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Home My WebLink AboutBLD10-102Rt CITY OF PORT TOWNSEND PERMIT ACTIVITY LOG PERMIT # BLD 10- |O2 DATE RECEIVED. © 7!'~'© SCOPE OF WORK: Revlace Conuemente otiire— DATE ACTION INITIALS S-ll- Lo ENTERED INTO CHET KAW S—W~ +O | CHECKED FOR COMPLETENESS Ww. S-U-10 [ues Stamp Gyy of cwil glans 40 be veined S-IR | Mw: Z P Se. { iz fe- 17-10 (SiGned FLOn Kerr Memo back = EUqnim i Von B- 37-10 Pluw Reve completes - See Concdious w CHET =< &/2¢[o Rei stans pece eck Sol Plans Exiting £ Cmegency ; [iulating # Lm a ©, 2. f 7-TS-Tl [Yeemit Extended ce W2¢g/M ES G-S- I OK to Pour cmu (pond | ct teal enclosure wal Zoning: Setbacks OK? Lot Size: Building Size: Lot Coverage: FAR OK? Height OK? Parking OK? Critical Area? Demo? Historic Rev? Notice to Title? Lots of Record? Z\ ST6? City of Port Townsend Development Services Department Correction Notice PERMITNUMBER |O-\OZ OWNER soptocation \NOQ Siwy Inspection of oe structure has found the following violations: ‘ P \ \\ +} @ devs (x2 wis ) fA 2A “shall Cae~ Lun ecu ian 3\ Exton Lapis, Ban bek BO) Vp @ a prep 5 Ss) Seer ee Cea - V{Z AV 4 — Ls | dt Doak Cual, This Appwal lan eu- Stcuercy GA “Temper ouly , 30 day prod = Cau Sar d om ov Wore. 7-Ul-[ 2 You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherwise. hen corrections have been made, call for inspection. Mh Date (9 At-67 Inspector c DSD Main Office (360) 379-5095 INSPECTION REQUEST (360) 385-2294 rk | THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE ~4 J 0 7 KL I M I D Y LI W w a a 4 d 3d s CONSTRUCTION PROGRESS RECORD CITY OF PORT TOWNSEND Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 POST THIS CARD IN A SAFE, CONSPICUOUS LOCATION. PLEASE DO NOT REMOVE THIS NOTICE UNTIL ALL REQUIRED INSPECTIONS ARE MADE AND SIGNED OFF BY THE APPROPRIATE AUTHORITY AND THE BUILDING IS APPROVED FOR OCCUPANCY. STAMPED APPROVED PLANS MUST BE AVAILABLE ON THE JOBSITE. PARCEL NO. 948322301 ADDRESS 1408 SIMS WAY PERMIT NO. BLD10-102 ISSUED DATE 09/24/2010 EXPIRATION DATE 03/23/2011 OWNER NAGRA INC WA CORP CONSTRUCTION TYPE V-B PROJECT DESCRIPTION Sea Breeze Shell Convenience Store & Car Wash OCCUPANT LOAD ECTION CALL (360) 385-2294. CONTRACTOR PACIFIC ENVIRONMENTAL LENDER INSPECTION INSP DATE COMMENT INSPECTION INSP DATE COMMENT TESC -FENCE/ENTRANC| | ROOF NAILING FOOTING A %4/ SPEGHALINGRECTION Mie exh Cava CeMlug per pew FOUNDATION PIERS SPECIAL INSPECTION |i | Y2z/, S Wa, SLAB LY of) Stel Plu“) | SPECIAL INSPECTION /1 CONCRETE SPECIAL INSPECTION Fu MASONRY/CMU DD) | SAL. [EF / | SPECIAL INSPECTION J MASONRY/CMU MAK Pasi SK | speciALINSPEcTION | Z MASONRY/CMU Ww Ms > FPP-FINAL My] “Yb MASONRY/CMU ww |72/, | Flund UNE ea [FINAL PLANNING wi AL MASONRY/CMU : FINAL PUBLIC WoRKS |W Zi) o_ FRAMING ER Bhe/p | 2Ee Cores PO" 1 ANDSCAPE PERLUP [Wk |“ ‘/[z, STRUCTURAL STEEL | __ = FINALBLDG.C OFO | MWY Ay) 2, SHEAR WALL PA os |e Wall € roof... Ratinin, Well Footing Wall fine BE East 2 oF ALY ou INSULATION Pelee eocciae Ce Stato Se Sh KOR Wixi, Moet GWB A Lele — Daswspse ok 31 a ' 1k eae ‘le Work a Fl vid ey vader a ails Suthind veh wl aa TOR em eal AN INS i Stet _ INSPECTION REQUESTS MUST BE RECEIVED PRIOR TO 3:00 PM FOR NEXT DAY INSPECTION. Rekeaning Wo\| comolete i, te) Grp voage slab ? Ke erinaC alley Guid yor, CAv wash SLAB MAA Mofi de Cenler~ La 2-2 Oke Wa Vos, WW ak Vac ole tHyose Ramp Sn Access [wer (evel ot Weause. Ve/ 1 Wak Thomas L. Aumock Consulting Fire Code Inspector 2303 Hendricks Street, Port Townsend, WA 98368 Office : (360) 385-3938 Email: taumock@cablespeed.com Cell : (360) 643-0272 PLAN REVIEW MEMORANDUM To: Fred Slota, Bldg. Official, City of Port Townsend Development Services Dept. Fr: Tom Aumock, Consulting Fire Code Inspector, East Jefferson Fire & Re ( £7, Re: BLD10-102: Sea Breeze Store , 1408 Sims Way, Port Townsend Cc: Fire Chief Gordon Pomeroy, East Jefferson Fire & Rescue Date: June 11, 2010 The above-reference proposal was reviewed by this plans examiner relative to the International Fire Code [I.F.C.], 2006 Edition, as amended by the Washington State Building Codes Council, and City of Port Townsend Ordinance 2947, and City of Port Townsend Engineering Design Specifications. The following constitutes my findings and determinations based upon the plans of record submitted. Findings & Determinations: 1. The proposal was reviewed as a one-story occupancy with a total of 3,242 square feet with a Group B/\ occupancy classification, and with a Type V-B construction classification. 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]. 3. Road access for this proposal from Hendricks Street is found to be consistent with Ordinance 2947, and LF.C. Appendix D fire apparatus access road design standards. The access from Sims way is not approved due to insufficient radii for emergency vehicles. The proponent shall provide curb design consistent with Ordinance 2947 at the Street Development Permit [SDP] level, or other approved means. 4. Access to building openings is designed consistent with the LF.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. 5. An automatic fire suppression system (sprinklers) is not required under I.F.C. Section 903. 6. An automatic fire detection alarm system is not required for this occupancy under IFC Section 907, but may be a requirement from the International Building Code. 7. Interior fire extinguisher sizing and placement shall meet or exceed IFC Section 906 and NFPA Standard 10, which requires a minimum 2-A:20-B:C fire extinguisher at the front exit in addition to the two shown on the plans. 8. Approved portable fire extinguishers complying with Section 906 with a minimum rating of 2-A:20- B:C shall be provided and located such that an extinguisher is not more than 75 feet (22 860 mm) from pumps, dispensers or storage tank fill-pipe openings. LF.C. Section 2205.3 FILE COPY 9. 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. Since there is no fire hydrant or large water main in the vicinity of this proposed facility, one [1] new fire hydrant is required by Code to supply a minimum of 1,500 gallons per minute. The proponent shall be required to model the proposed new water line in Sherman Street to verify the flow requirement, or loop the water main. 10. This proposal contains a provision for commercial kitchen appliances with a “Type I UL Hood”. NFPA 96 and LF.C. Section 610 requires that a fire department approved fire suppression system (i.e. sprinklers) shall be provided for the protection of commercial-type food heat-processing equipment: 10.1 Said system shall be designed and installed to Underwriter’s Lab Specification 300 including NFPA 96 and related specifications for wall, ceiling and duct protection. The plan set did not indicate wall, ceiling and duct specifications, which shall be provided to the City Building Official. 10.2 Sprinkler protection shall also be provided for the enclosed plenum space within the hood above the filters and exhaust ducts serving Type I hoods. 10.3 Plans [plan view, front elevation, section, with full dimensioning and labeling] shall be submitted for the installation wall/ceiling protection, spacing from combustible wall assemblies, exhaust shaft construction, grease removal devices, ducting, and vent termination above the roof versus roof-opening appurtenances, and may be a deferred submittal. 10.4 A City inspector shall inspect the installation for code conformance, including witnessing of the installer’s testing of the protection system consistent with the International Mechanical Code Section 507 and 508 testing requirements. 10.5 The hood shall be installed to manufacturer’s listing. 10.6 The plan set indicated that the exhaust fan has 1,125 cfm. The supply air is indicated to be 1,012 cfm. This 90 percent ratio shall be verified to the City Building Official to insure that the replacement air quantity is adequate to prevent negative pressures in the kitchen from exceeding 4.98kPa [0.02 inches water column], prior to permit approval. 10.7 A “K-Class” wet chemical fire extinguisher is required for the kitchen facility. Should the class fire extinguisher not contain a “B” class rating, an additional 40-B:C dry-chemical type fire extinguisher shall be provided within the kitchen area for electrical-based fire protection. 11. A dishwashing machine that produces steam shall be provided an exhaust hood consistent with the International Mechanical Code, and NFPA 96. 12. The dispensing of fuel at motor fuel-dispensing facilities shall be conducted by a qualified attendant or shall be under the supervision of a qualified attendant at all times or the dispensing devices shall be in clear view of the attendant at all times. Obstructions shall not be placed between the dispensing area and the attendant. [ LF.C. Section 2204.1 “Supervision of dispensing”). 13. Per LF.C. Section 2205.6, warning signs shall be conspicuously posted within sight of each dispenser in the fuel-dispensing area and shall state the following: 13.1. No smoking. 13.2 Shut off motor. 13.3 Discharge your static electricity before fueling by touching a metal surface away from the nozzle. 13.4 To prevent static charge, do not reenter your vehicle while gasoline is pumping. 13.5 Ifa fire starts, do not remove nozzle—back away immediately. 13.6 It is unlawful and dangerous to dispense gasoline into unapproved containers. 13.7 No filling of portable containers in or on a motor vehicle. Place container on ground before filling. 14. Per LF.C. Section 2204.3.5 “Emergency procedures”, an approved emergency procedures sign, in addition to the signs required by Section 2205.6, shall be posted in a conspicuous location and shall read: IN CASE OF FIRE, SPILL OR RELEASE 1. USE EMERGENCY PUMP SHUTOFF! 2. REPORT THE ACCIDENT! EMERGENCY TELEPHONE NUMBER IS 9-1-1 FACILITY ADDRESS 1408 SIMS WAY, PORT TOWNSEND 15. Per LF.C. Section 2204.3.6 “Communications”, a telephone not requiring a coin to operate or other approved, clearly identified means to notify the fire department shall be provided on the site in a location approved by the fire code official. 16. An approved, clearly identified and readily accessible emergency disconnect switch shall be provided at an approved location, to stop the transfer of fuel to the fuel dispensers in the event of a fuel spill or other emergency. An emergency disconnect switch for exterior fuel dispensers shall be located within 100 feet (30 480 mm) of, but not less than 20 feet (6096 mm) from, the fuel dispensers. For interior fuel-dispensing operations, the emergency disconnect switch shall be installed at an approved location. Such devices shall be distinctly labeled as: EMERGENCY FUEL SHUTOEFF. Signs shall be provided in approved locations, per IL.F.C. 2203.2 “Emergency disconnect switches”. 17. The owner shall provide on-site a spill control system for the stormwater drains in the parking lot, with employees trained to initiate protection measures. [I.F.C. 2205.5] Any other applicable or relevant sections of said Code not covered herein shall nonetheless apply to this proposal. It is the recommendation of this consulting Fire Code Inspector that the proposal be approved subject to the aforesaid requirements. 