._..-......�.......... � � _. Heel Active Pressure = 437.5 1.67 729.2 Soil Over Heel = 1.83 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 119.0 2.88 342.1 Load @ Stem Above Soil = SeismicLoad = Total = 556.5 O.T.M. = 1,071.3 Res isting/OverturnIng Ratio = 1.53 Vertical Loads used for Soil Pressure = 1,233.2 lbs Vertical component of active pressure NOT used for soil pressure Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= Soil Over Toe Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions= Footing Weight = Key Weight = Vert. Component = Total= 520.0 1.50 779.7 96.2 0.58 56.1 410.8 1.50 616.0 206.2 0.92 188.9 1.58 1,233.2 lbs R.M.= 1,640.6 1 048 JJP Office and Condo Vertical distribution of lateral forces C..:M'va-.,A,..m;a1. ')()(1"2 TP(' Ss(%g)= 1.26 St(%g)= 0.4463 I= 1.0 R= 6.5 Fa 1.0 F,=1.55 Site Class D T=Crh„314= 0.4 SDS 2/3FeS, 0.85 SDI= '/3F„SI 0.46 Use Group I k= 1.0 SeismicDesign Category D 0.5SI /(R/I)= 0.034 0.044SDSI= 0.037 SDs/(R/I)= 0.13 1 SDII/(RT)= 0.17 Cs,,,i,,= 0.037 5383 DLrf(psf)= 18 DL4(psf)= 28 DL3(pst)= 26 DL:,trgiaicaaas(Ps `" 10 DL' .,,,":,(1 10 Level W (k) h (ft) W(hk) (k -ft) FX (k) VX (k R 64.8 50.2 3249 15.3 15.3 4 134.0 402 5383 25.4 40.8 3 142.8 30.2 4309 20.3 61.1 2 142.8 20.2 2881 13.6 74.7 1 139.2 10.2 1415 6.7 81.4 E 624 N 17237 81 V= 0.13 Wt DLZ(psf)= 28 DL1(psf)= 28 Diaphragm Forces (ASD) Fox (k) FnX (k)min Ftax (k)max 11.0 7.8 15.7 19.6 16.2 32.5 18.2 17.3 34.6 Level L W h (ft) Psc (Psf) PSA (Psfl (0n (elf) FX (k) 15.7 17.3 34.6 4 58 56.0 40.2 1.49 20.2 27.9 177 11.389 13.0 16.9 33.7 2 58 56.0 20.2 1.29 17.5 24.2 155 10.007 FPX=WXEFxi/EWxi/1.4 VLRFD(k) = 81.37 FX=VW(hk)/EW(hk) FPX min=0.2SDSIW/1.4 VASD(k) = 58.12 govel-ns VX=EW(hk)Xi FPX max=0.4SDSIW/1.4 Wind 2003 IBC 1609.6 Simplified wind load method Alternate ASD For enclosed Bldgs, with flat, gabled and hip roofs, not on the upper half of an isolated hill. Building must have simple diaphragms, be flexible, be approximately symmetrical in both directions, and have no expansion joints or separations I,, 1.0 Exposure C Basic Wind Speed 85 mph mean roof height= 53.08 top of roof= 56.8 ft P00C(Psf)= 10.4 p00A(psf) - 14.4 1= 1.0 a= 5.25 w= 1.3 Building Dimensions: roof slope 270 transverse lon itudiina'l Level L W h (ft) Psc (Psf) PSA (Psfl (0n (elf) FX (k) FX (k) R 58 52.5 50.2 1 56 21.1 29.2 214 11.686 10.510 4 58 56.0 40.2 1.49 20.2 27.9 177 11.389 11.036 3 58 56.0 30.2 1.40 19.0 26.2 166 10.720 10.388 2 58 56.0 20.2 1.29 17.5 24.2 155 10.007 9.697 1 58 1 55.0 1 10.2 1.21 16.4 22.7 151 9.640 9.188 E V (k) = 53.441 50.819 seismic ; (V T 4 5V-0- B'-6' 6, 4'-0' 51- 9. 91-0. 12, 1 6'-6- a 5'-6- A 5-4' R S-2' @ 4-0' 58'-0' 4'-0' . 8'-6- 6'-3' T-9°` 9'-0' 6"-6- 5'-6' S'-4' 3"-2" 4'-0' 3" 0� Z-11 1 V-11 1/2' 3' 0_ �.�. I ........ ....... — 4!-0* 1, 8'-6- 62. 6'-3- 5�-ql T-11 1 58'-0" 9,-G, 2' -11 1/2* Av ------ 4V 58'-0• 4'-0• B'-6• 6"-3« 5`-9. 9'-0• W-6• 5'-6' 2" 4'-0• 1 4-6 M 3 5 3'-0• P"^ n _ 9'.6- Y 6 El, . r-7 4'_71/2' V ! 9 �- � 61f fl WHOM= an m �.- " ... -� $'-0 1/4'10 � M r _ -0•- 5-...