2.5 hours was logged in the consult with City officials, plan review, reporting, and filing of this permit application. "ii rm -ALr a Ss oe we) CERTIFICATE OF OCCUPANCY CITY OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT This certificate is issued in accordance with the provisions of the International Building Codes as adopted and amended by the City of Port Townsend. At the time of issuance, the indicated structure and use was deemed to be in compliance with the various codes and ordinances of the City of Port Townsend regulating construction, use and occupancy of buildings. Property Owner: Name of Business: Nagra Inc. WA. Sea Breeze Market Corp Occupancy Group: M Building Address: 1408 Sims Way Type of ZONE: Construction: V-B Date Issued: Permit Number: 12-10-13 BLD10-102 Me | | | ys Building Official Ya taaleson . ngineering, P.C. = ECEIVET Structural Design @ Investigations ¢ Seismic Retrofits 10024 SE 240" St., Suite 230 Kent, WA 98031-5124 ; MAY 11 2010 Ph: (253) 520-0388; Fax: (253) 520-0387 — Email: dstaal@staaleng.com Web: www.staaleng.com CITY OF PORT TOWNSEND DSD BDLO-~L Ou PREPARED FOR: RE: Calculations Morris Stafford, Architect JOB #: 10-002 Loggia Group, PLLC DATE: Sunday, May 09, 2010 6816 Chambers Creek Rd W PROJECT: Sea Breeze Market & Carwash University Place, WA 98467 1408 W. Sims Way Port Townsend, WA 98368 PRIMARY DESIGN PROFESSIONAL: Morris Stafford, Architect TERMS OF USE: ENGINEER made a structural design of elements and systems as shown under the Scope of Basic Services. All other elements and systems shall be the sole responsibility of others and are excluded from ENGINEER’s Seal and Signature. ENGINEER’s SCOPE OF BASIC SERVICES: ENGINEER made a structural design for a new convenience story (4,000 square feet) constructed using conventional timber framing with brick veneer and new attached carwash building (700 square feet) constructed using masonry. Both buildings will be supported on a conventional concrete foundation. ENGINEER made a design for elements of the Gravity Framing, the Lateral Force Resisting System, and Foundations. INDEX: Section 1. Design Criteria. 2. Gravity Loads 3. Gravity Framing 3.1. Members 3.2. Connections _ 4. Foundations 5. Lateral Force Resisting System 5.1. Wood Panel Shear Walls ____ 5.2. Masonry Shear Walls 6. Diaphragm oo _ 6.1. DIAPH at WD-SWS i % 6.2. DIAPH at MAS-SWS oe aX 6.3. Sub-DIAPH at MAS-SWS fexemes APR 29 20 | 7. Lateral Forces vo mat Seismic — ; ” , . - - . MAY 9 2010 7.2. Wind FILE COPY rm eson Engineering, P.C. RE: Design Criteria CLIENT: Morris Stafford, Architect PROJECT: Sea Breeze Market JOB #: 10-002 May 9, 2010 JURISDICTION: City of Port Townsend, WA BUILDING CODES AND DESIGN REFERENCES: 1. 2. 3. ee eo n an s —_ — © International Building Code (IBC), 2006 Edition. ASCE Standard 7-05, Minimum Design Loads for Buildings and Other Structures. SEAW Handbook of Rapid —Solutions Methodology for Wind Design, RSM-03, 2004 Edition, by Structural Engineers' Association of Washington. Snow Load Analysis for Washington, July 1995, by Structural Engineers' Association of Washington. NDS-2005, by AF&PA SDPWS-2005 by AF&PA Prestandard & Commentary for Seismic Rehabilitation of Buildings, NOV 2000, FEMA. Proceedings of the 2003 Structures Congress & Exposition, MAY 2003, Structural Engineering Institute. Seismic Design Handbook, 2™ Edition, by Farzad Naeim. Foundation Engineering, 2™ Edition, by Peck, Hanson, Thorburn. Refer to Chapter 12. “A Portal Frame with Hold Downs for Wall Bracing or Engineered Applications”, Technical Topics, Form No. TT-100, January 2005, by APA. STRUCTURAL SOFTWARE: 1. Enercal Version 6.0.221 P.O. Box 118 Corona del Mar, CA 92625 www.enercalc.com Licensed to: Staaleson Engineering, PC StaadPro Version 20.07.02.15 By Bentley Systems Inc 685 Stockton Drive Exton, PA 19341 www.bentley.com Licensed to: Staaleson Engineering, PC DESIGN LOADS: Roof Loads: Commercial: Snow = 25 PSF. Wind Loads: Based on 85 MPH Exp C with pressure values based on 3-second gust wind speed. Seismic Loads: Based on Mapped Spectral Accelerations for Pacific North West. Soils: Based on Assumed Soil parameters. 1. Bearing pressure: Pbr = 1500 PSF. 2. Soil Profile Type Sp. 3. Liquefaction Potential: Not susceptible. aleson Engineering, P.C. RE: Design Criteria CLIENT: Morris Stafford, Architect PROJECT: Sea Breeze Market JOB #: 10-002 May 9, 2010 METHOD AND DESIGN NOTES: 1. Building Separation between Convenience Story and Carwash. The Convenience Store is constructed using conventional timber framing and the Carwash constructed using reinforced masonry. The small section of roof diaphragm, which connects these two structures, is flexible and is not expected to transfer significant force between the masonry shear walls and the wood shear walls. Therefore each structural LFRS can be designed independent of the other without the need for a building separation. Per ASCE-7 Sec. 12.12.3 Staaleson Engineering, P.C. Project: Sea Breeze Market Roof and Floor Dead Loads 4/8/2010 PSF PSF PSF Store Design Mark Type Description Layers Unit Wt. Load Load RF-1 TPO Viny! Roofing 25 5/8" PWD Sht'g 1 1.8 1.8 Trusses @ 24"oc 3.0 4" Rigid Insulation 4 0.80 3.2 Suspended Ceiling 1.8 Mech, Elec, & Misc 1.5 13.8| 15.0] Carwash Mark Type. Description Load Load RF-2 TPO Vinyl Roofing 2.5 . 5/8" PWD Sht'g 2 1.8 3.6 2x12 @ 24"oc 22 4" Rigid Insulation 4 0.80 3.2 Mech, Elec, & Misc 15 13.0] 15.0} ODESIGN\Loads DP GRAVITY Loads 12-09-06.xlIs Approved by Staal 06-12-06 Staaleson Engineering, P.C. Project: Sea Breeze Market Wall Dead Loads 4/6/2010 PSF PSF Wood Wall Design Mark Type Description Load Load EXT ~~ WL-1 Fiber Cement Board 4.0 1/2" PWD Sheathing 1.5 Insulation 2.2 2x6 @ 16"0C 1.7 5/8" GWB, 1 Layer 2.8 Misc 15 13.7| 15.0] 2, Masonry Wall Design Mark Type._ Description Load Load EXT: “WE+2 Medium Wt. Masonry 78.0 5/8" PWD Sheathing @ INT 1.8 Misc 15 81.3] 82.0) ODESIGN\Loads DP GRAVITY Loads 12-09-06.xls Approved by Staal 06-12-06 Staaleson Engineering, P.C. Title : Sea Breeze Market & Carwash Job # 10-002 10024 SE 240th St. Ste 230 Dsgnr: Staal ‘ : Kent, WA 98031 Project Desc.: Ph. 253-520-0388 Fx. 253-520-0387 dstaal@staaleng.com Printed: 17 APR 2019, 14:17AM Multiple Si 4 File: g\0Project Active\10-002 Sea Breeze Market COMPUTATIONS \seabreeze.eco Mul Pp le Simp le Beam Des _ENERCALC, INC. 1983-2010, Ver: 6.1.03, N:72599 Lic, # : KW-06002299 License Owner; DARRELL: STAALESON; PE: Description : Roof Joist Wood Beam Design: RJ-1 Project Notes : BEAM Size: 2x6, Sawn, Fully Unbraced Calculations per IBC 2006, CBC 2007, 2005 NDS Using Allowable Stress Design with 2006 IBC & ASCE 7-05 Load Combinations, Major Axis Ber Wood Species : Hem Fir Wood Grade : No.2 Fb - Tension 850 psi Fc - Pril 1300 psi Fv 150 psi Ebend- xx 1300 ksi Density 27.7 pef Fb - Compr 850 psi Fc - Perp 405 psi Ft 525 psi Eminbend - xx 470 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0150, S = 0.050 k/ft, Trib= 2.0 ft Design Summary Max fb/Fb Ratio = 0.812: 4 fb : Actual : 939.60 psi at 3.000 ft inSpan#1 Fb : Allowable : 1,156.47 psi Load Comb : +D+S+H Max fv/FvRatio = 0.416: 1 fv : Actual : 71.77 psi at 0.000 ft in Span #1 Fv : Allowable : 172.50 psi eon Se Load Comb : +D+S+H == Max Reactions (k) DO L tr s Ww E H Max Deflections Left Support 0.09 0.30 Downward L+Lr+S 0.000 in Downward Total 0.108 in Right Support 0.09 0.30 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 0 <360 Total Defl Ratio 664 Staaleson Engineering, P.C. Title : Sea Breeze Market & Carwash Job # 10-002 10024 SE 240th St. Ste 230 Dsgnr: Staal Kent, WA 98031 Project Desc.: Ph. 253-520-0388 F Project Notes : Fx. 253-520-0387 ES dstaal@staaleng.com Printed: 17 APR 2010, 12:49PM File: g:\0Project Active\10-002 Sea Breeze Market\COMPUTATIONS\seabreeze.ec6 ENERCALC, INC. 1983-2010, Ver: 6.1.03, N:72599 License Owner: DARRELL. STAALESON, PE Multiple Lic. # : KW-06002299 Description : Roof Joist at MAS Wood Beam Design: RJ-2 le Simple Beam Design BEAM Size: 1.750x11.875, Gang-Lam LVL, pulhy Unbraced Calculations per IBC 2006, CBC 2007, 2005 NDS Using Allowable Stress Design with 2006 IBC & ASCE 7-05 Load Combinations, Major Axis Ber Wood Species : Louisiana Pacific Wood Grade : GangLam 2.0E S 3100 Fb - Tension 3100 psi Fc - Pril 1600 psi Fv 290 psi Ebend- xx 2000 ksi Density 32.21 pcf Fb - Compr 3100 psi Fc - Perp 1020 psi Ft 1000 psi Eminbend - xx 2000 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 2.0 ft Design Summary Max fb/Fb Ratio = 0.902: 4 (0.030) $(0.050) fb : Actual : 790.31 psi at 8.000 ft in Span #1 2 3 Fb : Allowable : 876.10 psi Load Comb : +D+S+H Max fv/FvRatio = 0.147: 1 fv : Actual : 48.88 psi at 0.000 ft in Span #1 16.0 ft, 1.750x11.875 Fv : Allowable : 333.50 psi Load Comb : +D+S+H Max Reactions (k) DO L Lr Ss w E H Max Deflections Left Support 0.28 0.40 Downward L+Lr+S 0.000 in Downward Total 0.152 in Right Support ~ 0.28 0.40 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 0 <360 Total Defl Ratio 1265 Staaleson Engineering, P.C. Title : Sea Breeze Market & Carwash Job # 10-002 10024 SE 240th St. Ste 230 Dsgnr: Staal , Kent, WA 98031 Project Desc.: Ph. 253-520-0388 Fx. 253-520-0387 dstaal@staaleng.com Printed: 27 APR 2019, 5:05PM File: g:\0Project Active\10-002 Sea Breeze Market\COMPUTATIONS|seabreeze.ec6 ENERCALC, ING. 1983-2010, Ver: 6.1.03, N:72599 Project Notes : License Owner: DARRELL STAALESON; PE Description : Roof Joist at Canopy Wood Beam Design: RJ-3 BEAM Size: 3x8, Sawn, Fully Unbraced Calculations per IBC 2006, CBC 2007, 2005 NDS Using Allowable Stress Design with 2006 IBC & ASCE 7-05 Load Combinations, Major Axis Ber Wood Species : Hem Fir Wood Grade : No.2 Fb - Tension 850.0 psi Fc - Pril 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 27.70 pef Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 3.50 ft Design Summary Max fb/Fb Ratio = 0.880: 4 fb : Actual : 982.74 psi at 5.000 ft inSpan#1 Fb : Allowable : 1,116.74 psi Load Comb : +D+S+H Max fv/FvRatio = 0.344: 1 ; fv : Actual : 59.37 psi at 0.000 ft in Span #1 1008, 358 Fv : Allowable : 172.50 psi cae Load Comb : +D+S+H Max Reactions (k) D L Lr s w E H Max Deflections Left Support 0.28 0.44 Downward L+Lr+S 0.000 in Downward Total 0.192 in Right Support 0.28 0.44 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 0 <360 Total Defl Ratio 625 Staaleson Engineering, P.C. Title : Sea Breeze Market & Carwash Job # 10-002 10024 SE 240th St. Ste 230 Dsgnr: Staal Kent, WA 98031 Project Desc.: Ph. 253-520-0388 Fx. 253-520-0387 dstaal@staaleng. com Printed: 27 APR 2010, 11:58AM i : File: 9 noe Active\10-002 Sea Breeze Markef\COMPUTATIONS|\seabreeze.ec6 nple Beam Design ENERCALG, INC. 1983-2010, Ver: 6.1.03, N:72599 Project Notes : Lic: # : KW-06002299 EEL Ey SOR SE REE OTE “License Owner: DARRELL’STAALESON, PE Description : Roof Beam at Canopy Wood Beam Design: RB-4 BEAM Size: 6x12, Sawn, Fully Unbraced Calculations per IBC 2006, CBC 2007, 2005 NDS Using "Allowable Stress Design with 2006 IBC & ASCE 7-05 Load Combinations, Major Axis Ber Wood Species : Hem Fir (north) Wood Grade : No.2 Fb - Tension 675 psi Fc - Pril 475 psi Fv 135 psi Ebend- xx 1100 ksi Density 29.64 pcf Fb - Compr 675 psi Fc - Perp 405 psi ‘Ft 325 psi Eminbend - xx 400 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0150, S = 0.050 k/ft, Trib= 5.0 ft Design Summary Max fb/Fb Ratio = 0.755: 4 fb : Actual : 506.07 psi at 5.500 ft in Span # 1 Fb : Allowable : 669.91 psi Load Comb : +D+S+H Max iyiivinallar= = 0.327: 1 , fv : Actual 44.09 psi at 0.000 ft in Span #1 Fv : Allowable : 135.00 psi THO fh 6x12 Load Comb : +D+S+H : Max Reactions (k) D L Lr Ss Ww E H Max Deflections ; a Left Support 0.48 1.38 Downward L+Lr+S 0.000 in Downward Total 0.108 in Right Support 0.48 1.38 : Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 0 <360 Total Defl Ratio 1222 Staaleson Engineering, P.C. Title : Sea Breeze Market & Carwash Job # 10-002 10024 SE 240th St. Ste 230 Dsgnr: Staal ' ; Kent, WA 98031 Project Desc.: Ph. 253-520-0388 Prsject Rlotesi: Fx. 253-520-0387 dstaal@staaleng.com Printed: 29 APR 2010, 11:14AM in 5 File: g:\0Project Active\10-002 Sea Breeze Markef\COMPUTATIONS\seabreeze.ec6 : fh in ENERCALG, INC. 1983-2010, Ver: 6.1.03, N:72599 License Owner:: DARRELL STAALESON, PE lultiple Simy Lic. # : KW-06002299 Description : HDR supporting Marquee Wood Beam Design: RB-1 BEAM Size: 5.125x12, GLB, a Unbraced Calculations per IBC 2006, CBC 2007, 2005 NDS Using Allowable Stress Design with 2006 IBC & ASCE 7-05 Load Combinations, Major Axis Ber Wood Species : DF/DF Wood Grade : 24F - V4 Fb - Tension 2,400.0 psi Fc - Pril 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi Density 32.210 pcf Fb - Compr 1,850.0 psi Fe - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 930.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 26.40 ft Unif Load: D = 0.020, S = 0.050 k/ft, Trib= 8.0 ft Design Summary Max fb/Fb Ratio = 0.300: 4 fb : Actual : 715.50 psi at 3.000 ft in Span # 1 Fb : Allowable : 2,385.07 psi Load Comb : +D+S+H Max fv/FvRatio = 0.450: 1 fv : Actual : 119.25 psi at 0.000 ft in Span #1 Fv : Allowable : 265.00 psi - Load Comb : +D+S+H equ Max Reactions (k) D L Lr BS) Ww E H Max Deflections Left Support 474 3.18 Downward L+Lr+S 0.000 in Downward Total 0.023 in Right Support 1.71 3.18 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 0 <360 Total Defi Ratio 3077 Staaleson Engineering, P.C. Title : Sea Breeze Market & Carwash Job # 10-002 10024 SE 240th St. Ste 230 Dsgnr: Staal Kent, WA 98031 Project Desc.: Ph. 253-520-0388 Project Notes : Fx. 253-520-0387 dstaal@staaleng.com Multiple le Lic. #: KW-06002299 Description : Roof Beam Wood Beam Design: RB-3 BEAM Size: 5.125x12, GLB, Fully Unbraced Calculations per IBC 2006, CBC 2007, 2005 NDS Using Allowable Stress Design with 2006 IBC & ASCE 7-05 Load Combinations, Major Axis Ber Wood Species : DF/DF Wood Grade : 24F - V4 Printed: 17 APR 2070, 14:14AM Project Active\10-002 Sea Breeze Market\COMPUTATIONS |seabreeze.ec6 ___ENERCA 3-2010, Ver: 6.1.03, N:72599. License Owner: DARRELL STAALESON, PE: Fb - Tension 2400 psi Fc - Pril 1650 psi Fv 265 psi Ebend- xx 1800 ksi Density 32.21 pcf Fb - Compr 1850 psi Fc - Perp 650 psi__——*F tt 1100 psi Eminbend - xx 930 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0150, S = 0.050 k/ft, Trib= 6.0 ft Design Summary (0.090) $(0.30) Max fb/Fb Ratio = 0.207: 4 fb : Actual : 492.39 psi at 5.000 ft in Span #1 Fb : Allowable : 2,375.16 psi Load Comb : +D+S+H Max fv/FvRatio = 0.186: 1 \ \ fv : Actual : 49.24 psi at 0.000 ft in Span #1 Fv : Allowable : 265.00 psi 140.0 ft, 5.125x12 Load Comb : +D+S+H Max Reactions (k) D L Lr BS) w E H Max Deflections Left Support 0.52 1.50 Downward L+Lr+S 0.000 in Downward Total 0.051 in Right Support 0.52 1.50 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 0 <360 Total Defl Ratio 2349 Staaleson Engineering, P.C. Title : Sea Breeze Market & Carwash Job # 10-002 10024 SE 240th St. Ste 230 Dsgnr: Staal , ; Kent, WA 98031 Project Desc.: Ph. 253-520-0388 Fx. 253-520-0387 dstaal@staaleng. com ‘ Printed: 1? APR 2010, 14:07AM ‘ File: ae ‘\OProject Active\10-002 Sea Breeze Markefi\COMPUTATIONS\seabreeze.ec6 Multi ple Simple Beam Design ENERCALG, ING. 1983-2010, Ver: 6.1.03, N:72599 Lic. #: KW-06002299 » License Owner: DARRELL’STAALESON; PE Description: Typ. HDR Wood Beam Design: RB-2 Project Notes : BEAM Size: 6x8, Sawn, Fully Unbraced Calculations per IBC 2006, CBC 2007, 2005 NDS Using Allowable Stress Design with 2006 IBC & ASCE 7-05 Load Combinations, Major Axis Ber Wood Species : Hem Fir Wood Grade : No.2 Fb - Tension 675 psi Fe - Pril 500 psi Fv 140 psi Ebend- xx 1100 ksi Density 27.7 pef Fb - Compr 675 psi Fc - Perp 405 psi‘ Ft 350 psi Eminbend - xx 400 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 5.0 ft Design Summary Max fb/Fb Ratio = 0.144: 4 fb : Actual : 96.78 psi at 2.000 ft in Span #1 Fb : Allowable : 673.80 psi Load Comb : +D+S+H Max fv/FvRatio = 0.108: 1 fv : Actual : 15.12 psi at 0.000 ft inSpan#1 Fv : Allowable : 140.00 psi re Load Comb : +D+S+H : Max Reactions (k) D L Lr Ss w E H Max Deflections Left Support 0.17 0.25 Downward L+Lr+S 0.000 in Downward Total 0.003 in Right Support 0.17 0.25 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 0 <360 Total Defl Ratio 14104 Wood Columns 162 1 = I2= 48 COLSZ 2x6 Grade HF-N Stud Fo= 1300 E= 1,400,000 CD= 1.0 CF = 1.0 = 0.8 Kce = 0.3 Cp= 0.2082 Fic= 271 LC D 16-15 1.0 16-16 1.0 Ke1 = 1.2 d1 5:5] le1/d1= 35.35 < 50 Ke2 = 1.2 d2 1.5} le2/d2 = 38.40 < 50 A= 8.25 S= 7.563 | Studs: Fb = 850 CD = 1.6 CL= 0.97 sawn lumber CF= 1.1 visually graded lumbei NDS 3.7.1 Cr= 1415 RB = 12.1 Loads: KbE = 0.439 F'b = 1666 LBS LB-in L Ss Pp fc Ww WL WwW M 1.0 0.5 960:9 116.5 1.3 1.0 28.5 7799.0 1.0 1.0 1397.8 169.4 1.3 0.5 14.3 3899.5. TYP WALL STUDS. USE: 2x6 HF #2 at 1'-4"0C. w/ BLKG at 4'-0"OC ODESIGN\WD-COL WDCOL.xis ) Project: Sea Breeze Market lu/d = 8.7 H=- 13.50 Pw = 16.5 SPA = 1.33 We= 21.945 PLF D 394 L= 0 S) 657 fo 1031.2 © 515.6 4/19/2010 59.7 Combined 0.81 0.71 Project: Sea Breeze Market 4/19/2010 Wood Columns 1= 162 Ket = 1:2 di= §.5| let/d1= 35.35 < 50 ; I2= 96 Ke2 = 1.2 d2= 4.5| le2/d2 = 25.60 < ~ 50 lu/d = 17.5 le= 102.9 COL SZ (3) 2x6 A= 24.75 S= 22.689 Studs: Grade HF-N Stud H= 13.50 Fe = 1300 Fb = 850 Pw = 17.5 E= 1,400,000 SPA = 4 CD = 1.0 CD= 1.6 We 70 CF= 1.0 CL= 1.00 c= 0.8 sawn lumber CF= 1.1 Kce = 0.3 visually graded lumber NDS 3.7.1 Cr= 1.45 RB= 5:3 Loads: PLF Cp= 0.2430 KbE = 0.439 D= 394 1576 L= 0 0 Fic = 316 F'b = 1713 , S= 657 2628 LBS LB-in Le D L. Ss P fe w WL WwW M fb Combined 16-15 1.0 1.0 0.5 2890.0 116.8 1.3 1.0 91.0 24877.1 1096.4 0.78 16-16 1.0 1.0 1.0 4204.0 169.9 1.3 0.5 45.5 12438.6 548.2 0.61 TYP WALL STUDS. USE: (3) 2x6 HF #2 at 4'-O"OC. w/ BLKG at 8'-0"OC ODESIGN\WD-COL WDCOL.xls bade ad StA BREE ac ee deretlecea Li “4 eee Pet pb te LTO ts a ee a bi. enclosed. TS BEW | LO 16.0 mh HIBS nh .A er i? ahesnnitin. Sons ia - - Foshan foe faa er Saji tH . Re: WwInD COL ir daseques caer yo i v i s ZS pSFo | aan a enpan ong betes) ame 22 pst Here od co a Pi LMF =e tee vert Ca Ree bee... 2. Tr 4am ee easy) «f...} — ISP pep ow makeves FO dente ie pa AS pH Ao lepie ee eS ee Le ie? Loe = i Hate . 2 a 121 per” 7 aR QUES acd Si bee cee 32S pur em per om “spe Yo Lb MEMBER ‘Slee! oo) ee “. (Neve a4 ) | 78-36} SEL HSS SK SK 0.64? 1. 59% vse: Wss Sten Sex Ue. (OXIT PERETE 5/2/10 97 Re: w/o | : ton ; a Le ae ay ieand ere Be ‘Feol'4's 2 We SAY Lela AS oBSin? ‘ i , . a Ressieee veme ha a FR etuge Risk bo tei | DA Pod | pei Gob oa Ay fa = oH ba . ee 4 ik ets ese = I38lpey ete eSB SEA Bereze #12gO0STA4 aw. = RE: Wind LeAos. ont Maeees - Baste wile SPewo BG mn PH. KR oes tpenlll eZee urine 9 wqucect a bec pute ee sem te eed Iw f ie "Ka Crom Iw (i-03) | en — = IBS PSF ROS + 12+ 1-02 Crsm Blbg MT a < 66.0 = (6 PE Ces Eee eit a re re on ee Wer PRESSURS Cour Pe uarvar) es: l. efEen # $1065. $6 Zp a wv ees SPA OF oN ond VA 3 Lee € Bol cals ie, = “Ce Seurwany. BEBE 0.50 8.0 PF i Bl pe 8s Ope ete aon i L ; vse /S pse User - 12 PSF 4 Supe= 2h ese COMELUS ION | _DESLoA! PER fig, 3~ ove. a Coin eee Job Sheet No Rev 10-002 3 ail ‘Software licensed to Staaleson Engineering, P.C. PartWind Col at Marquee Job Title Sea Breeze Market Ref C.2 | a - | 8Y Staal Dateo{-May-10 Chd Client -"~ Loggia Group Architects aaa ~ om TFile WIND-COL2.std Date/Time 92-May-2010 10:25 Beam Loads : 3 W.HOIRZ | opccc en Beam Type Direction Fa Da - Fb Db Ecc. 1 UNI Ibf/ft GX 121.000 - - : - S 2 UNI Ibf/ft| GX 121.000 a - : - - 4 UNI Ibf/ft GX 121.000 - - - _ 7 UNI Ibf/ft GX 121.000 - - - - Beam Loads : 5 W VERT Beam Type Direction Fa Da Fb | =Db ‘Ecc. 2 (in) #34 (in) 3 UNI Ibf/ft GY -195.000 - - - - 5 UNI Ibf/ft GY -195.000 | - - oe - Print Time/Date: 02/05/2010 10:28 STAAD.Pro V8i 20.07.05.15 Print Run 3 of 7 Job No . | Sheet No : Rev 10-002 4 ; Software licensed to Staaleson Engineering, P.C. PartWind Col at Marquee Job Title’ Sea Breeze Market Ref C-2 a, ®Y Staal Dateg{-May-10 Ch Client ‘Loggia Group Architects wwe | File WIND-COL2.std Date/Time 02-May-2010 10:25 Steel Design (Track 2) Beam 2 Check 1 2 ST 4HSSTS5.5X5.5xX0.375 (AISC SECTIONS) / PASS “ Clause H1/2 0.731 4 8 4678,07 C 0.00 25085.22 0.00 casa ieee marcela aibiniaminlaiatea iaimameaiaiaieimniae anieeiaimn snetaiaciian a | SECTION CLASS: COMPACT CB: 1.000 | | | SLENDERNESS CHECK: ACTUAL RATIO: 17.33 ALLOWABLE RATIO: 200.00 | | SECTION CAPACITIES: (UNIT - POUN FEET) | | AX.TENS: 2.23E+05 COMPRESS:2.19E+05 TORSION: 2.97E+04 | | BEND. Z: 3.54E+04 BEND. Y: 3.54E+04 SHEAR Z: 6.04E+04 SHEAR Y: 6.04E+04 | | SECTION PROPERTIES: (UNIT - FEET) | | AXX: 0.05 AYY: 0.03 AZZ: 0.03 R22: , 0.17 RYY: 0.17 | | S22: 0.01 Syy: 0.01 | | SS ee a SF 8 ae Se Sa | | PARAMETER: (UNIT - POUN FEET) | | KL/R=Z: 17.33 KL/R-¥: 17.33 UNL: 3.0. CB: 1.00 FYLD:5183999.50 | | FU:8351999.50 NET SECTION FACTOR: 1.00 SHEAR LAG FACTOR: 1.00 STP: 1 | | DEF: 0.00 dff: 2.00 | acai =oaeagsaempaesigges tesqi =n gel ae igen Sle gem RRR | |) CRITICAL LOADS FOR EACH CLAUSE CHECK (UNITS: POUN-FEET) | | CLAUSE RATIO LOAD FX vY Vz MZ MY | | C1l.D2 0.000 1 1.78E+03 Re ears - - - | | C1.E 0.021 6 4.68E+03 - - - - | | Cl.F-Major 0.709 8 - - - 2.51E+04 - | | Cl.F-Minor 0.000 8 - 4 - - 2.51E+04 | | Cl.H1/H2 0.731 8 4678.07 boone ites ae - 2.51E+04 0.00E+00 | | Cl.G-Major 0.059 8 = 3.58E+03 - - - | | Cl.G-Minor 0.000 8 - - 0.00E+00 - - | | Cl.H3 0.720 8 4.68E+03 3.31E+03 0O.O00E+00 2.51E+04 0.O00E+00 | ” Print Time/Date: 02/05/2010 10:28 STAAD.Pro V8i 20.07.05.15 Print Run 4 of 7 Job N Sheet No Rev 10-002 5 om ‘Software licensed to Staaleson Engineering, P.C. Partwind Col at Marquee Job Title “Sea Breeze Market : Ref 6.2 | ®Y Staal Dateq1-May-10 —Chd Client Loggia Group Architects File WIND-COL2.std Date/Time 92-May-2010 10:25 Steel Design (Track 2) Beam 3 Check 1 3 ST HSST6X4X0.25 . (AISC SECTIONS) PASS “ Clause H1/2 0.292 6 5222.26 C 0.00 -5718.45 3.50 | ------------ 22a nn nnn nono no-no eon ene nnn nnn nnn | SECTION CLASS: COMPACT CB: 1.000 SLENDERNESS CHECK: ACTUAL RATIO: 52.28: ALLOWABLE RATIO: 200.00 AX.TENS: 1.39E+05 COMPRESS:1.21E+05 TORSION: 1.63E+04 | | | | | SECTION CAPACITIES: (UNIT - POUN FEET) — ~~: | | | | BEND. Z: 2.30E+04 BEND. Y: 1.74E+04 SHEAR Z: 2.99E+04 SHEAR Y: 4.80E+04 | | AXX: 0.03 AYY: 0.02 AZZ: 0.01 R2Z: 0.18 RYY: 0.13 | | S2z 0.00 syy 0.00 | ama ae ae | |. PARAMETER: (UNIT - POUN FEET) ; | |. KL/R-Z: 38.10 KL/R-Y: 52.28 UNL: 7.0 CB: 1.00 FYLD:5183999.50 | | FU:8351999.50 NET SECTION FACTOR: 1.00 SHEAR LAG FACTOR: 1.00 STP: 1 | |. DFF: 0.00 aff: 3.00 : : | | StSSSeseaeSe SaaS SSS eee Sete SSS SS Ra SSS Se SS SSS eee rae ree | | CRITICAL LOADS FOR EACH CLAUSE CHECK (UNITS..POUN-FEET) . | | CLAUSE RATIO LOAD FX VY VZ MZ MY l | C1.D2 0.000 1 1.84E+03 a Seep ~~ ied - | | C1.E 0.043 6 5.22E+03 - - - - | | Cl. F-Major 0.248 6 - - - 5.72E+03 | | Cl. F-Minor 0.000 6 - re = - 5.72E+03 | |. -Cl.H1/H2 0.292 6 5222.26 a on - 5.72E+03 0.00E+00 | | Cl.G-Major 0.072 6 ' 3.48E+03 . - = = | | Cl.G-Minor 0.000 6 - = 0.00E+00 - - | | Cl.H3 6.270 6 5.22E+03 6.95E+01 0.00E+00 5.72E+03 0.00E+00 | Print Time/Date: 02/05/2010 10:28 STAAD.Pro V8i 20.07.05.15 Print Run 5 of 7 Job No Sheet No Rev 1u-v02 7 Partwind Col at Marquee Ref C.2 BY Staal File WIND-COL2.std ae ‘Software licensed to Staaleson Engineering, P.C. 3 i | Job Title: Sea Breeze Market Dateq{-May-10 = Chd Date/Time 02-May-2010 10:25 Client Loggia Group Architects Node Displacement Summary. f Node Lc xX Y Zz Resultant rX ty rZ (in) (in) - (in) (in) (rad) (rad) (rad) Max X 2 8:COMBINATIC 1.284 -0.009 0.000 1.284 0.000 0.000 -0.025 Min X 4 8:COMBINATIC( -0.591 -1.913 0.000 2.002 0.000 0.000 -0.017 Max Y 4 3:W HOIRZ 0.046 0.106 0.000 0.116 0.000 0.000 0.001 Min Y 4 8:COMBINATI( -0.591 -1.913 0.000 2.002 0.000 0.000 -0.017 Max Z 4 1:D 0.000 0.000 0.000 0.000 0.000 0.000 0.004 Min Z 1 1:D 0.000 0.000 0.000 0.000. 