�.. _ _ ��--- 5 �.3 3 ��-3w 3' 2 3 4 6 7 w 6 4 6 2�` 2 005 7 4'-0' a8'-6* 2 91—o. 6'-6- ( 16, 2 000� E/W Longitudinal line D, CB walls Summary (Alt. ASD) level dia thrn ni length �' len it�h wall hei ht wall wel t floor weight 9.5 R 58 1 10.0 ft 10 psf 18 plf 3217 4 58 24.832 9.1 ft 10 psf 70 plf 2 3 58 23.916 9.1 ft 10 psf 378 plf 11.9 2 58 30.74 9.1 ft 10 psf 133 plf 1 58 27.0833 9.3 ft 10 psf 84 if SW2 Loading: 2S 0.14 1.00 used 1 Level Width 1 Width 2 F, 1 F, 2 R 9.5 7.6 2030 2111 4 9.5 9.4 3217 3283 3 9.5 9.1 2386 2435 2 4.0 11.9 713 2118 1 4.0 11.9 1 603 1,790 p 1.00 1.00 1.00 -1.00 Short Walls 1.00 calculated Dia. Shear Chord Wall Shear 3 4.46 r,,,,, p R 35'tl 4730 R 16. Seismic SW6 SW4 SW6 0.15 1.00 4 601 3909 4 375 Seismic SW3 SW2 SW3"" 0.13 1.00 3 52 l 3670 3 591 Seismic SW2 2SW3 2S 0.14 1.00 2 32 1 8144 2 552 Seismic SW2 2S"�'a'3 S 2 0.10 1.00 1 31 1 7924 1 673 Seismic 2SW42hW3 0.12 1.00 Wall O.T. 3 " Long Wall 4.46 ' Long Wall 7.3 ' Long Wall R. Ma= 6925 MR= 531 T= 2442 Q 0 C:r)a•fa= 2217 P= 0 T@P= 2442 0 0 0 CC P,),F= 2217 4 M«= 21300 MR= 1257 T= 5694 0 0 Col -F= 6649 P= til T@P= 5694 ® 0 0 C@Pt,E= 6649 3 Mo,= 43958 MR= 2112 T= 11902 ® 0 0 Co,,,= 13507 P= 0 T@P= 11902 ® 0 0 Cffj),R= 13507 2 Mo,= 65121 2 Mo,= 22473 2 Mo,= 36783 MR= 2565 MR= 2231 MR= 5978 T= 18291 T= 3822 © T= 3415 CT, .r= I9059 Cr,,.a= 4685 C-r>kt = 4849 0 P= P= 0 :P= T@P= 18291 0 T@P= 3822 ® T@P= 3415 CC@P'[),r,-.=19059 C@P't,t,= 4685 C@Pt,,t = 4849 1 Mot= 15389 1 M°`= 61583 1 Mot= 100797' MR= 531 MR= 1761 MR= 4717 T= 5943 0 T= 10762 ® T= 10048 CD„t:= 0 Cts«E= 11606 Ctt,k= 11366 P_ 0P= 0 P= 8200 T@P= 5943 <$>1 T@P= 10762 © T@P= 2668 C@PD,E= Q'1 C@PD,E= 11606 C@PD F= 19566 De ripimn By Checked MD D.a Dale 6/14/200 Summary ENGINEERING Scale Sb-1N. 250 4th Ave South pr.j- yob No Suite 200 Edmonds. WA 98020 JJP Office and Condo 06068.10 007 E/W Longitudinal Summary (Alt. ASD) level diaphragm length R 58 4 58 3 58 2 58 1 58 Lo adinsta line F walls wall length wall height 14.125 10.0 ft 36.125 9.1 ft 36.125 9.1 ft 28.625 9.1 ft 36.375 9.3 ft Level Width 1 Width 2 F, 1 Fx 2 R 7.6 13.4 2111 3702 4 9.4 13.4 3283 4811 3 9.1 13.4 2435 3568 2 11.9 13.4 2118 2385 1 1 11.9 SW3 OK OK Dia. Shear 11 49 4 5,1 3 53 2 65' 1. 65 Wall O.T. �R 4 3 2 0 wall weight 10 psf 10 psf 10 psf 10 psf 10 psf 198 plf 168 plf 168 plf 168 plf 168 plf used p 1.00 1.00 1.00 1.00 13.4 1790 2016 D- 6/14/200 Short Walls 1.00 Chord Wall Shear Sh-N. 0.13 4.625 6.5 0 5893 R 41.2 Seismic SW3 SW3 OK ' Lon8 Wall 3961 4 385 Seismic SW3 OK OK 318'0 3821 3 55.1 Seismic SW2 OK OK CD 2743 2 85:1'', Seismic 2SW3 OK OK CI) 2669 1. 734 Seismic 2SW3 2SW3 OK 4.625 'Long Wall T@P= 3761 Mot= 26645 Mot= 168475 MR= R MR= 318'7' 10182 CD+E= 17962' T= 401.3 T@P= 10182 Q C@PD+E= Ctz+n: 5481 Mot= 242492 MR= 32.372 P= 0 Ct>+1= 20703 T@P= 40.13 18233 8.5 °' Long all 1'3@P1),,1'= C@Ptt,Mp;= 5481 Mot= 0 4 Mot= 41850 T= 0' iNo.1, ! Mot= 49420 P= 0 MR= 9369 C@PD+E= 0 4 MR= 5961 T= 2825 0 T= 7432 O CD+E= 5050 Cpt+1x= 10178 P= 0 P= 0 T@P= 2825 T@P= 7432 ® C@PD+E= 5050 C@Pty+px= 10178 3 Mo,= 101766 Mot= 82021 MR= 18738 3 MR= 5823 T= 7262 T= 13679 ® CD+E= 11712 CDIE = 54957 P= 0 P= 0 T@P= 7262' T@P= 13679 ® C@PD+E= 11712 C@PD+E= 14957 6.5 " Long Wall Mo,= 132469 2 Mor= 50643 2 MR= 7673 MR= 5479 T= 22415 <S> T= 5318 Cp1,,,= 23692 Cps o, = 7053 P= 0 P= 0 T@P= 22415 Q T@P= 5318 C@PD+E= 23692 Ct'p«?Ptt+ps= 7053 Moi 0 1 Mot= 62122 1 MR= 0 MR= 551.4 T= 0 Npl",! T= 6680 0 Cn'r= 0 Cn.E= 11421 P= 0 P= 820() T@P= 0'N(*r.! T@P=-551 N.O.T.! C@P-.= nC@P":= 16626 1.00 calculated r.. p D- 6/14/200 0.38 1.00 S`.W Sh-N. 0.13 1.00 250 4th Ave South 0.13 1.00 0.16 1.00 0.13 1.00 ' Lon8 Wall 06068.10 9.5 Mot= 54737 MR= 13447 T= 318'0 Ctt= 6019 P= 0 T@P= 3180 C@PD+E= 6019 Mot= 101511 MR= 25151 T= 5880 CD11a=: 111190' P,= 0 T@P= 3761 C@PDBE= 91208 Mot= 168475 MR= 36854 T= 10182 CD+E= 17962' P= 0 T@P= 10182 Q C@PD+E= 17962 Mot= 242492 MR= 32.372 T= 18233 Ct>+1= 20703 P= l'1 T@P= 18233 1'3@P1),,1'= 20703' Mot= 0 MR= 0' T= 0' iNo.1, ! CD+E= 0. P= 0 T@P= 0 Nc*.T.! C@PD+E= 0 De-ptinn Summary BY MD D- 6/14/200 ChxkM Dm D S`.W Sh-N. ENGINEERING 250 4th Ave South h"t lob No, Suite 200 Edmonds. WA 98020 JJP Office and Condo 06068.10 E/W Longitudinal R M«- line L walls MR= 531 T= 2002 Summary (Alt. ASD) 2063 P= 0 T@P= 2002 C@P„+E= level diaphragm lentlt 66652 wvall en -th wall height wall wei,g,ht floor wei x t C@PD+E= 4265 R 58 1 Ma= 15,9994 10.0 ft 10 psf 18 plf 8973 T= 4 58 Q l" 9.1 ft 10 psf 112 plf 0 3 58 5736 1'7 9.1 ft 10 psf 168 plf 2 58 Summary 2.5.5 . 9.1 ft 10 psf 14 plf 1 58 34 4.8 ft 10 psf 168 plf 1�0ading: used Level Width 1 Width 2 F, 1 Fx 2 p R 13.4 0.0 2858 0 1.00 4 13.4 1.5 4997 265 1.00 3 13.4 1.5 3706 249 1.00 2 13.4 1.5 2478 268 1.00 1 1 13.4 0.0 2016 0 Short Walls 1.00 calculated Dia. Shear Chord Wall Shear 3 4.73 rm.x p R 49 CD 3360 R 152 Seismic SW6 SW4 SW6 0.14 1.00 4 93 (D 2776 4 437 Seismic SW3 0 OK 0.15 1.00 3 80 0 2607 3 655 Seismic 2SW4 0 OK 0.15 1.00 2 76 ;D 2436 2 544 SeismicSl� 0 OK 0.10 1.00 1 72 1 2370 1 443 Seismic SW30 OIC 0.08 1.00 Wall U .T. 3 ' Long W R M«- 6387 MR= 531 T= 2002 Cn+E= 2063 P= 0 T@P= 2002 C@P„+E= 2063. 66652 T@P= '3830 MR= C all 4 " Lon Wall 10070 2 = 2784[) 843 T= = 5421= CD1E= ;MR6061= P= 0= T@P= 5421 C@P,,,= 6061 C @PD+E= ENGINEERING 250 4th Ave South Suite 200 Edmonds, WA 98020 4.73 'Long W R Mo,= 10070 MR= 1320 T= 1790 CD1E= 2050. P= 0 T@P= 1790 C @PD+E= 2050 all 5.5 ' Long Wall 2 Ma= 27352 47514 MR= 1593 T= T= 3830 5272 Ctm+t 4265 T@P= P= 0 66652 T@P= '3830 MR= C@PD+E= 4265 8973 1 Ma= 4371.2 P= MR= 3267 8973 T= 5736 Q CD+E= 6977 P= 0 T@P= 5736 C@PD+E= 6977' J,y Summary &'hocked 0.7 = L'ong,g W 4 Mom 47514 MR= 7346 T= 3527 CD+E= 5272 P= 0 T@P= 2520! C@PD+E= 66652 3 M,,= 118727 MR= 16715 T= 8973 CD+E= 12943 P= 0 T@P= 8973 C@PD,E= 12943 13.5 ' 'Long Wall 1 Mo,= 40157 MR= 19681 T= 1027' 0 Cry+E= 3904 P= 0 T@P= 1027 C@PD+E= 3904 MD Da1e 6/14/20 Job No. ;, 009 JJP Office and Condo 06068.10 NIS Transverse line 1 walls Summary (Alt. ASD) level diaphragm length wa 1 lett tG wall height wall weight floor weight R 52.5 20N, 10.0 ft 10 psf 36 plf 4 56 23 9.1 ft 10 psf 28 plf 3 56 22 9.1 ft 10 psf 28 plf 2 56 30.4 9.1 ft 10 psf 28 plf 1 55 35. 