0.000 0.000 0.004 Max rX 1 1:D 0.000 0.000 0.000 0.000 0.000 0.000 0.004 Min rX 1 1:D 0.000 0.000 0.000 0.000 0.000 0.000 0.004 Max rY 1 1:D 0.000 0.000 0.000 0.000 0.000 0.000 0.004 Min rY 1 1:D 0.000 0:000 0.000 0.000 0.000 0.000 0.004 Max rZ 1 8:COMBINATIC( 0.000 0.000 0.000 0.000 0.000 0.000 0.013 Min rZ 5 8:COMBINATI( 0.843 -0.009 0.000 0.843 0.000 0.000 -0.025 Max Rst 4 8:COMBINATI( -0.591 -1.913 0.000 2.002 0.000 0.000 -0.017 ay ; narconte R3 Ra A + i ‘ ; ~ R3 ; — 8 RE 6 R24 Rs. L, Load 14 a C-2 Wind Col at Marquee Print Run 7 of 7 Print Time/Date: 02/05/2010 10:29 STAAD.Pro V8i 20.07.05.15 a e]efie f Ot —_ ceee ee eee ee J io Re: Mel -66 conn ye. Pied a BR Bm. a oo oe - a i 2OseX pees e-2.F 2 FAK 0.994k i wl [~ lwt\ sence cept aws re re A 1 | a eS ee END Ze = BZ OREN ST f i _Tempeentes * 48°F ae | 1 Celaya s Mem GER BMF $72: Pa Je Hast kee $4 Ams 2.8L. : 4 7 = compaessiew “#02 ee ri : TER SN a 70 oa nae P= 4.389¢h = '% 526 ik ee ee BUTS he HK Frogs ¢%2 = 223k 2 Feser* wessrstec use: wile & PS UWWi= 4" Bere sSipes ee Lani. : Sree. t cm = ore i Va cy bar, | pede ini =e te 4" , om a e mere é: = vee | Maes : hd BGC! [to Mee = 1568. Jo Uap? aww, fas UF. eb a 7EF per Pb hrte ran 2. 23/32" Payer. 0 1b "6 Ke 3 h7 . - 130 [afrare -_ = 9F08 Ilo = 6256 Ie. BNE Ee. 2 Vsé { { ' | “eeudh I 2 ol . 3. sae c "eee loe i. 2 eh a; Zz iz : 28 Saeeee Fe Bg/O rt ) osé5e/.0 > _ arr. : NOS TEL Adi 2h Baga prep - aeies . BAe fe 343.5 2 gh ’ ceueczon BUM bx BEY IK to" ; FasTEN PWD Reef S¥TE Te t3auectoR Bu | w/ (2) Rees (6d OB%oe (40) walls. STEEL 2 A. Sipe “/ 4) tyiA WHRY- BATS 4307 GRL ar (el tle Ar £4 g -Staaleson Engineering, P.C. 40024 SE 240th St. Ste 230 Kent, WA 98031. Ph. 253-520-0388 Fx. 253- 520-0387 MAS-WL-1 Description : Title: Sea Breeze Market & Carwash Job # 10-002 Dsgnr: Staal Project Desc.: Project Notes : Printed: 23 APR 2010, License Owner : DARRELL STAALESON, PE Code Ref: ACI 530-05/MSJC 2005 Sec. 3.3.5 Construction a Type Grouted Hollow Concrete "Masonry Fim = 1.50 ksi Nominal Wall Thickness 8 in “ Temp Diff across thickness = deg F - Fy- Yield = 60.0 ksi Actual Thickness 7.625 in ~ Min Allow Out-of-plane Defi Ratio = 150 Fr - Rupture = 61.0 psi Rebar “d" distance 3.750 in’ Minimum Vertical Steel % = 0.0020 Em=fm* = 900.0 Lower Level Rebar ... . . + a Max % of | pbal. i 0.50 BarSize = # o- Grout Density = 140 pef Bar Spacing: ° 32.0 in # Block Weight Medium Weight Wall Weight = 78.0 psf Wall is Solid Grouted A Clear Height = 13.50 ft B- Parapet height = 2.0 ft B Wall Support Condition. Top & Bottom Pinned a ‘Initial Lateral Disp. @ Top Support 0.50 in A . Vertical Uniform Loads... (Applied per foot of Strip With) DL: Dead Load Lt: RoofLiveLoad - Lf: Floor Live Load S : Snow Load Ledger Load Eccentricity 7.313 in 0.120 0.20 Kft Concentric Load Kft Full area WIND load 17.50 psf Wall Weight Seismic Load Input Method : ASCE seismic factors enteres Fp = Wall Wt. * 0.3352 = 26.146 psf SDS Value per ASCE 12.11.1 Sos. = 0.8380 Results reported for "Strip Width" of 12.0 in Governing Load Combination... . Actual Values... Allowable Values . . . Service Deflection Check D+L+S + E/1.4 Axial Load Check Reinforcing Limit Check +1.40D Minimum Moment Check +1.40D Moment Capacity Check +1.20D+0.50L+0.50S+1.60W —. Maximum Bending Stress Ratio 0.2850 Max Mu 0.6810 k-ft Phi * Mn 2.389 k-ft Min. Defl. Ratio 5,736.95 Max Allow Ratio 150 Max. Deflection 0.02824 in Clear Ht. / Ratio 1.080 in +1.20D+1.60S+0.80W at 7.65 . Max Pu/ Ag 12.795 psi 0.06 * fc 300.0 psi Max As/bd 0.002583 As/bd =0.6* Pbal 0.005345 Mcracking 0.5815 k-ft Minimum Phi Mn 1.908 k-ft Maximum Reactions... for Load Combination... Top Horizontal E Only 234.62 Ibs Base Horizontal E Only 170.64 Ibs Vertical Reaction D+Lf+S 1.529 k Staaleson Engineering, P.C. Title: Sea Breeze Market & Carwash Job # 10-002 - 40024'SE 240th St. Ste 230 Dsgnr: Staal , . Kent, WA 98031 Project Desc.: a 253-520-0388 nt ; Projéct Notes : License Owner : DARRELL STAALESON, in’ Maximum Combinations’- Moments. Axial Load Moment Values 0.6* Load Combination Pu 0.06*fc*b*t | Mer Mu Phi Phi Mn As As Eff AsRatio Rho:bal k k k-ft k-ft k-ft inr2 in*2 +1.40D at 13.05 to 13.50 0.000 27.360 0.58 0.10 0.90 1.91 0.116 0.116 0.0026 0.0053 +1.20D+0.50Lr+1.60L at 13.05 to 13.50 0.000 27.360 0.58 0.09 0.90 1.91 0.116 0.116 0.0026 0.0053 ~ +4,20D+1.60L+0.50S at 13.05 to 13.50 0.000 27.360 0.58 0.15 0.90 1.91 0.116 0.116 0.0026 0.0053 +1.20D+1.60Lr+0.50L at 13.05 to 13.50 0.000 27.360 0.58 0.09 0.90 1.91 0.116 0.116 0.0026 0.0053 +4.20D+1.60Lr+0.80W at 6.75 to 7.20 0.935 27.360 0.58 0.35 0.90 2.37 0.116 0.132 0.0026 0.0053 +1.20D+0.50L+1.60S at 13.05 to 13.50 0.000 27.360 0.58 0.28 0.90 1.91 0.116 0.116 0.0026 0.0053 +1.20D+1.60S+0.80W at 7.65 to 8.10 1.171 27.360 0.58 0.46 0.90 - 2.49 0.116 0.136 0.0026 0.0053 +1.20D+0.50Lr+0.50L+1.60W at 6.30 to 6.75 0.949 27.360 058 © 0.65° * 0.90 2.38 0.116 0.132 0.0026 0.0053 +1.20D+0.50L+0.50S+1.60W at 6.75 to 7.20 1.007 27.360 058 = 0.69 0.90 2.41 0.116 0.133 0.0026 0.0053 +1.368D+0.50L+0.20S+E at 6.75 to 7.20 1.085 27.360 0.58 0.63 0.90 2.45 0.116 0.134 0.0026 0.0053 +0.90D+1.60W at 6.30 to 6.75 0.698 27.360 0.58 0.64 0.90 2.26 0.116 0.128 0.0026 0.0053 +0.7324D+E at 6.30 to 6.75 , 0.561 27.360 0.58 0.59 0.90 2.19 0.116 0.126 0.0026 0.0053 i jn’Maximum Combinations=Defléctions. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual | gross Icracked | effective | Deflection Defl. Ratio k k-ft k-ft in*4 int in*4 in D+L+Lf at 7.65 to 8.10 0.732 0.58 0.05 443.30 24.70 443.300 0.003 58,611.6 ™ p+l+W at 7.65 to 8.10 0.932 0.58 0.12 443.30 25.20 443,300 0.007 23,506.4 D+L+W+S/2 at 6.75 to 7.20 0.867 0.58 0.45 443.30 25.04 443.300 0.025 6,519.8 D+L+S+W/2 at 6.75 to 7.20 ; 0.985 0.58 0.29 443.30 25.33 443.300 0.017 9,617.3 D+L+S+E/1.4 at 6.75 to 7.20 0.965 0.58 0.50 443.30 25.28 443.300 0.028 5,737.0 D+0.5(L+Lr) +0.7W at 6.75 to 7.20 0.778 0.58 0.30 443.30 24.82 443.300 0.017 9,650.6 D+0. Salt} 0. 7E at 6. 75 to 7. 20 0.766 0.58 0.43 443.30 24.79 443,300 0.024 6,827.6 Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 2.9 Ios : 2.93 ibs 1.329 k S Only 8.4 Ibs 8.41 Ibs 0.200 k W Only 114.2 Ibs : 157.04 Ibs 0.035 k E Only 170.6 Ibs ; 234.62 ibs 0.052 k D+Lr+Lf 2.9 Ibs ‘ 2.93 tbs 1.329 k D+Lf+S 11.3 Ibs 11.32 tbs 4.529 k “D+Lf+W+S/2 121.3. Ibs 149.99 ibs 1.394 & D+Lf+S+Wi2 68.4 Ibs : 67.24 Ibs 1.512 k D+Lf+S+E/14 133.1 tbs 156.35 Ibs 1.492 k _ S64 BRee2t IL Le ‘Wa ad: Re Mas -sW mk: Mey] aa a - ey qe =a "3 : wel". 3 bok a tw Cl & He) eB Aho! be (OFa ee Pee : ee. 0 63RE = 945K _ 276k 18. : a a Pee 102. 7 a Ld. “i i rs 22 a Use: g " MAS WAL Solio ¢ Mepe Z! SHEAR paris swt VERT: #5 @ 2'-¢"e, AT Walle. 4. a Norte: lz) #4O 4 -O"e¢ | Bx: @) HOE Lye = 37 - ee Tres. (SEA DKEEZE . FL eElle Ke. i ied 3. wi h2 aT , oe eRe ol 2 bbe SIO ane ‘4. mie ee )] lB + fF eas “he : ave Beer Far ‘SRS kh Spas a rn © asia: payer ene: 2.625% If a _. UOG Fle /t.6-4. Vet 0. ee A Fidy * oct inthe 1#SO 2-6" Oe we fone 0.620 7-'tq. = 0.064 wl 2#4D tole. 0.190 1n7G. et 0 .0b2 GF 0.183 wee. Bo 2-206 nla Vo. TO gga dee LL ead MARSA (= fetes ae lifes 2 a 18-79 = she. hw/ x = 1eS'/3 = 4.5" oid ee Rood ie Berd, ven r Rete, oo : Mines RS fete = oe _W/h “Tay: 7s) #40. a a , ee ps ueug vote « Vas, = S... + Ax: 4 dv : (mere £0 sear } oe OG, Beda? Ge,000 pA 2fe""0-B) 2 dad ® I peer tha eed Cie a he Bel “Vawat Vag = 1869-34 + #24 = 231.7% ran ae Mn = 088 251 P " au — - rraokede gs Poe a oe a a4 Me. Sf: e Dig é: EER Sheela, REE Mas =. Ws, Phen a AS nerae aa a : im eee cmslmceemnns wearin As. Caan: Rem" fe" = AE Yn < Ob i2Lip- a So ha 2 Staaleson Engineering, P.C. Variables Project Name: “Wall Type: Description: Steel Yield Stress Masonry Stress Masonry Strain Reinf Steel MOE Reinf Steel Strain Mortar Bedding Height of Wall Length of Wall Block Thickness Effective Area Wall Element Dist from Edge Bar Type Bar Spacing Boundary Elements Thickness Length of BZ Bar Type Bars per Cell Confinement Horizontal Ties Bar Type Bar Spacing SPA Project:Sea Breeze Market RE: MAS-SWS 4/25/2010 Sea Breeze Market | a foe Masonry SW MSW-1 Interaction Table 60,000.00. psi K-ft k 4,500.00 psi eld Z M P Description 0.00250 " = 0 2,246] PO, Pure axial. M=O 29,000,000.00 psi 1.00 0 2,613 4,752] &s,=0, N.A: is at extreme tension:steel. 0.00207: 0.90 3,557 1,574 0.9 0.80 4,252 1,395 Full 0.70 4,704 1,212 2 0.60 4,923 1,023 13.50 ft. 162.00 0.5470 -1 4,945 921} &.; =-€y, Extreme tension steel yields (balanced condition.) 18.00 ft 216.00 0.50 4,882 831 Input OK. Block Module. 0.40 4,534 634 7.625 in 0.3765 -2 4,410 588 ine 0.30 3,880 437 “° | 0.2870 Be 3,771 411] &s1 =-3ey, Definition of small axial load. ria “0.20 2,917 244 . 4.00 in 0.10 1,624 48 #5" 0.00 - 1,261 QO} MoO, Pure flexure. P=0 32.00 in Wall (BZ or Jamb or Wall) 8.00 in 0.00 in #5 1 No #4 8 in MAS-SW-ID-1.xIs Approved by Staal 04-24-2010 - SEH BREEZE | ae : 4}eg-jio § MH a oe [he ce : Re: Mas-sw 2 MSW 2 RIS. Ww Ce - ite) io (zs! £20) past wete Fs] | =). Ver tay. 24% S68 ew eng — Bap jo Mabe: fees Yeti tag. SS = “13.8... Mone Z: SHEAR had cumin eesnserseemonmsaes ease ae ar vse: _¢" Hag wil. Selle GRevTED. Man -2. oe oe _ WeRT: 25 2-00, wows d CBD tat Pomdin cn Lope — ww HORE: (24 O2'-clog a OF pe: (2) #5 fips = ge Notes ook. StA CKECTE : wa A Abed [10 Pate ac | a ee a ce Oo ee MBE Be MK: MSW 2 ra 2/3 (sre BH 7 2 aust OT (msSe Its, J , UPL, rig. 14.44. rma eed ai We ea ae 6 = o.ect¢nVtk 24kO zo" 6.200 Ab (Aes =i b'/s = 20" ha = RSs = 45 46 es ye or ning Bard, - . ; - ——# ‘ian ee Pe a. a _ ahem, PRElCP TRY: (2) #4 O2'-o'0e, ol earmgeatien i MAS Fe 3... Aye a dy : (aggre Eqn 3: zz } . gf 40-8) 2 29-0 y A x s on Yn = 0.86 766K eo, Ios: eae a SEA BReepe eit Leh I — byedeple SL RE: MAB—SWEMK: SW p83 ie A 2-8 bie fe = be wer [WelLree. ry Fer compe TT. Me a Yln < 00 ite S : a be, _— Ag: (tHE IE secede, Beowasey even ETC aap. — fasye 3367. “1500 psi_ =. pe Bk < ote $4din 2 ” a t OObEG Os 2.02 €),0 . ~NG,. Staaleson Engineering, P.C. Variables Project Name: Wall Type: Description: Steel Yield Stress Masonry Stress Masonry Strain Reinf Steel MOE Reinf Steel Strain Mortar Bedding Height of Wall Length of Wall Block Thickness Effective Area Wall Element Dist from Edge Bar Type Bar Spacing Boundary Elements Thickness Length of BZ Bar Type Bars per Cell Confinement Horizontal Ties Bar Type Bar Spacing SPA Project:Sea. Breeze Market RE: MAS-SWS 4/25/2010 Sea Breeze Market : a2 Masonry SW MSW-2 a : Interaction Table 60,000.00 psi » Kft ook 1,500.00 psi eld z M P Description 0.00250 - - 0 773} PO, Pure axial. M=0. 