9.3 ft 10 VSf 28 olf' Loaddla : used Level Width 1 Width 2 F„ 1 Fx 2 nem ENGINEERING $W. p 250 4th Ave South f ie=s R 12.1 0.0 2591 0 Edmonds. WA 98020 JJP Office and Condo 1.00 4 12.1 0.0 3442 0 1.00 3 12.1 0.0 3040 0 1.00 2 12.1 0.0 2032 0 1.00 1 11 12.1 Dia. Shear R 49 4 66 0.0 1 1 1828 Chord 3036 2855 0 Wall Shear R 4 94 231 Seismic Seismic 3.08333 SW6 SW6 SW6 SW4 Short Walls 6.333 OK Old: 1.00 M calculated r... 0.09 1.00 0.08 1.00 3 68 2 65 1 61 Wall O.T. Y 2681 3 1 2505 2 1 2351 1 3.08333 ' Long Wall 380 340 319 Seismic SW3 SW2 Seismic SW4 SW2 Seismic SW4 ISW2 6.333 ' Long Wall OK OK OK 0.09 0.06 0.05 11.9 ' Long Wall 1.00 1.00 1.00 R Mo,= 4037 R Mo,= 8292 MR= 646 MR= 2727 T= 1380 © T= 1095 Q Q Coht =1397 Cfa.,E= 1540 P= 0 P= 0 T@P= 1380 <3> T@P= 1095 Q 0 C@1'ftE 1397 C@Pu,E= 1540 4 M«= 9109 4 Mc,= 18709 MR= 567 MR= 2393 T= 2348 Q T= 1971 Q 0 Co,E= 2765 Co+e= 2751 P= 0 P= 0 T@P= 23481 <T> T@P= 1971 © Q C@Pttj.tt= 2765 C@pp r� = 2751 3 M.= 24080 3 Mo,= 49459 MR= 756 MR= 4787 T= 6487 © T= 5417 0 0 Clmi= 6904 Co.,E= 6977" P= 0 P= 5 T@P= 6487 ® T@P= 5417 ® Q CC4@pn+,.= 6904 C@Pt,,,E�= 6977 2 M4= 13426 2 M«= 19698 MR= 567 MR= 2393 T= 354110 T= 2530 1Q O 1'Wt)o,,= 3959 Cn, r= 2872 P= 0 P= 0 T@P= 3541 Q T@P= 2530 0 L"a4F,= 3959 Ct4tPD+,,= 2872 1 Mo,= 26251 1 Mo,= 46038 1 Mo,= 49495 MR= 762 MR= 3214 MR= 8569 T= 7085 T= 5314 <S> T= 2516 0 Ca.E'= 7508 Coo.,= 61['4 Ct)*:tr=' 3944 P= 0 P= 9800 t P= 0 T@P= 7085 ® T@P= ,1307 61a 1".t T@P= 2516 C@P-= 7508 C@P-= 15,c}04 C@PF= 3944 zx riP �n Summary ar MD nem 6/14/2006 Chxked nem ENGINEERING $W. Sh« N. 250 4th Ave South f ie=s on x�• 7 ' 1 Suite 200 Edmonds. WA 98020 JJP Office and Condo 06068.10 NIS Transverse line 5 walls Summary (Alt. ASD) level diaphragm length wall length wall height wall weight 1Nrwar �wci rht 12.1 R 52.5 19.25 10.0 ft 10 psf 36 plf 4288 4 56 28.25 9.1 ft 10 psf 28 plf 2 3 56 28.25 9.1 ft 10 psf 28 plf 4.51828 2 56 2681 9.1 ft 10 psf 28 plf SW2 1 55 X28.25 y28.5� 9.3 ft 10 asf 28 Of 2 Loads : Seismic SW2 OK OK 0.11 1.00 used n Level Width 1 Width 21 Fx 1 F„ 2 R 12.1 4.5 1 2591 1159 4 12.1 4.5 4288 1611 3 12.1 4.5 3109 1117 2 12.1 4.5 2078 796 1 12.1 4.51828 3 70 678 p 1.00 1.00 1.00 1.00 Short Walls 1.00 calculated Dia. Shear Chord Wall Shear 7.25 12 rm=.. p R 49 O 3036 R 190 Seismic -§W--6 OK OK 0.17 1.00 4 83 Ol 2855 4 338 Seismic SW4 OK 01< 0.12 1.00 3 70 01 2681 3 488 Seismic SW2 OK OK 0.11 1.00 2 66 01 2505 2 590 Seismic SW2 OK OK 0.11 1.00 1 61 n 2351 1 631 Sersarsia 2SW4 OK OK 0.11 1.00 Wall O.T. 7.25 ' Long Wall 12 " Long Wall 21 ' Long, Wall R Ma= 19290 R Ma= 31928 MR= 3574 MR= 9792 T= 1629 Q T= 1358 Q 0 CD+t°.= 2635 y),E= 2938. P= 0 P= Oi T@P= 1629 Q T@P= 1358 Q 0 C@PD"g--2635 C@PD. g= 2938 4 Mo,= 50658 4 Mo,= 90861 MR= 6711 MR= 26318 T= 4586 © O T= 2166 0 C;o,,.r= 6475 CD+E= 4605 P= 0 P= 0 T@P= 4586 0 0 T@P= 1294 Q C@Pt,.+E= 6475 C@Pb,c= 111463 3 Mo,= 95895 3 Mo,= 221891 MR= 6565, MR= 52635 T= 9786 O T= 5732 Ct+,,E= 10669 Co, E= 10610 P= 0 P= 0 T@P= 9786 ® 0 T@P= 5732 0 C@Pta+t~= 10'669 C@PD+E= 10610 2 Ma= 150564 2 Mo,= 335000 MR= 8656 MR= 52635 T= 15571 O T= 10673 Ct),,R= 16454 Ctr,= 13112 P= 0 P= 0 T@P= 15571 0 0 T@P= 10673 C@PD+E= 16454 C@I'r,,r.= 13112 1 Mo,= 210181 1 Mo,= 98675 1, Mo,= 0 MR= 10777 MR= 8713 MR= 0 T= 218:74 ® T= 5539 Q T= 0l^r1o*V Lta+&„ =" 22770 CD+,r= 6978 CD+E= 0 P= 12000 P= 10200 P= 0 T@P= 11074 Q T@P= -2425 T@P= 0 No*.T.! C@PD+E= 34770 C@PD+&= 1717 C@PD+E= 0 a <aP oo ®r MD Chsked Dam Dale 6/14/2006 Summary -N,, ENGINEERING"'` 'un M;, 2 011 250 4th Ave South Pr ie = N. Suite 200 Edmonds. WA 98020 JJP Office and Condo 06068.10 NIS Transverse line 6 walls Summary (Alt. ASD) level dict 71ra � wall 1en th wall hei 1'tt wall �wei tt R 52.5 19.25 10.0 ft 10 psf 4 56 28.25 9.1 ff 10 psf 3 56 28.25 9.1 ft 10 psf 2 56 28.25 9.1 ft 10 psf 1 55 26.25 9.3 ft 10 psf IRMWIM Level Width 1 Width 2 F,t 1 FX 2 R 4.5 12.1 1159 2591 4 4.5 12.1 1611 4288 3 4.5 12.1 1117 3109 2 4.5 12.1 796 2078 4 38 1, 7693 4 338 floor 28 plf 28 plf 28 plf f 28 o 1 4.5 12.1 678 1828 0.17 1.00 Short Walls Dia. Shear Chord Wall Shear 0.11 7.25 21 R 49 1 8181 R 1.90 Seismic SW6 OK OK 4 38 1, 7693 4 338 Seismic SW4 OK OR 3 36 (:D 7223 3 488 Seismic SW2 OK OK 2 34 6748 2 590 Seismic SW2 ''OK OK 1 33 1 6334 1 688 Seismic 2SW4 jOK OK Wall O.T. 7.25 ' Lung Wall 21 " Long Wall R Mo, 19290 R Moi 55874 R MR= 3574 MR= 29988 T= 1.629 Q T= 916 Q Cn.tm= 2635 C-D,E= 3587 P= 0 P= 0. T@P= 1629 Q T@P= 916 Q C@Pr,q, = 2635 C@1111y,,;- 3587 4 Mot= 50658 4 Mot= 146735 MR= 67111 MR= 56306 T= 4586 0 T= 2974 lO Cct,.t � 6475. Cu,,R= 8192 P= 0 P= fJ T@P= 4586 Q T@P= 2974 Q C('uPu,E= 6475 C(t,Pr'u a= 8192 3 Mot= 95895 3 Mot= 277765 MR= 6565 MR= 8262.3 T= 9786 T= 6539 Ctt,,r= 10669Cj,>,E= 14197 P= 0 P= 0 T@P= 9786' Q T@P= 6539' Q Ct Pr,.,.g= 10669 C@Pr,F,,= 14197 2 Mot= 150566 2 Mot= 390876 MR= 8656 MR= 72627 T= 15571 ® T= 12620 C�),,a,= 16454 C.t),a= 15059 P= 0 1 P= 0 T@P= 15571 Q T@P= 1,2620 C@P,-,, : 16454 C@pcu E= 15059 1 Mot= 215566 1. Ma= 579152 MR= 10777' MR= 90417 T= 22444 ® T= 19166 Ct,,,e,= 23339 Q;r,.a 2163:1 P= 8200 P= 5200 T@P= 15064 Q T@P= 14486 Q C@Pu+E= 31539 C@Pu+E= 26839 C � ript��n BY Raked MD Summary ENGINEERING $..I. 250 4th Ave South P,.j- ).bN. Suite 200 Edmonds. WA 98020 JJP Office and Condo 06068.10 used p 1.00 1.00 1.00 1.00 1.00 I calculated P P \+I -I 1*1 C No Z Ol? rm A lr 0.17 1.00 0.12 1.00 0.11 1.00 0.11 1.00 0.12 1.00 15 " Long Wall Mo,= 39910 MR= 15300 T= 1206 Q Ca Mr= 3149 P= 0 T@P= 1206 Q C@Peaor-= 3149 P P \+I -I 1*1 C No Z Ol? NIS Transverse line 11 walls Width 1 Width 2 Fx 1 Fx 2 SUMMaU (Alt. ASD) 12.1 0.0 level diAPIra m len th wall length wall height wall weitht floor weight R 52.5 3 10.0 ft 10 psf 36 plf 4 56 8 9.1 ft 10 psf 28 plf 3 5689.1 ft (34.5 � 10 psf 28 plf 2 56 9.1 ft 1 55 9.3 ft 10 psf 10 p.sf 28 plf 28 plf Loading: 0.0 2032 used Level Width 1 Width 2 Fx 1 Fx 2 R 12.1 0.0 2591 0 4 12.1 0.0 3442 0 3 '12.1 0.0 3040 0 2 12.1 0.0 2032 0 1 1 12.1 ...0.0 1828 0 p 1.00 1.00 1.00 1.00 Short Walls 1.00 Dia. Shear chord Wall Shear MR= 30 0 r_, p R 49 1 3036 -505 R 62 Seismic SW6 OK #DIV/O! 0.06 1.00 4 66 1 2855 2958 4 140 Seismic SW6 OK #DIV/O! 0.05 1.00 3 68 1 2681 0 3 220 Seismic SW6 OK #DIVIO! 