29,000,000.00 psi 1.00 0 332 562 £54 = 0, N.A. is at extreme tension steel. 0.00207 - 0.90 428 503 0.9 0.80 4971. 444 Full 0.70 543 384 0:60 565 320 13.50 ft 162.00 0.5470 -1 570 285] €&s; =-ey, Extreme tension steel yields (balanced condition.) 6.00 ft 72.00 0.50 ‘559 256 Input OK. Block Module. 0.40 516 192 7.625 in 0.3765 -2 502 175 int 0.30 440 123; * 0.2870 . -3 428 114] © &41= -3ey, Definition of small axial load. 0.20 333 57] 4.00 in 0.10 205 oO} #5 0.00 - 204 0} MO, Pure flexure. P=0 24.00 in a Wall (BZ or Jamb or Wall) 8.00 in 0.00 in #5 1 No #4 8 in MAS-SW-ID-2.xIs: Approved by Staal 04-24-2010 SEA PREECE “apd 34 RES MAS -SpW 40k oe 139k h: zy ~ £2532 a bo .. bee 4, AV Move 7: ex yreeig. 48K o = ye Le ope Z: SHEAR. i 2 ee | USE: _B MAS WALL SeLip GReUTED. | DMP- | VW i ae on ee _ VERT: #50 GB et EA. FACE. HoRiIt: Beg © B%Oc BE) ComFINEMENT AU. CEILS. _ SEA BReete. “4h4)io — REL Mag RSW MKIMSWHB pg 2/3 _Casre 3 LZ) Cie? Se 70 ee | ng ) Se / ig bad ih Lee oO etee 6.925 VLE | = 9.064 alk 2442 B80 0. 84h ey be | - o.IBS ng _ a oe “yerae PAINE 2 oe - | | a a _ MAK SPA. = Ble - _ a veer Rela, | | | at “Mie AS Aah = | ~e W adem, Repke: PRY LEE O tec , Mag ta Ay dw > (ase. byt ar} 7 Os eeemt be,ecc ped 26"0-8) 2 336%. - 7 . ~~ g* = Vamet Vag = BhG* + 336K = se6K Alto 4 = : RE: MBBS. MK: Mowe’ py Ye. FOR SPectan REPO, MACmEWS. TST SLORY > BIE J€A BReeee = _ - Lindl (sre 237 ip ak sis rn nena Cia \ Staaleson Engineering, P.C. Variables Project Name: Wall Type: Description: Steel Yield Stress Masonry Stress Masonry Strain Reinf Steel MOE Reinf Steel Strain Mortar Bedding Height of Wall Length of Wall Block Thickness Effective Area : Wall Element Dist from Edge Bar Type Bar Spacing Boundary. Elements Thickness Length of BZ Bar Type Bars per Cell Confinement. Horizontal Ties Bar Type Bar Spacing Project: Sea Breeze. Market RE: MAS-SW. 4/25/2010 Sea Breeze Market meee Masonry SW MSW-3 fbi in woe ; Interaction Table : 60,000.00 psi K-ft. k 1,500.00 psi eld. Zz M : P_...__ Description 0.00250 - - 0}: 457| PO, Pure axial. M=0 29,000,000.00 psi 1.00 0 79} 231] &s1 = 0, N.A. is at extreme tension steel. 0.00207 0.90 97| 203 0.9 0.80 111 174] Full 0.70 123 142 ; 0.60 435}. 100 13.50 ft. 162.00 0.5470 -1 . 142 76] &s1 =-&y, Extreme tension steel yields (balanced condition.) 2.67 ft 32.00 0.50 141 59} Input OK. Block Module. 0.40 135 17 7.625 in 0.3765 -2 131 6 int ~ 0.30 115 -24 , -- 0.2870 3 112 -30] &s1 = -3ey, Definition of-small axial load. 0:20" 90] -65 : 4. 00 i in ; 0.10 47 -108 7 #500 0:00 - 128 0} MO, Pure flexure. P=0 24.00 in DMP (BZ or Jamb or Wall or DMP) 8:00 in 0.00 in 1. Generate Bar Positioning Table based the criteria entered for #5 wall elements; boundary elements and confinement.. 2 2. Modify the As and Confinement in the Bar Positioning Table Yes based on judgement. #4 3. Then Create the 'Z' Sheets. 8 in SPA MAS-SW-ID-3A.xis__ Approved by Staal 07-13-2009 4. Run Solver on Sheet MO. 5. Then Draw Graph. Staaleson Engineering, P.C. Project: S€ REZE “ALKET . WOR eLdG, Seismic Forces on 4/6/2010 x “site CONDITIONS : Location: PORT TOWNSEND: W4 983 &E Latitude Longitude : [48 /050| +/22.79593 Mapped Spectral ‘Agéelérations Short:'Periods Ss 4.25% -(1) SecPeriods Ss, 0.456 ~ SiteClass Ss [pb _| Assumev Ground Response Coef -acceleration.based Fa Le ee velocity | based Fy PX a Spectral Response Acceleration : Sus = F,*Ss 1.257 Sps =2/3*Sus | 0. 838. Sui = Fy"S; 0,426 Spi =2/3"Sm1 | 0. BZ. ue | Le SDC D Sps = 2.638 & eS DB eta a Sor = ox ¢ Zl 2 ee 2%. OD, ie Building Height : ha S;= 0.456 #2 9.95 D. “. Structure Fundamental Period : “Method A- Approximate Ta | OW (45 8€ Ctl 7.02 X|_ @.f¢ eth Cul fo. - Method'B - Analysis Ta. % Cu'Tal °.203 See ee ae : T 0AES &€S. ™ mie sips On, Ts =Sp1/Sps 2.562 _DESIGN.OF NEW STRUCTURAL ELEMENTS. i ie ee Orthogonal Directions N/S EW. A- 13 A-13 WID-SWS Wwbp-SWS wb wD. R 6.5 6.5 R Attached _— = Omega 3 3 Cy 4 £ LODZ 0.02 Attached| Nene NONE ‘ . Lateral Force: Procedure ELFP ELE P- aed Seismic Response Coef C, 0-149 <- Of29 << T<Ts Vv = c 0. 500 0. SOO T>Ts Min C 0.032 0,03f MinC, S.D.C.E&F| A/A” /A_ - Reliability and Redundancy Factor p | he i | fe | _ Earthquake: Loads __ Effective Seismic Weight Wi Kips| 405 * 105% Seismic Base Shear V 12.6" 4 = ODESIGN\Seismic Design Procedure DP Seismic Design Forces ELFP 10-19-06.xls Approved by Staal 10-19-06 SEAGRESi 4RKET 4 (6 (10 87 7BL Re». Seismic UT. weooD RUG. bese. w fs &/w. beap Io Ll 7$® = _lol.74% Loe Lele e wh zge* Partition 10° @ = 0 ae = oe St R448 0.25°_ =O 0.25 0 ze PERMANECT ERUIP, LO: 39.0 mm 3,9 fe {0° 3.0 2% 3.9 Snow Pe 2 ZopsF. 0Z-_@ > eg. 02° 7 = 9 wr = los wt = rogK Staaleson Engineering, P.C. Project: SA GERE NARKET: MASONRY bibg Seismic Forces 4/6/2010 “SITE CONDITIONS ‘Location: foRT TowN Seno, wA 79368 ; Latitude Longitude i46,/og@ | ¢/22.79S93 Mapped Spectral Accelerations Short Periods Ss 1.257 (1) Sec Periods Ss 0.458 Site Class S) [ Dp _|Assuven. Ground: ‘Response Coef “acceleration based Fa 10 velocity | based Fy, 1.542 - Spectral Response Acceleration : Sus = Fa*Ss 1.257, Sps =2/3*Sus | 2.338 Sui = Fy*S; ©, 706 Sp1 =2/3"Su1 | 2.4 2/ Ocet ra ‘Importa ce Factor: | : (1.2 7 Seismic: Design Calpaory SDC D Sps = 6.8382 29.5 © pe Spi = ©-47/ 2 2:2 DO -. Building Height hy S; = ©. 458.2% 2.76 Dp : Structure Fundamental Period Method A - Approximate Ta | CJ4#S se Ctl 0.62 X| Os 25 Cul 7.40 _ Method B - Analysis Tp | pa. < Cu*Ta| ¢@.203 Sec T 0. 1 #5 See, T; =Sp1/Sps 0. $62 | ”““ DESIGN’ OF NEW. STRUCTURAL ELEMENTS. Orthogonal Directions N/S EMV - Structural System A-t A F. Primary. LFRS mAs -SW MAS - SW. -* Material MAS MAS, Response. Modification Factor R 5 iw ~ Combined Systems R Attached| = — _ - “Seismic Overstrength Factor Omega 2.6 2.5 _ Defi. Amplification Factor Cy 3.5 3.5 ~ Allowable Story Drift Ratio oo} 0.0] Irregularities Attached: NenN¢ Nee Lateral Force Procedure ELFEP ELEP 7 Seismic Response Coef C, 0166 <— o. [te <— T<Ts YY Cs 0,690 O.450 T>Ts Min C, 6.03% 2,.03F MinC, S.D.C.E&Fi w/A N/A. Reliability and Redundancy Factor p [he | | tle | Earthquake Loads Effective Seismic Weight Wi Kips|_ poo, K (oo® ‘Seismic Base Shear V 16.8 16-86% ODESIGN\Seismic Design Procedure DP Seismic Design Forces ELFP 10-19-06.xls Approved by Staal 10-19-06 MSKMaps: Print Page | of | Send To Printer Back To. MSR Maps Change to 11x17 Print Size Remove Grid Lines Change to Landscape GUSGS Port Townsend, Washington, United States 21 Jun 1990 '422W 50'.19" i122W 47' 44" :122W 45' 09" +122.79559 -122.75256 scesssctecesmpess . '515,200.0 18,400.0_ 48N 09° 46" i BE48N 09' 45" 48,16273 48.16258 5,334,400. 5,334,400.0 ier 2 eee dite sa 48.13394 os Sica : £48.13379 5,331,200.03m ks Pos i ain £5,331,200.0 BEN 06 15 ates ; ae east 06 ia 48,1051 USE Ree 4 5,328,000.0% . 48N 04' 35"1122W 50" 20" 2w4745" ~—*~=<“C~*‘<Ci‘(‘ (‘Ux NZ 48.07636-122.83889 G8N 04° 34" -122.79593 48.07621 5,324,800.0:512,000.0 '515,200.0 '5,324,800.0 i 22W 45'11" i +-122,75297 i :518,400.0 km H i, 2 . . i of Ge ry Te Image courtesy of the U.S. Geological Survey © 2010 Microsoft Corporation. TermsofUse Privacy Statement http://msrmaps.com/printimage.aspx?T=1 &S=14&X=161&Y=16... 4/6/2010 7 Project Name = 10- 002 Sea Breeze Market Date = Tue Apr 06 11:37:08 PDT 2010 Conterminous 48 States 2006 International: Building Code Latitude =48.105 Longitude = -122.79593 Spectral Response Accelerations Ss and S1. “$8 and $1 = Mapped Spectral Acceleration Values Site Class B- Fa-= 1:0 ,Fv = 1.0 Data-are based.on.a 0. 05000000074505806 deg grid-spacing Period Sa (sec) (g) 0.2 1.257 (Ss, Site:Class B) 1.0 0.458 (S1, Site Class B)- Conterminous 48 States 2006 International: Building Code _ Latitude = 48.105 } Longitude = -122:79593 Spectral Response Accelerations SMs.and.SM1 SMs:= Fax Ss and-SM1.= Fv.x S1_- x Site Class D - Fa = 1.0°,Fv = 1.542 Period. Sa (sec) (g) 0.2 1.257 (SMs, Site Class D) 1.0 0.706 (SM1;, Site Class D) Conterminous 48 States 2006 International Building Code Latitude = 48.105 Longitude = -122.79593 Design Spectral Response: Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1. ‘Site Class D- Fa= 1.0 ,Fv = 1.542 Period Sa (sec) (g) 0.2 0.838 (SDs, Site Class D) 90 - 1 € - € 0 1e e } S Aq pa n o u d d y SI X ' 9 0 - 6 0 - Z } SP E O T AL I A V Y D dd Sp e O 7 \ N O I S A G O - * b 3} 0 N 00 ° 8 0 % ' y L L 00 ° 0 0 0 ' 8 L - 00 ° 8 0 % ' 9 6 WI L O L 0 Na + 00 ° 0 oo l 00 ° 8 0 r ' y L L 00 ° 0 0 0 ' 8 L - 00 " 8 0 % ' 9 6 = if oF aa Ps 00 x) 00 0' 0 os I W 00 ' 9 6 0 ' 9 2 = - 00 ° 9 6 0 ' 9 4 0' 8 z 6 00 00 o' % 8 mo l e g . SV N - I M 00 ' 2 1 S ' 6 : - - 00 ' Z L S ' 6 O' O L L ~ 00 07 0 oz : se t s Y ON O M Y : * . SY I A F T M « By 00 ° 0 0 8 ' 8 2 00 ° 0 0 0 ' 8 1 -_ ' _ 0 0 ° 0 0 8 " 0 } 0' 0 z z ~0 ° S Z 00 OS E . JO O N IA U I A /M S A S S M ? Yb “S a v 00 9 sa i sa i $a sa zl dS d AS d IS d PP he Zz IM SM M cM va u v a) Ey a -U o n d u o s a g yu a u o d w o D : ¥# TA T oH Aa a 1M f1 0 3 § ss y B j e y 40 3 5 Ku 0 \ S uo n a u i d WA - — *b 8} 0 N 00 ° 8 0 r ' y L L 00 ° 0 0 0 ' 8 7 00 ° 8 0 r ' 9 6 WL O L 0 Na 4 00 ° 0 a oo l 00 ' 8 0 r ' r L L 00 ° 0 0 0 ' 8 1 > 00 ° 8 0 % ' 9 6 ae - - ae 00 . 0° 0 . 00 00 os I W 00 ° 9 6 0 ' 9 2 - 00 ° 9 6 0 ' 9 2 0° 8 2 6 0: 0 0- 0 oz s mo l e g . SV W - 7 M 00 ' 2 1 S ' 6 . - - 00 ° Z 1 S ' 6 . - oo t 0° 0 00 oz s eA o d y —S V W - 7 M 00 ' 0 0 8 ' 8 z 00 ' 0 0 0 ' 8 1 = 00 : 0 0 8 ' 0 1 - 0' 0 z 2 0° S z 00 OS E 40 0 1 JA U I A /M Se s s m u L _ sa d tb du - b 00 ° 9 1 sa sa sa l sa Ee ) dS d dS d dS d : 7 M SM . . . 1M °M VA X - Ss 4 a uo n d u o s e g ju e u o d w i o D = # IA T WH Az 1 A LM Mo y s : Pi n si y B i a m 40 3 5 Ku o j s uO o n d e 1 I G S/ N ys e n u e s :3 y OL O Z / 9 / r SW A1 0 3 S , JO U E W Oz e d I 1 g Ba s :d [ O l Y ( \ ‘O ' d ‘B u y s e u i b u y uo s a j e e j y s Fa Staaleson Engineering, P.C. Wind Loads | Method 2 RSM Analytical Procedure Basic ‘Wind Speed: 85|MPH Exposure: Cc ‘Importance Factor i lws 1.0}: M.R.H. h= 12.0 FT Building Horizontal Dimensions ; L= 64.0|/FT We 53:0]FT Structure Type: | Commercial Case 2 MWFRS Building Category Jl Directionality Kd= 0:85 Wind Velocity Pressure qs = 18.5 PSF Enclosure: |_Partially Enclosed | Topographic Effects {0 P78 0 4 Fes E No] Feature H are X 5 ContEscarpment |. 0,00] 0.00] 0.00) Roof Type: ASCE-7 6.5 ASCE-7 6.5.6 ASCE-7 Tbl 6-1 pg 77 ASCE-7 TBL 6-3 ASCE-7 6.5.4.4 ASCE-7 6.2 ASCE-7 6.5.7.2, Fig 6-4 Slope No Wind Speed-up effects considered. ~ Note 3. ODESIGN\Lateral Forces DP Wind Loads 07-05-07.xIs Approved by. Staal 06-13-07 PROJECT: Sea Breeze Market 4/8/2010 Notes: 1: RSM for Low-Rise. 2. Kz for a LVL is given as the mid- height of the wall above that LVL. 3. For a Hip roof, both directions are Perp to Ridge. 4. 10 PSF minimum lateral pressure on Walls. No minimum pressure on horizontal component of roof force or 5. Kd is included in RSM - Staaleson Engineering, P.C. ee eT toe aie PROJECT: Sea Breeze Market 4/8/2010 Deflation : ean Direction of Loading Par N/S Perpendicular to Ridge — eo : . PLF PLF ‘STORY TRIB AT Pi HT. BE POR RZ Ke FL Vv 4.5 4.5 15.8° 1.00 | he 4B) "400 35.7 165.2 13.5 6.8 fikia i, : fe +i 21.4 98.8 . 57.1 264.0 Deflation 1 # Direction of Loading Perp E/W Parallel to Ridge PLF PLF PLF STORY TRIB HT Www Www LW LW LvL ELEV Z~ HT HT forKz Ky Kz ‘Crs Prom Fw Crsm Prsm FL V PEAK] 180 [ | — MRH 158 45 45 158°. 1.00 .. :0. 3.2 ae | 3 43.8 "4.00 35.7 165.2 13.5 6.8 3.2 Gl Gi] | 21.4 98.8 57.1 264.0 ODESIGN\Lateral Forces DP. Wind Loads 07-05-07.xIs Approved by Staal 06-13-07 i i | i i Baweont ING : -09:50 0.9 0.42 | | 53! r 2.73 | a REF ORENEE | NOs TbLA.4.2ZA, TELA, 4.28 TYPE: -Pwb 3-PYy, : #1 #2 PATTERN TyPe: b+ o> CASE : 3 2,4 SHEATHING t3 Is/32" 16/32" GRADE | CUR CbX FRAMING | Sz: 2x 3X sPecles: HF . HF Sig.) 0.44. 0.96 i) keeling: us Blockep.. BLockeD. FASTENERS © SZ 3 Bd LommMen. lod - oI 2%" | 0.1¢ex 3" PENETRATION } (%" 1% BS oR D- BN: b.o” 6.0 C- BN! om 6,0 P-BN: — i 60 FIELD + 12.0 12.0 Ga $.¢ | 14,0 | besign WHEE Ys | SelsMic ? 36p plF , &S0PLF wid * 475 Per. | 910 PLF . Ses Per AVDIVSTMENTS | | $-G, ©.94. co 6.496 MO 1@ | be ? Recisyanve: 2Ad¢o-Dy Seismic } AFD PUF 4979 pF WIND | 386 PU 699 Pu StA BREEZE #IMGL IO Sy err te RE: wD-DIAPY CAPACITIES, StA PKEETE pte a aun [tlie Se i | ao ! RE >. Wp = Svs, eet DESIGN CRITERIA: r a ieee! ke n tR e s s -R e . Ar-tHppate Fleece : 280 IRIgWD. SiH = 40. a = ; a HIBLE by4PH = | We = 0.90.+ Spe I Lie “Wp! 2 “82° 0.939 -1.0+ 10 ee Tht Hey Le : ; | |i 3 H Zz 2:\Hw ! Zep te Pe (35! £22 kd 136 ice o =as , - — wel USPer 7h | _ U 2 - Sug ey eo zi ca c Conn Fence : Z SneeL HARDWARE Fee Arietiers AND ChE -T/ES, mee ae Fp PAR: so lk = 2604 [ke 7 ke. doeliotsl beeen ee Gere. PR Mas enky. pe: = A3- fp... * [860 le = aa re Diarinage LewrimuiTy : fps 9.433. Sps 9833 - 0.05 » Wp | PPP ney Wipe. bf LPL ine — = foc tae ep. 4Be.. OF | MES i . a . i MEER OR 2: . . a USE: ors on aste-?- BAD Fee! AB Pasty . MsTlt / a 0081 LISP = 34 > ph ob SEA BReE2E tliélle Ff Are — RE: WO-DIAPH DeFL 0-4 Le ° Le-g7 eF ZENG. Fy ¢ Ser Force, Nor piap t FeRce , Fre Vo.) | MAK Ssh Fer NULING 2ONE y——_* —t joe a Se eres . es yas 1 —} . a a Et mepulus oF EUusTIElTY, , Pst A 4@eH, in™ . / Ag: CHleRo SPyce SLIP. i oe Welé X : dIST. FRem sPuce fo NEAREST it t SUPPORT, ~ ; | Fe (= S: LE | | 6-6-4: = 5. 42g 3g. a {tf : 8- 29,000 K3? 062-16! Zenes . Te a = O05" —_] Lig | Lo x CH Sy. 7a 50: Ve-lz } * id | | 1000. 6a 4 L= 38! , | (average) * Swes oF zene Vierr Vries “Vz Le Ga ——_— ADTSTMENT ¢ (2) dy t 4240 246. 3S BT he tate oe 1250 30 bE 2 2 O.5b% . . 0.72" Nefé: WW 4. Betreo SPLICe CONN Bolfs caw Stir [67 en €A. SIDE ne oF le S$PLUCE . i MARK ON Ae xX Xho 4¢72-7" = Vg" CHORD 15 Steer Relupr. 7] . Nore = It 71L7-uP Ie © Since CHORD EE ee —_ (S$ Sreat BAR. Coupe = Sb + Sy + Sepean = 0.05" ¢ 072" + 29 = _o,72" C1) sOPwS Egn. ¢.2-] ApJusTEéb Fox vve Ww] VARIOVS SHEAR STIFF MESS Boles PER 7.0. Skaggs Aicé 2604. (2) An opening MIGHT only EXIST ow (I) SIDE AND THE SelID SECTIo~ ON THE epresite Sipe Wwevig 4t$o ke) Sve. oy ee S&H BREEZE J ., t/lefie te Re. WO- DIAPH. D-4 DIAPH cHenp Ferce_: Kr = Wa L* , AW Wo = 26] _ Wa = 397 dy £ = el L = _36! dy, = 33!) dd = 44' | Pr | bese. A zx Ms M4RK “x EW 4arkk Mie-PopT ¢ g' gs pesp-2 19 #.)* _PLsp-2 Ws - Peyeys 4 53! ~~ 12.7! _ Va Pets 2 4! = 9.5 Zz r ber tep JA + SPutee , FASTENERS ; (bs ) Pate (k) é) (WY) 2ews Tyre st SPA, PS # Pe, ae MARK , 6 alts léd Boe =—0314#d (2) 2X6 23.9 2.2 PLSP- ) Bend BEAN. BARS - As: fy, 7x MARK PLsP-2 —2#8 62 Geksi — 33.5K Se4 BREetEe Bible Share DsIiCn MEeTuen i US.b. RE. WO- DIAPH. (- S7eRY Beng, ™ DAPH ASPCT Rate: bn may = Yw _ J . efw p-4 36" = 2.46 6 4:1 BLUeceepY = Aw = (Huet Hp) le! Z- Hwy. WEleey TRAB Te P44-PIHIRAgM |. ee EW, Desc. MT. FRB. W px TRIB Wpx RoeF 1S ps. lb’ ade 38! _ S7o_ WAUS __.B2PSF 2. b/2 _(9Ie 2. be 1312 ATS2 pur _2)22 PUF uae KoRces . Fox. , Nere '. Forma l- S¥oRj Sty Cso = Cs - Lo | MIN. Ane. PLF A k GRO OR Wo sp 6.20 Spe Thos Wu LF W/S__1552_ 2.168* alos e335 261 16's -_ #16 ® E/w_ 2122 0.168% 0.148 e335 3SF 38! ly. spk _O1APH SHEAR: a A A ee ns _ Efe 2 WO SS PUF 424. PLF. NG MULLING Benes’. Ve =, FatreRn d, OtSJance zone V Ado Dy TYPE | Feom ebGE — bytenT Rea LSS. 277 b-A iQ! is (CO = ; IW Nate ZONES '. . Vx = PATTERN L, a stavce Bent v _ Ago: Dh Tyre teem EEE txterT — Rewaes r 424. $62 D-B o!' = r 24b 2FF. D-B _ g' 19! SEA. BREEZE 4(lelle St RE. WO-DdIAPY OeFL D-]) Lo: lLevg7¥ oF BENE. Fy * StTery Feree, Nor diapt/ FeRee ,Fpe ae Vz | MAK SieAR FeR NMLING 22NE - 4 X —f bo.apy Compe : Ae Py E + MevuLvs oF EUSTIENTY. | Psi t | A AREH,, in® | Ac: CHeRd SPuce SLIP. | a w=5o! | X > bisT: From sPuce fo NeAkesT , f SUPPORT. - ss Fis fh = S-VeLl B-E-A W [a = 5: 90p $a | oe Bs 1 30¢ ko). 2. BAS 5B! ze 7 = e.0f" | Sa | tps 4 CO Gy = 850: Ve-le 4 | 1000. 6a H L= 54! . (averse) " SIDES OF zone Vierr Vane Ve le Ga __—sADTVSTMENT ¢ (2) Sy ft We ie 499 | oF! ose 2 OL" _Wepep = £:{%- Ac) Nefé: tN 4 Bore SPLice CONN - 2 Bolts c4yw Sti? Vig On ed. SIDE Lot oF Fie SPUCE. MARK N Ac Xx X ‘he Ag=2- ne" = Vg" bt odes" 18! 2.15 z \ w.reg” 18° RAS Nore > ls 77L72UP 46 = © Since (HERD SC ATO (S Sreet BAR. Coupes | Sho + Sy + Sepedo = 6.0] + 0.20" + oof | = 0.26" C1) sopws Egn. ¢#.2-] ADJvsTéb Fex vxé Ww] VARS SHEAR SIIFFIMESS BoOPlES PER 7.0. Skaggs AScE 200¢-. (2) Aw opening MIguT oly EXIST ow (I) Sipe Ab THE Selip SECtI=~ On THE EProsite Sipe Wovin Also ke (i) Swe. Staaleson Engineering, P.C. T of Side Member 1.5 Member Species HF SG 0.46 Nail SZ 16d Nail Diameter 0.162 Length 3 Z 131 P into Main Member 1.5 d 1.00 Cd 0.93 Cdi 1.00 Ke 2.16 Pz 0.65 Zz 262 Splice Length 48 Stud SPA 16 End Dist. 3 _ Capacity (Ibs) book e _ Nails per Row ___ Nail SPA (N) Rows a ee” 18 3: 786 4572 16 3 786 1572 14 4 1048 2096 12 4: 1048 2096 10 5 1310 2620 8 6 1572 3144 ~*~ 6 8 2096 4192 5 9 2358 4716 4 11. 2882 5764 3.5 13 3406 6812 3 15 3930 7860 2 22 5764 11528 ODESIGN\DP LFRS WD-SWS SHEARWALE-SCHD LRFD.xIs Approved by Staal 04-16-10 ODesign - LRFD PL to PL Nail Capacity 4/16/2010 =\ NS Shen LO R sw Re: ObL Top AR SPuice. deTHL wall-e/A -—+——_—_ S MEMBER CAaPERTTES: , ae _— Pés7 £2 : (2K Boe er : epecies | Gator : Hee 2 SOURCE : MDS suP TEL 4A. SERNICE CONDIT INS * Mes 9% £'7% _oRy vse TEemPrratver = FFF __ . FACTORED (T) he 32K . AIM. | nam fe, 2 $0.2) 12 = 436 Me pely7s. ; S57 _ Ab, = bolr # te Ye" Ser = po-433-/2 - wit = #, = dx. AE". = = = doy J Emm ~_£26,820 Pea En = Emin Cay Cy Kg ° ps = 430,000 - 1.0 - (.O_* LF _* 28S = 70S, 000 psf COM PREEION : teidel fe = Fe-Cm- Ce’ op kp fs = 2896 pot Nove: MDS. 3.7] FE = Fe cm Cp ke x 2 = _ 3650 psf (4), —> Fog For Fe Fe = _/de0ps) AF = 216 | - “MAK . Cp = 13 Pe = 0.90. (fe) — 7 Fee) FoR PA Ca = 8. A128 |. . d AXIS ABOUT WHICH oo CP ho BENDING WM |S APPLIED. fee = S89 = Re 2 b 4024. Ca 0B Cpe_%793 ~ : td ? : fe FS 286 py B25 = 2.9K" 2 R= 2k a0b £1.0 Ok TENSION Fee Fes Cus Cer kp rod = 474 pos _ Fp = SL57% Kp 2:16 Cr = £3 Pr = 0:60 Cm = Le | Qe bo. a = 10 Th fe Ar, AYE Ge REL WO DUIRPH Daf } SEA GREER SPA Fo ee tre PT ee 5 ed OMe 8. re 27 RPh spo) : . 4 | i SA AREE TE ( J 41t4 [lo Sf 72, Design MeTuPo i VS_b, RE. WR DIAFE (- S7eRY Beng, Dipl ASPET Ratic: bik Mae '/w 7 wis b-) _S#" a yp Aw = (Huct Hp) , Of 3: | uNbleckeo. Z- Hy. WEleeT TRIB Te B4aPpH Team *. ee E/W Desc . WT TRIB LW PX TRIB Wpx siten eta Reef __lepse $0’ 5D S4#' Blo WAdS ISP 20.95 323. 2: 10.76! 323 a be 3 per AMF 3 bua FoRces | Fox. . NTE’. “For 4 I- Stoke buy Ceo = Cs | % MIN. MA. AF & kK GRO IR Wee sp 8.20 Spe To. 405be Wu ie | m/s 73 0.129 °° OB 03535 18 cA! 9K Efw 133. eng glep® 0335 19/ Se! _4.ssk - _OtapH SHEAR: a VS Week | Ef 2.W 98 Pur £9 Per NG MULING Benes’. . Vou = FatreRn “A, SJance one. V Ade Dy TYPE | feom VEE —bgfenT Reames zz . 96. 27}. _D-A 0! _27' Vanbx E]W nating 2enes *. : Ve = PATTERN Lo space Bone v Ago-Dy TY Krom Eye te terT — Reaees. | a + ey or 2 DFA. _@! 25" Voaaksg Staaleson Engineering, P.C. eon ad ames, : cae 4 -~ Project: Sea Breeze Market 4/9/2010 Shear Wall Panel Design fe Wind Forces ‘ Load Combination: — Alternate Basic per IBC 1605.3.2 Direction - EW vo Refer to Method: LFRS WD-SWS Wall Line N Stud Type HF Gravity Loads, PLF Wind Uplift a) Wall Line Totals Service i Force ’ Desc LVL DP Lf S Min. Max. Vi Story H Zvi Mo Mo Lg Ln vn A RF 2 580 0 631 -237.0 -356.0 5690 13.50 5690 76815 76815 54.0 54.00 105.4 5690 RF | WallPanel -| Pier Segment {___ Shear Adjustment ._ |. SW . Panel LVL Mark h b bo bp Cy Cy, ... vnlC, Type va*C, Defi 2 = N.2-1[. 13.57]. 54.007 0.00, O00] s«0,00] 7.00 1.00 105 7 339 1 3390K4 ae LB-FT _FactoredLoads,PLF.- LB-FT 0 0 Wall Pier Load Gravity Cc Comb %Mo =>. Mo... Wil Wind Wup Mr. T Uplift: ‘End Stud. h/b ho/bp bn = bn/b — ho/h 16-14 100° 180,333 °«f8e=~*=S*C «C7 1,567 ~-1,690 =. 0.25 NoPier 54.00 1.00 0.00 16-15 aM a 496,449 - 12,533 v*he= 4577 4577 USE: HDU8 7 (3) 2x6. ODESIGN\LFRS WD-SWS Timber SW 3-Story 01-11-08.xIs Approved by Staal 11-19-06 Staaleson Engineering, P.C. , \ Project: Sea Breeze Market 4/9/2010 Shear Wall Panel Design Wind Forces , Load Combination: Alternate Basic per IBC 1605.3.2 Direction E/W Refer to Method: LFRS:-WD-SWS Wall Line iS) Stud Type HF Gravity Loads, PLF Wind Uplift Wall Line Totals Service Wup Wup i X~VixH : orce Desc tw PO FH 2 al Mae. Vi Story H DVI aia *Mo tg tn vw A RF 2 580 0 631 -237.0 -356.0 5690 13.50 5690 76815 76815 20.0 20.00 284.5 5690 RF | __WallPanel | Pier Segment |__ Shear Adjustment | sw Panel LVL Mark h b ho bo bp Ce C, vniCy | L Type va*C, Def 2 $.2-1[ 13:5 47“ 2000|7 © 000; = Odo, G00] 1.00" 1.00 285 567 4567 OK LB-FT _Factored Loads, PLF_ LB-FT . Wall Pier Load Gravity Cc Comb %Mo Mo Wil = - Wind Wup. Mr T Uplift End Stud h/b ho/bp bn bn/b ho/h 16-14 1.00° 91,015. 186° Coon GRRE =©637,252 2,688 -: 0.68. No Pier 20.00 1.00° 0.00 16-15 341. -47 ~~ 68,100 - 7,956 v*h= 7655 / 7655 USE: HHDQ11 / (4) 2x6” ODESIGN\LFRS WD-SWS Timber SW 3-Story 01-11-08.xIs Approved by Staal 11-19-06 rs Staaleson Engineering, P.C. Project: Sea Breeze Market 4/9/2010 Shear Wall Panel Design ily * Fs i Wind.Forces Load Combination: ~ Alternate Basic per. IBC 1605.3.2. Direction N/S Refer to. Method: LFRS WD-SWS Wall Line WwW Stud Type HF Gravity Loads, PLF Wind Uplift Wall Line Totals Service Wup Wup alte LVixH : rce Desc tv ODO FL : Mig, ° Bk. Vi Story H Mo YMo tg tn vw A RF 2 278 0 125 -47.0 -71.0 6860 13.50 92610 92610 32.0 32.00 214.4 6860 RF | Wall Panel ___Pier Segment | Shear Adjustment SW Panel LVL Mark he : b ho . bo Cy, vn/C, Type va*C, Defl 2 W.2-1 0,00) 0.00 1.00 214 339..~ 1 339-0K an LB-FT | Factored Loads, PLF : _ LB-FT Wall. Pier.’ Load Gravity Comb % Mo Mo Wtl == Wind Wup Mr OT Uplift End Stud h/b ho/bp ibn bnib_ - ho/h 16-14 1.00 128,962 186 “71 95,365 1,050 0.42 NoPier 32.00 1.00 0.00 16-15 341 -47—«174,336 : v*h= 4577 L USE: HDU8 / (3) 2x6 .’ ODESIGN\LFRS WD-SWS Timber SW 3-Story 01-11-08.xis Approved by Staal 11-19-06 Staaleson Engineering, P.C. i a Project: Sea Breeze Market 4/9/2010 RF | __:WallPanel’ |. Pier Segment | Shear Adjustment. | Sw Panel LVL Mark h beset. oe] © BOM bp Cot Cpe Fs. RIC Type va*C, ~~ Defi 2 £.2-2[ 1057] 4007 000] 2 0.00 1.00 1.00 490,“ 567 4 567/O0K LB-FT _Factored Loads, PLF.. LB-FT Wall Pier Load Gravity c Comb %Mo — Mo Wi = WindWup. MrT Uplift End Stud h/b = ho/bp ~=—sbn—sibbn/b sho 16-14 0.29 26804. ° «#4166 —4o 1,329 6,369 - 2.63 NoPier 4.00 1.00 0.00 16-15 gee. B «2,284 - 7,272 vth= 7655 7655 USE: _HHDQ11,“ (4) 2x6” ODESIGN\LFRS WD-SWS Timber SW 3-Story 01-11-08.xIs Approved by Staal 11-19-06 Staaleson Engineering, P.C. Project: Sea Breeze Market 4/9/2010 Shear Wall Panel Design Wind Forces Load Combination: Alternate Basic per IBC 1605.3.2 Direction N/S Refer to Method: LFRS WD-SWS Wall Line E Stud Type HF Gravity Loads, PLF Wind Uplift Wall Line Totals Service Wup Wup Level YVixH Desc tn DO FH is wih, ~ Mai, Cat Story H 2Vi iio XYMo —oLg)stn svn A RF 2 248 0. 15 -28.0 -43.0 6860 13.50 6860 92610 92610 14.0 14.00 490.0 6860 RF | _WallPanel | Pier Segment | Shear Adjustment | SW Panel LVL .Mark h b _ ho bo bp Cy C, vn/C, Type va*C, Defl 2 £.2-1| 105.4 .: 300" O00, “Gon oo "4.00: 1.00 490 Lo 567 4 5670K . LB-FT “FactoredLoads, PLE. LEFT Wall Pier Load Gravity . " C Comb %Mo.. “Mo... Wtk Wind Wup Mr. T Uplift. End Stud h/b ho/bp bn bn/b__- hos/h 16-14 0.21 20089 66 SSC*«‘ AB 6.430 3.50 NoPier 3.00 1.00 0.00 16-15 286 -28 =: 1,285 - 7,108 v*h= 7655 7655 USE: HHDQ11_.” (4) 2x6«. RF | _WallPanel | Pier Segment | Shear Adjustment | SW Panel LVL Mark h b ho “Ce Cy vn/C, Type va*C, Defi 2 E.2-2. 1057) v00|7 O00) 7.00 1.00 490 “567 4 567 OK LB-FT FactoredLoads,PLF LB-FT . Wall Pier Load Gravity C Comb %Mo Mo Wil Wind Wup Mr oT Uplift End Stud hi/b ho/bp bn bn/b. = hos/h 16-14 0.50 “47350 °° ee SS 071 6,184 - 1.50 NoPier 7.00 1.00 0.00 16-15 286 (28 © 6,995 - 7,765 vith= 7655-7655 USE: HHDQ11 .~" _(4).2x6 ODESIGN\LFRS WD-SWS Timber SW 3-Story 01-11-08.xIs Approved by Staal 11-19-06 J ) ; Staaleson Engineering, P.C. Project: Sea Breeze Market 4/9/2010 Shear Wall Panel Design Seismic Forces Load Combination: _ Alternate Basic per IBC 1605.3.2 Direction E/W Refer to Method: LFRS WD-SWS ° Wall Line N Stud Type HF Gravity Loads, PLF Wall Line Totals Service _ Level Force . Desc LVL OD Lf S Vi Story H 2Vi 2VixH Mo Mo Lg Ln vn A RF " 2 580 0 631 4860 13.50 4860 65610 65610 54.0 54.0 90.0 4860 RF | Wall Panel | Pier Segment 24 Shear Adjustment | sw Panel LVL Mark h. b ho... bp - Cy C, » wnlC, va Type =va*C,_ Defl 2 S.2-1{ 13.5 4 | 64.00/4 0.00] 7 Ooo)” “y= 0:00] 1.00 1.00 90 242, 4 242 O nig ; <= 490 2? LB-FT . Factoredloads, PLF. LB-FT 0 Wall i Pier. Load Gravity Cc Comb %Mo.. Mo. Wt Mr 1 Uplift End Stud h/b == ho/bp ~—sibn ss bbs ho 16-17 1.00. . 65,610 450 656,317 mo 13,369 0.25 NoPier -54.00 1.00° ‘0.00 16-18 203 296,049 -4,267 - vV*h= 3267 3267 USE: HDUS7 (2) 2x6 7 ODESIGN\LFRS WD-SWS Timber SW 3-Story 01-11-08.xIs Approved by Staal 11-19-06 J | , ) , | Bi Staaleson Engineering, P.C. ‘ oh ae! Project: Sea Breeze Market 4/9/2010 Shear Wall Panel Design Seismic Forces : Load Combination: Alternate Basic per IBC 1605.3.2 Direction EW Refer to Method: LFRS WD-SWS. Wall Line S Stud Type HF Gravity Loads, PLF Wall Line Totals Service 7 Level Desc LVL D Lf Ss ee Story H Vi =LVixH Mo Mo Lg Ln vin A RF 2 580 0 631 4860 13.50 4860 65610 65610 20.0 20.0. 243.0 4860 RF | .WallPanel |. Pier Segment | Shear Adjustment | sw Panel LVL Mark h b. bo bp Cy. C, vniC, va Type va*C; — » Def 2 S21] 1a54 2000 OC OT) 1.00 1.00 - 243 < 405 4 405 OK <= 490 _ LB-FT FactoredLoads,PLF..LB-FT aS oO Wall. Pier Coad nls Gravity et ae ee Comb %Mo Mo - Wil MrT Uplift End Stud hb hofbp, = bn ~—_—sibn/b ~~ hh 16-17 1.00 65610 90,030 - = 7,782 0.68 NoPier ~* 20.00 1.00. 0.00 ” 16-18 : 40,610 1,250 - v*h= 5468 5468 : USE. HHDQi1,~ (4) 2x6.” ODESIGN\LFRS WD-SWS ’ Timber SW 3-Story.01-11-08.xIs Approved by Staal 11-19-06 J DJ | , ee Staaleson Engineering, P.C. i mets Project: Sea Breeze Market : : 4/9/2010 Shear Wall Panel Design Seismic Forces Direction N/S WallLine = W Stud Type HF Load Combination: Alternate Basic per IBC 1605.3.2 ; Refer to Method: LFRS WD-SWS Wall Line Totals Gravity Loads, PLF Service Level Force . cane Desc LVL DO Lf S Vi Story H Vi 2VixH Mo XMo Lg Ln vn A RF 2 278 0 125 4860 13.50 4860 65610 65610 32.0 32.0 151.9 4860 RF | WallPanel | Pier Segment | Shear Adjustment | SW Panel LVL Mark h b ho bo Cy. C, vn/C, va Type va*C, Defl 2 W.2-1[ 13:5" |= 82.00)" G00) 0.00] 1.00 1.00 152 2427 1. 24% OK <= 490 LB-FT _Factored Loads, PLF_.» LB-FT Wall Pier Load Gravity c Comb % Mo Mo Wl Mr OT Uplift End Stud hi/b ho/bp bn bn/b_ —ho/h 16-17 1.00 65,610 450 230,476 - 9,253 0.42 No Pier 32.00 1.00 0.00 16-18 203 103,962 -1,199 - v*h= 3267 3267" USE: HDU5“ (2) 2x6 ODESIGN\LFRS WD-SWS Timber SW 3-Story 01-11-08.xiIs Approved by Staal 11-19-06 Staalesdn Engineering; P.C. | \ Project: Sea Breeze: Market 4/9/2010 Shear Wall Panel Design pons os sas a hone pope oe es, Seismic Forces Load-Combination:. Alternate-Basic per 1BC.1605.3.2. Direction CNIS. . . Refer to Method: LFRS. WD-SWS. WallLine = E ' Stud Type HF Gravity Loads, PLF Wall Line Totals Service : Level” Deo. ue 8-H a S a * StoryH =Vi ZVixH Mo 5Mo Ig i tn A RF 2 248 0 19 4860 - 13.50 4860 65610 65610 ' 14.0 14.0 347.1 4860 RF | Wall Panel © |. Pier Segment | __ Shear Adjustment ©. ] - SW Panel LVL .. Mark b_ eter OSes pti, Gye Cy : vniC, - va Type va*C, Defl 2 E21] 1g oe PU ee 1.00... 0.57 347 6187-29 383-OK a ean ; shan “taht ; <= 490 coe _ LB-FT “Factored Loads, PLF.." LB-FT Wall. Pier _ Sa ot a a See ‘Comb %Mo. Mo... Wi - co MrT Uplift, End Stud - hb hofbp bn —sibnb_—sho/h “46-17 0.21 14,059" a65, ~ 1,643 =a 5,234": 3.50 NoPier 3.00. 1.00 0.00 16-18 181 815 4,415 - , v*h= 8343 8343 USE: HHDQ11/ (4). 2x6 « RF ~ [Wall Panel | Pier Segment: | __ Shear Adjustment — -] SW. Panel LVL Mark oh ‘bo... white Goi... Cy 2» vniC, va Type va*C, Defi 2 -E.2-2} 10.54: 010) eae OQ} 1.00 4.00. 347 618 29 618 OK 2 ) <= 490 - LB-FT _Factored Loads, PLF: LB-FT . Wall Pier Load Gravity . ; Oo. . Comb % Mo Mo Wl . Mr T ‘ Uplift End Stud h/b ho/bp bn. bn/b = ho/h 16-17 0.50 32,805 ' "365 8,944 - 5,964 1.50 No. Pier 7.00 1.00 0.00 16-18 181 4,438 4,052 _ - vth= 8343 8343. USE: HHDQ11 # (4) 2x6 # ODESIGN\LFRS WD-SWS Timber SW 3-Story 01-11-08.xIs Approved by Staal 11-19-06 A Staaleson Engineering, P.C. Horizontal Force Distribution based to Tributary ‘Area Seismic Forces : Force Level: BCE-1 Inelastic Response Spectrum. Strength Design Level Forces N/S LVL 2 Story Shear F,= 9.71] . Kips TRIB Kips Grid W; % V; WwW 32:00 0.50 4.86 E 32.00 0.50 4.86 - 0.00 0.00 - - 0.00 0.00 - - 0.00 0.00 - - 0.00 0.00 - - 0:00 0.00 - 64.00 1.00 9.71 EW Story Shear Fi=[_ 9.74] Kips TRIB Kips Grid Wi % V, N 26.50 050 4.86 s 26.50 0.50 4.86 - 0.00 0.00 - . 0.00 0.00 - - 0.00 0:00 - : 0.00 0.00 - - 0.00 0.00 - 53.00 100 9.71 ODESIGN\Horizontal Force Distribution Timber SW 3-Story 01-11-08.xIs Approved by Staal 05-07-06 Projéct: Sea Breeze Market. 4/9/2010 Staaleson Engineering; P.Ci-. : ays ‘s ete sg DE oy, Se Project: Sea Breeze Market Sige hes 4/9/2010 Summary of Lateral Forces by Level and Direction. Load Combination: Alternate Basic per IBC 1605: 3. 2 Refer to Method: LFRS WD-SWS N/S _..... Seismic Forces z Wind Forces Strength - Service: Strength Service STORY meh ety Level she -orce ' Force orce Mark yn PREY OE. ns age pg We o Woy RF 2 ASO ee | 1.0 0.7143. 9.71 “ 1.3 1.0 13.74 13.5 . FDN 0 0.00 0.00 1.0 0.7143 0.00 1:3 1.0 0.00 13.6 9.71 13.74 FAW’ felty a Seismic Forces Wind Forces ae late § ae “Siength ocr Service Strength Service STORY © ait athe Level cats eV " «Force _. Force orce Mark uve REV 2 HT = Vi wo W vi RF 2 3.50 1.0 0.7143"... 971 13. + +1.0 11.38 , 13.5 “FDN 0 1.0 0.7143 0.00 A 1.0 0.00 9.71 11.38 ODESIGN\LFRS WD-SWS Timber SW 3- -Story 01-11-08, xls. Approved by Staal 11-19-06 Staaleson Engineering, P.C: Project: Sea Breezé Market 4/8/2010 Enclosure Conditions. 1 ie 2 3 4 Min of Wall Line Ao/Aci> 4FT* or Ao > 4FT? Aoi/Agi < AolAg > n Ao: Ag Aoi Agi: Ao/Aoi 1.10 ._.0.10"Ag or 0.10*Ag _Aoi/Agi 0.20 AolAg __9.80 1 OO] 8640|~_ 604.00] 5688.00] 0.00, NO] 4.00, we "O41 See 0.00, “Ae 2 _ 321.00] 5688.00 0.88] NO “7 4.00] Yes. 0:06] bec 0.33} pro A 351.00] 5836.00! 0.72} NO ¥ 4.00| ves 0.06] Yes 0.35} po B 568.00} 5836.00 0.06] NO “ 4.00] Yes. 0.10] FES. 0.05 ~ro ROOF 2.0|7 3392. 572.00| 3160.00 0.06 - - - - SUM = 604.0 6552.0 ENCLeSVURE' BPNCLESED ODESIGN\Wind Design Procedure DP Wind Loads 07-05-07.xIs Approved by Staal 06-13-07 = = 4kKrazan & ASSOCIATES, INC, GEOTECHNICAL ENGINEERING #© ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION October 06, 2011 KA Project No.: 106-11104 Building Permit No.: BLD 10-102 Mr. Dave Sather Pacific Environmental Services PO Box 2049 Port Townsend, WA 98368 RE: Seabreeze Port Townsend, WA Dear Mr.Sather: In accordance with your request and authorization, the following test data are presented on the following reports, which are enclosed: October 04, 2011 Field Report No. 144611 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, William D. Ugolini, ICC Certified Projects Manager Peninsula Division PS: md Enclosures With Offices Serving The Western United States 1230 Finn Hill Rd NW Ste. A » Poulsbo, Washington 98370 © (360) 598-2126 « Fax: (360) 598-2127 4Krazan & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING ¢ ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION October 04, 2011 KA Project No.: 106-11104 Building Permit No.: BLD 10-102 Mr. Dave Sather Pacific Environmental Services PO Box 2049 Port Townsend, WA 98368 RE: Seabreeze Port Townsend, WA Dear Mr.Sather: In accordance with your request and authorization, the following test data are presented on the following reports, which are enclosed: August 17, 2011 Cylinder Report No. 58738 — 28 Day Break August 24, 2011 Cylinder Report No. 56480 — 28 Day Break September 02, 2011 Cylinder Report No. 58702 — 28 Day Break 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, Willis. > Ugole ‘ William D. Ugolini, ICC Certified Projects Manager Peninsula Division PS: md Enclosures With Offices Serving The Western United States 1230 Finn Hill Rd NW Ste. A Poulsbo, Washington 98370 © (360) 598-2126 ¢ Fax: (360) 598-2127 Krazan & Associates, Inc. 1230 FINN HILL RD. POULSBO WA 98370, (360) 598 2126 Project No. 106-11104 Cyl.Code 19786 PourDate 8/17/2011 Report No. 58738 Weather CLEAR Jurisdiction PORT TOWNSEND Permit No. BLD 10-102 Project SEA BREEZE CARWASH Engineer Location PORT FOWNSEND Architect Client PACIFIC ENVIRONMENTAL Contractor PACIFIC ENVIRONMENTAL Field Data CYLINDER REPORT Reported Batch Data Concrete Other X Design Actual Weights Weights Supplier COTTON PlantNo. 1 Site Mix MixNo. 3000PSI 6.55K Cem. Ibs. 612 Mix Air Unit F. Ash Ibs. Slump Temp. Temp. Wt. C. agg. Ibs. 4 Time Truck# Ticket # % Air —(in.) (F) (F) (pef) C. agg. Ibs. 2 2:20 44 955 ~ FLOW 66 72 C. agg. Ibs. 3 879 Sand Ibs. 2070 Water Ibs. 28 Placement Area Air Ent. (oz) Location PRISM/GROUT Other (oz) POLY997 37.3 CARWASH; COURSES 7 TO 12 Other (02) Other (0z) Other (oz) Water Added on Job (gals.) Field Test Methods Remarks ASTM C143 ASTM C138 ASTM C1064 ASTM C173 ASTM C31 Other Inspector LOWELL DAVIS Laboratory Data Design Strength 1,800 @ 28 days Date Specimens Rec'd. 8/18/2011 Cyl. Test Field Max. Comp. Tested Break Laboratory Code Date Cure Age Dim. Area C.F. Load Str.