0.05 1.00 2 65 l 2505 -505 2 301 Seismic SW4 OR #DIV/O! 0.06 1.00 1 66 Q) 2351 2958 1 336 Seismic SW4 JOK #DIV/O! 1 0.06 _1.00_j Wall O.T. 30 ' Long Wall 53595 0 ' Long Wall 0 0 ' Long Wall IR M.,= 26121 53709 R Mot= 0 0 R mot= 0 MR= 61200 By MD Ch MR= 0 P.I. MR= snj T= -505 No*.TJ T= 0 Nooff.! T= 0 N(*T! CD+Ef 2958 CD.E= 0 CD.Iff 0 P= 0 P= 0 P= 0 T@P= -505 Nc*m! T@P-- 0 NOVU T@P= 0 NOO-T! C@Pt),.,L= 2958 Copn.f= 0 C@PMf 0 4 Mot= 53595 4 M,,,= 0 4 Ma= 0 MR= 53709 MR= 0 MR= 0 T= -57 No*T.! T= () Nool.! T= 0 No*r.! CD+E= 3339 CT>*F= 0 cwu= 0 P= 0 P= 0 P= 0 T@P= -57 Nc*. r,! T@P= 0 NOO>T! T@P= 0 N(*T.! C@PDIF= 3339 C@PD+E= 0 C@Pt)�E= 0 3 M.,= 137880 3 Mot= 0 3 Mot= 0 MR= 107419 MR= 0 MR= 0 T= .503 T= 0 NL*]'.! T= 0 NoQ>T.1 cf,).r.= 7421 CD,,F= 0 Coa,= 0 P= 01 U P= 0 P= 0 T@P= 503 T@P= 0 Nco. r.!' T@P= 0 Nc*.T.! Cppj),F:= 7421 C@pt)-1i= 0 C@pr),F,= 0 2 Mot= 115434 2 Mot= 0 2 M,= 0 MR= 53709 MR= 0 MR= 0 T= 1377IT> T= 0 N(*TJ T= 0 NoQ>T.! Co+'E=4836 ci)+I".= 0 cr),a= 0 P= 0 P= 0, P= 0 T@P= 1377 <j> T@P= 01 Nc*.T.! T@P= 0 Nooff.! C@pt).E-- 4836 C@PD,r,= Cffj)q,�,= 0 1 Mot= 131098 1 Mot= 0 1 Mot= 0 MR= 54459 MR= 0 MR= 0 T= 1736 T= 0 NO*F.! T= 0 No*T. 1 Ct),F,= 5244 CD.Ef 0, C 0 P= 0 P= 0 P= 0 T@P= 1736 T@P= 0 Nc*.T! T@P= 0 Nc*-r-1 C@P-= 5244 1 C@P,,,= 0 C@PD+E= 01 Adpomm- 4= % --P D-fip6m Summary By MD Ch we 6114/200 6 P.I. ENGINEERING 250 4th Ave South snj Sh., N., 013 Project J.b No Suite 200 Edmonds, WA 98020 JJP Office and Condo 06068.10 Lateral Design SuminaLy Key and Allowable Values shearwalls: 1/2" OSB w/ HmF studs w/ SW6 8d@6 o.c. 242 plf SW4 8d@4"o.c. 350 plf SW3 8d@3"o.c. 455 plf SW2 8d@2"o.c. 595 plf 2SW4 8d@4"o.c. 700 both sides 2SW3 8d@3"o.c. 910 both sides 2SW2 8d@2"o.c. 1 190 both sides holdowns MST48 (2)-2x 3635 # MST 60 (2)-2x 4830 # CMST14, 133" 16( 0 6490 # CMST12, 167' 16( 0 9235 # PHD6 (2)-2x 5480 # HDQ8 (2)-2x 7210 # HHDQ11 6x6 DF #1 11445 # HHDQ14 6x6 DF #1 14700 # 2 -HD 15 6x6 DF #2 29305 # diaphragms: 1/2"OSB w/ 1 8d@6"o.c., unblocked 180 plf 2 8d@6'o.c.,blocked 270 plf 3 8d@4"o.c., blocked 360 plf Z 014 Line D Total Force [#]: 4141 Wall Length [ft]: 17.0 Diaphragm Length [ft]: 58.0 Max Collect Force [#]: 1193 Wall Length [ft]: 20.0 Length [ft] Force [#] Open Wall Open Wall Open Wall Open Wall Open Wall Open Wall Open 0.0 0 4.0 -689 7.0 -189 4.0 -878 29.0 1193 6.0 160 5.0 517 3.0 0 0 0 0 0 0 Line I Total Force [#]: 2591 Wall Length [ft]: 20.0 Diaphragm Length [ft]: 30.0 Max Collect Force [#]: 216 9.5 Length [ft] Force [#] Open 0.0 0 Wall 3.3 -144 Open 2.5 72 Wall 6.7 -216 Open 5.0 216 Wall 6.7 -72 Open 2.5 144 Wall 3.3 0 Open 0.0 0 Wall 0.0 0 Open 0.0 0 Wall 0.0 0 Open 0.0 0 Line E/F Total Force (#]: ...� ��.... 5813 Wall Length [ft]: 9.5 Diaplwagm Length [ft]: 58.0 Most Collect Force [#]: 2430 Length [ft] Force [#] Open 24.3 2430 Wall 9.5 -2430 Open 24.3 0 Wall 0.0 0 Open 0.0 0 Wall 0.0 0 Open 0.0 0 Wall 0.0 0 Open 0.0 0 Wall 0.0 0 Open 0.0 0 Wall 0.0 0 Open 0.0 0 4.8 53 Line5 Total Force. [#]: 3750 Wall Length [ft]: 19.5 Diaphragm Length [ft]: 50.5 Max Collect Force [#]: 1417' 0.0 Length [ft] Force [#] Open 16.5 1225 Wall 7.5 340 Open 14.5 1417 Wall 12.0 0 Open 0.0 0 Wall 0.0 0 Open 1 0.0 0 Wall 0.0 0 Open 0.0 0 Wall 0.0 0 Open 0.0 0 Wall 0.0 0 Open 0.0 0 Line L Ely MD WWW a [#]: Total Force ,� ... 2858 Wan Length [ft]: DA. 16.0 Diaphragm Length [ft]: 45-5 Max Collect Force [#' 785' Length [ft= Force [#] 2'Open J&J Perkins Building 12.5 785 2 Wall 2 015 3.2 418 1 Open 5.0 733 1 Wall 4.8 173 1 Open 7.0 612 1 Wall 4.8 53 1 Open 5.0 367 1 Wall 3.2 0 1 Open 0.0 0 1''Wall 0.0 0 1 Open 0.0 0 1 Wall 0.00 1 Open 0.0 0 1 1 1 1 1 1 1 1 C 4c� Ely MD DA. 6/29/2006 ENGINEERING 0" DA. Roof Collector Forces S=Ob., Sht.A No. 250 4th Ave S J&J Perkins Building Suite 200 2 015 06068.10 Edmonds, WA 99020 Collector Force Calculations Line A/C Total Force [#]: 10641 Wall Length [ft]: 25.0 Diaphn, grn Length [ft]: 47.0 Max Collect Force [#]: 987 24.3 5815 Length [ft] Force [#] Open 0.0 0 1 Wall 3.0 -598 1 Open 7.0 987 1 Wall 3.5 290 1 Open 0.0 290 1 Wall 3.0 -308 1 Open 0.0 -308 1 Wall 3.0 -906 ] Open 8.0 906 ] Wall 3.0 308 ] Open 0.0 308 ] Wall 3.0 -290 ] Open 0.0 -290 ] Wall 3.5 -987 ] Open 7.0 598 ] Wall 3.0 0 Open 0.0 0 Wall 0.0 0 Line 1 0.0 0 Total Force [#]: 6033 Wall Length [ft]: 21.0 Diaphragm Length [ft]: 43.0 Max Collect Force [#]: 1403 Length [ft] Force [#] Open 0.0 0 Wall 3.0 -441 Open 5.0 261 Wall 5.0 -474 Open 5.0 227 Wall 6.7 -753 Open 2.0 -472 Wall 6.3 -1403 Open 10.0 0 Line E/F/G Total. Force [#]: ""...... 13907 Wall Length [ft]: 9.5 DiaphragrnLength [ft]: 58.0 Max Collect Force [#]': 5815 8.5 -2522 Length [ft] Force [#] Open 24.3 5815 Wall 9.5 -5815 Open 24.3 0 Wall 0.0 0 Open 0.0 0 Wall 0.0 0 Open 0.0 0 Wall 0.0 0 Open 0.0 0 Wail 0.0 0 Open 0.0 0 Wall 0.0 0 Open 0.0 0 Line 5 Total Force [#]: - u 9649 Wall Length [ft]: 28.5 Diaphragm Length [ft]: 55.0 Max Collect Force [#]: 3596 Length [ft] Force [#] Open 20.5 3596 Wall 7.5 2373 Open 6.0 3426 Wall 21.0 0 Open 0.0 0 Wall 0.0 0 Open 0.0 0 Wall 0.0 0 Open 0.0 0 Wall 0.0 0 Open 0.0 0 ' Wall 0.0 0 Open 0.0 0 1 4 1 l 1 ] Line L Total Force [#]:81,20 Wall Length [ft]: 17.0 Diaphragrn Length [ft]: 66.0 tvlax Collect Force [#" 2522 Length [ff Force [#] Open 4.0 492 Wall 8.5 -2522 Open 41.0 2522 Wall 8.5 -492 Open 4.0 0 Wall 0.0 0 Open 0.0 0 Wall 0.0 0 Open 0.0 0 Wall 0.0 0 Open 0.0 0 Wall 0.0 0 Open 0.0 0 MD 6/29/2006 Chkd DAN ENGINEERING Fourth floor Collector Forces 250 4th Ave S J&J Perkins Building Suite 200 ?°b" °? " 0 16 C 06068.10 Edmonds, WA 98020 1 2 2 1 1 1 1 1 1 1 l 1 1 Line A/C Total Force [#]: 4821 Wall Length [ft]: 23.9 Diaphragm Length [ft]: 45.9 Max Collect Force [#]: 469 Open Wall Open Wall Open Wall Length [ft] Force [#] 0.0 0 2.8 -266 7.0 469 3.2 160 0.0 160 3.0 -130 Open Wall Open Wall Open Wall 'Open 0.0 -130 3.0 -420 8.0 420 3.0 130 0.0 130 3.0 -160 0.0 -160 Wall 3.2 -469 Open 7.0 266 Wall 2.8 0 Open 0.0 0 Wall 0.0 0 Line 1 0.0 0 Total Force [#]: 3040 Wall Length [ft]: 22.1 Diaphragm Length [ft]:_ 54.6 Max Collect Force [#]: 638 Length [ft] Force [#] Open 10.0 557 Wall 2.8 332 Open 5.5 638 Wall 6.5 105 Open 5.5 411 Wall 6.5 -121 Open 2.0 -10 Wall 1 6.3 -529 Open 9.5 0 4= 0 ENGINEERING 250 4th Ave S Suite 200 Edmonds, WA 99020 Line FJF/G Total Force [#]:- 6003 Wall Length [ft]: 22.0 Diaphragm Length [ft]: 58.0 Max Collect Force [#]: 1708 3955 Length [ft] Force [#] Open 16.5 1708 Diaphragm Length [ft]' 8.5 268 ,Wall Open 3.0 579 Wall 13.5 -1708 Open 16.5 0 Wall 0.0 0 Open 0.0 0 Wal 0.0 0 Open 0.0 0 Wall 0.0 0 Open 0.0 0 Wall 0.0 0 Open 0.0 0 1 Open Line 5 Total Force [#]: 4226 Wall Length [ft]: 28.5' Diaphragm Length [ft]: 55.0 Max Collect Force [#]: 1575 Length [ft] Force [#] Open 20.5 1575 Wall 7.5 1039 Open 6.0 1500 Wall 21.0 0 Open 0.0 0 Wall 0.0 0 Open 0.0 0 Wall 0.0 0 ;Open 0.0 0 Wall 0.0 0 Open 0.0 0 Wall 0.0 0 Open 0.0 0 Third floor Collector Forces J&J Perkins Line L Total Force [#]: 3955 Wahl Length [ft]: 17.0 Diaphragm Length [ft]' 66.0 Max Collect Force [# 1228 Length [ft_ Force [#] Z Open 4.0 240 1 Wall 8.5 -1228 1 Open 41.0 1228 Wall 8.5 -240 1 Open 4.0 0 1 Wall 0.0 0 1 Open 0.0 0 1 'Wall OA 0 11 Open 0.0 0 1 Wall 0.0 0 l Open 0.0 0 1 Wall 0.0 0 1 Open 0.0 0 MD 1 6/29/2006 06068.10 2 027 1 2tions Line A/B/C Total Force [#]: 24413 Wall Length [ft]: 17.5 Total Force [#]: - 18293 Wall Length [ft]: 1 Open 30.5 Diaphragrn Length [ft]: 58.5 Max Collect Force RI: 1594 1 Open Length [ft] Force [#] Open 0.0 0 0.0 0 Wall 0.0 0 3.3 -933 Open 0.0 0 5.0 631 Wall 0.0 0 7.3 -1451 Open 5.0 113 Wall 4.5 -1179 Open 8.0 1323 Wall 4.5 31 Open 5.0 1594 Wall 4.5 302 Open 0.0 302 Wall 3.5 -702 Open 5.0 861 Wall 3.0 0 Line 1 Total Force [#]: 11105 Wall Length [ft]: 30.5 Diaphragm Length [ft]: 50.5 Max Collect Force [#]: 963 Length [ft] Force [#] Open 0 Wall 3.1 -448 Open 5.0 652 Wall 6.9 -344 Open 5.0 756 Wall 6.9 -241 Open 5.0 859 Wall 6.9 -137 Open 5.0 963 Wall 6.7 0 Open 0.0 0 Wall 0.0 0 Open 0.0 0 C ENGINEERING 250 4th Ave S Suite 200 Edmonds, WA 98020 Line E/F/G Total Force [#]: 24413 Wall Length [ft]: 17.5 Diaphragm Length [ft]: 58.0 IMax Collect Force [#]: 10207 14821 Length [ft] Force [#] 1 Open 24.3 10207 1 Wall 9.5 953 1 Open 0.0 953 2 Wall 8.0 -6840 1 Open 16.3 0 2 Wan 0.0 0 2 Open 0.0 0 1 Wall 0.0 0 2 Open 0.0 0 1 Wall 0.0 0 1 Open 0.0 0 1 Wall 0.0 0 1 Open 0.0 0 Line 5 Total Force [#]: 2874 Wall Length [ft]: 26.5 Diaphragm Length [ft]: 55.0 Max Collect Force [#]: 1071 14821 Length [ft] Force [#] Open 20.5 1071 Wall 7.5 650 Open 6.0 963 Wall 19.0 -105 Open 2.0 0 Wall 0.0 0 Open 0.0 0 Wall 0.0 0 Open 0.0 0 Wall 0.0 0 Open 0.0 0 Wall 0.0 0 Open 0.0 0 Second floor Collector Forces J&J Perkins Building Line L Total Force [#]: 14821 Wall Length [ft]: 25.5 Diaphragm Length [ft]: 58.0 Max Collect Force [#' 2172 Length [ft: Force [#] i Open 8.0 2044 l Wall 7.8 -480 l Open 5.0 798 i Wall 5.3 -912 l Open 6.0 621 l Wall 5.3 -1089 I Open 5.0 189 d Wall 73 -2172 l Open 8.5 0 & Wall 0.0 0 1 Open 0.0 0 1 Wall 0.0 0 1 Open 0.0- 0 MD f 6/29/2006 06068.10 2 018 v � o' b 3 o 6 I ob v � ,,tea ► I ob �a o U �z A c � wU v � ,,tea ► 4- >4 o•°d a� o U w b b z t, o I