(psi) Set# By Type; Test Methods P19786 9/14/2011 28 8X12 61.14 186570 3,050 AT 5 |X ASTMC39 P19786 9/14/2011 28 8X12 61.14 126090 2,060 AT 5 ASTM C109 P19786 X ASTM C617 P19786 ASTM C1231 P19786 ASTM C780 P19786 Other P19786 P19786 Test Results Remarks FIELD REPORT NO. 144843 Conforming Results Reviewed By \,, Bf Date Reviewed Non-Conforming Codes for Break Types: 41: Cone 2: Cone & Split 3: Cone & Shear 4: Shear 5: Columnar (Split) _ en oasurement Uncertainties: ASTM C-39 +/- 8% Revision 2 Effective Date 1202/02 The Information provided on this report is prepered for the exclusive use of the cient. This report may not be reproduced in any format without the wiltten permission of the olient and Kazan & Associales, Krazan & Associates, Inc. 4230 FINN HILL RD. POULSBO WA 98370, (360) 598 2126 Project No. 106-11104 Cyl. Code P19810 PourDate 8/24/2011 Report No. 56480 Weather CLEAR Jurisdiction CITY OF PORT TOWNSEND Permit No. BLD-10-102 Project SEABREEZE Engineer N/A Location PORT TOWNSEND Architect N/A Ctient PACIFIC ENVIRONMENTAL Contractor PACIFIC ENVIRONMENTAL Field Data CYLINDER REPORT Reported Batch Data Concrete Other X Design Actual Weights Weights Supplier COTTON Plant No. 1 Site Mix Mix No. 6.5SAW30 Cem. Ibs. 610 Mix Air Unit F. Ash Ibs. Slump Temp. Temp. Wt. C. agg. tbs. 4 886 Time Truck# Ticket # % Air (in.) (F) (F) (pcf) C. agg. Ibs. 2 12:20 47 990 5.2 FLOW 76 70 - GC. agg. tbs. 3 Sand Ibs. 2064 Water Ibs. 33 GALS Placement Area Air Ent. (oz) MBAE9O 2.3 Oz Location CMU BLOCK WALL FOR CAR WASH; SAMPLED AT Other(oz) POLY 997 36.7 oz LAST LIFT FROM 12’ TO 16' Other (0z) SAMPLED AT S.W. CORNER Other (07) Other (oz) Water Added on Job (gais.) 20 Field Test Methods Remarks PLACED BY BOOM PUMP; MECHANICALLY X ASTMC143 ASTM C138 CONSOLIDATED AND RECONSOLIDATED X ASTM C1064 ASTM C173 R/S CONFORMS TO PLANS SR AND S2 X ASTMC31 Other WIC .45 inspector JIM SHULTS Laboratory Data Design Strength 2,000 @ 28 days Date Specimens Rec'd. 8/25/2011 Cyl. Test Field Max. Comp. Tested Breakj Laboratory Code Date Cure Age Dim, Area C.F. Load Str.(psi) Set# By Type| Test Methods P19810 8/31/2011 7 3X6 10.28 22670 2,200 OB 2 |X ASTMC39 P19810 9/21/2011 - 28 3X6 10.21 31845 2,950 AC 3 ASTM C109 P19810 9/21/2011 28 3X6 10.21 33725 3,120 AC 3 |X ASTMC617 P19810 9/21/2011 28 3X6 40.21 32414 3,170 AC 3 ASTM C1231 P19810 ASTM C780 P19810 Other P19810 P19810 "Test Results Remarks FR 144887 Conforming Results Reviewed Byp, Date Reviewed Non-Conforming Codes for Break Types: 4:Cone 2:Cone&Split 3:Cone&Shear 4:Shear 5: Columnar (Split) een roman Uncertainties: ASTM C-39 +/- 8% Effective Dale 12/0202 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazen & Associates, Krazan & Associates, Inc. 1230 FINN HILL RD. POULSBO WA 98370, (360) 598 2126 Project No. 106-11104 Cyl.Code P19865 Weather CLEAR Jurisdiction CITY OF PORT TOWNSEND Project SEABREEZE Engineer Location PORT TOWNSEND Architect Client PACIFIC ENVIRONMENTAL PourDate 9/2/2011 Report No. 58702 Permit No. BLD10-102 Contractor PACIFIC ENVIRONMENTAL Field Data CYLINDER REPORT Reported Batch Data Concrete X - Other Design Actual Weights Weights Supplier COTTON — PlantNo. 1 Site Mix Mix No. SEABAIR Cem, Ibs. 542 Mix Air Unit F. Ash Ibs. Slump Temp. Temp. Wt C. agg. Ibs. 1 3/4" 1625 Time Truck# Ticket # % Air (in.) (F) (F) (pef) C. agg. tbs. 2 PEA 171 8:11 44 1028 5.1 4.75 71 66 - C. agg. ibs. 3 Sand Ibs. 1418 Water Ibs. 27 GALS Placement Area AirEnt.(oz» MBAE90 2.66 0z Location CAR WASH SLAB/TRASH ENCLOSE. SLAB/FOOTING Other({oz) POLY 21.56 oz RAMP SLAB. REINFORCEMENT INSPECTED AND Other (oz) CONFORMS Other (0z) SAMPLED AT CAR WASH SLAB, 4 OF 45 YARDS TOTAL Other (oz) Water Added on Job (gals.) 0 , Field Test Methods Remarks PLACED BY BOOM PUMP X ASTMC143 ASTM C138 CONSOLIDATED BY MECHANICAL VIBRATION X ASTM C1064 ASTM C173 WIC .41 X ASTMC31 Other Inspector LOWELL DAVIS Laboratory Data Design Strength 3,000 @ 28 days Date Specimens Rec'd. 9/3/2011 _ Cyl: Test Field : Max. Comp. Tested Break| Laboratory Code Date Cure Age Dim. Area C.F. Load Str.(psi) Set# -By Type} Test Methods P19865 9/9/2011 7 4x8 12.56 39865 3,170 AT 5 IX ASTMC39 P19865 9/30/2011 28 4X8 12.56 56760 4,520 AT 2 ASTM C109 P19865 9/30/2011 28 4X8 12,56 55335 4,410 AT 3 ASTM C617 P19865 9/30/2011 28 4x8 12.56 57360 4,570 AT 3 |X ASTMC1231 P19865 ASTM C780 P19865 Other P19865 P19865 Test Results Remarks FR 144845 X Conforming Results Reviewed By po“ BU Date Reviewed Non-Conforming Codes for Break Types: 1:Cone 2:Cone&Split 3:Cone&Shear 4:Shear — 5: Columnar (Split) Measurement Uncertainties: ASTM C-39 +/- 8% Form 03101 Revision 2 Effective Date 12/0202 The information provided on this report is prepared for the exclusive use of the ollent. ‘This report may not be reproduced in eny format without the written permission of the client and Krazan & Associates. 3K raZan «@ associates, INC. S56 en GEOTECHNICAL ENGINEERING « ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION September 23, 2011 KA Project No.: 106-11104 Building Permit No.: BLD 10-102 Mr. Dave Sather Pacific Environmental Services PO Box 2049 Port Townsend, WA 98368 RE: Seabreeze Port Townsend, WA 7 Dear Mr.Sather: In accordance with your request and authorization, the following test data are presented on the following reports, which are enclosed: August 09, 2011 Cylinder Report No. 56218 - 28 Day Break August 12, 2011 Cylinder Report No. 58733 — 28 Day Break August 16, 2011 Cylinder Report No. 58736 — 28 Day Break August 17, 2011 Cylinder Report No. 58737 — 28 Day Break August 18, 2011 Cylinder Report No. 58739 — 28 Day Break August 19, 2011 Cylinder Report No. 58732 — 28 Day Break September 02, 2011 Cylinder Report No. 58702 - 7 Day Break 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, Wilkie. > Ugele ‘ William D. Ugolini, ICC Certified Projects Manager Peninsula Division PS: md Enclosures With Offices Serving The Western United States 1230 Finn Hill Rd NW Ste. A ¢ Poulsbo, Washington 98370 © (360) 598-2126 ¢ Fax: (360) 598-2127 Krazan & Associates, Inc. 1230 FINN HILL RD. POULSBO WA 98370, (360) 598 2126 Project No. 106-11104 Cyl. Code P19747 Pour Date Weather OVERCAST Jurisdiction CITY OF PORT TOWNSND Project SEABREEZE CARWASH Location PORT TOWNSEND Client PACIFIC ENVIRONMENTAL Engineer Architect 8/9/2011 Report No. 56218 Permit No. BLD 10-102 Contractor PACIFIC ENVIRONMENTAL Field Data CYLINDER REPORT Reported Batch Data Concrete x Other Design Actual Weights Weights Supplier COTTONREDI Plant No, 1 Site Mix MixNo. 5.5SACK 3000PSI Cem. Ibs. 519 Mix Air Unit F. Ash Ibs. Slump Temp. Temp. Wt. C. agg. Ibs. 1 0.75 1625 Time Truck# Ticket # % Air (in.) (F) (F) (pef) C. agg. Ibs. 2 PEA 171 10:18 44 904 5 68 66 C. agg. Ibs. 3 Sand Ibs. 1412 Water Ibs. 27gal Placement Area Alr Ent. (oz) Location FOOTING NORTH OF BUILDING AT RETAINING WALL Other (oz) POLY997 21.33 3 FOOTINGS AT SOUTH SPREAD FOOTING Other (02) PEDESTAL TYPE, 50# S3 Other (0z) REINFORCEMENT INSPECTED AND CONFORMS Other (02) Water Added on Job (gals.) Field Test Methods Remarks PLACED BY BOOM PUMP X ASTMC143 ASTM C138 CONSOLIDATED BY MECHANICAL VIBRATION xX ASTM C1064 ASTM C173 X ASTM C31 Other Inspector LOWELL DAVIS Laboratory Data Design Strength 3,000 @ 28 days Date Specimens Rec'd. 8/10/2071 Cyl. Test Field Max. Comp. Tested Break Laboratory Code Date Cure Age Dim. Area C.F. Load Str.(psi) Set# By Type] Test Methods P19747 8/16/2011 7 4X8 12.56 49190 3,920 AT 2 |X ASTMC39 P19747 9/6/2011 28 4X8 12.56 69845 5,560 AT 3 ASTM C109 P19747 9/6/2011 28 4X8 12.56 73195 5,830 AT 3 ASTM C617 P19747 9/6/2011 28 4X8 12.56 72500 5,770 AT 3 |X ASTMC1231 P19747 ASTM C780 P19747 Other P19747 P19747 Test Results Remarks FIELD REPORT NO. 144829 X Conforming Results Reviewed By j./ HU Date Reviewed Non-Conforming Codes for Break Types: 4:Cone 2:Cone&Split 3:Cone&Shear 4:Shear — 5: Columnar (Split) Measurement Uncertainties: ASTM C-39 +/- 8% Form 03101 Revision 2 Effective Date 12/02/02 The information provided on this raport is prepared for the exciusive use of the client. This raport may not be reproduced in any formal without the written permission of the client and Krazan & Associates. Krazan & Associates, Inc. 1230 FINN HILL RD. POULSBO WA 98370, (360) 598 2126 Cyl. code P19743 Pour Date Project No. 106-11104 Weather OVERCAST Jurisdiction CITY OF PORT TOWNSEND Project SEABREEZE Engineer Location PORT TOWNSEND Architect Client PACIFIC ENVIRONMENTAL 8/12/2011 Report No. 58733 Permit No. BLD 10-102 Contractor PACIFIC ENVIRONMENTAL Field Data CYLINDER REPORT Reported Batch Data Concrete X Other Design Actual Weights Weights Supplier COTTON REDI Plant No. 1 Site Mix MixNo. 5.5SK3000 W/AIR Cem. Ibs. 521 Mix Air Unit F. Ash Ibs. Siump Temp. Temp. Wt. C. agg. Ibs. 1 0.75 1628 Time Truck# Ticket # % Air (in.) (F) (F) (pef) C. agg. Ibs. 2 PEA 163 10:15 47 933 5 5 66 66 C. agg. Ibs. 3 Sand Ibs. 1410 Water Ibs. 27gal Placement Area Air Ent.(oz) MBAE90 2.71 Location RETAINING WALL, WEST END AT 3' HEIGHT Other (oz) POLY997 21.14 REINFORCEMENT INSPECTED AND CONFORMS Other (0z) FOR 5' HIGH #3-12" EACH WAY Other (0z) SAMPLED AT 2 OF 14 YARDS TOTAL, FIRST LIFT. Other (oz) Water Added on Job (gals.) Field Test Methods Remarks PLACED BY BOOM PUMP X ASTMC143. X ASTMC138 CONSOLIDATED BY MECHANICAL VIBRATION X ASTM C1064 ASTM C173 X ASTMC31 Other WI/C=.438 Inspector LOWELL DAVIS Laboratory Data Design Strength 3,000 @ 28 days Date Specimens Rec'd. 8/13/2011 Cyl. Test Field Max. Comp. Tested Break Laboratory Code Date Cure Age Dim. Area C.F. Load Str.(psi) Set# By Type| Test Methods P19743 8/19/2011 7 4X8 12.56 45595 3,630 AT 3 |X ASTM C39 P19743 9/9/2011 28 4x8 12.56 59250 4,720 AT 2 ASTM C109 P19743 9/9/2011 28 4x8 12.56 63820 5,080 AT 2 ASTM C617 P19743 9/9/2011 28 4X8 12.56 58820 4,680 AT 2 |X ASTMC1231 P19743 ASTM C780 P19743 Other P19743 P19743 Test Results | Remarks FIELD REPORT NO. 144837 X Conforming Results Reviewed By yy U Date Reviewed Non-Conforming Codes for Break Types: 4:Cone 2:Cone&Split 3:Cone&Shear 4:Shear — 5: Columnar (Split) Measurement Uncertainties: ASTM C-39 +/- 8% Form 03101 Revision 2 Effective Dete 12/02/02 ‘The information provided on this raport is prepered for the exclusive use of the client. ‘This report may not be reproduced In any format without the written permission of the client and Krazan & Associates. Krazan & Associates, Inc. 1230 FINN HILL RD. POULSBO WA 98370, (360) 598 2126 Project No. 106-11104 Cyl.Code P19768 PourDate 8/16/2011 Report No. 58736 Weather CLEAR Jurisdiction CITY OF PORT TOWNSEND Permit No. BLD 10-102 Project SEABREEZE CAR WASH Engineer Location PORT TOWNSEND Architect Client PACIFIC ENVIRONMENTAL Contractor PACIFIC ENVIRONMENTAL Field Data CYLINDER REPORT Reported Batch Data Concrete Other X Design Actual Weights Weights Supplier COTTON REDI PlantNo. 1 Site Mix MixNo. 3000PS!I 6.5SK Cem. Ibs. 671 Mix Air Unit F. Ash Ibs. Slump Temp. Temp. Wt. CG. agg. Ibs. 1 Time Truck# Ticket # % Air {in.) (F) (F) (pcf) C. agg. Ibs. 2 12:24 44 949 FLOW 75 72 C. agg. Ibs. 3 PEA 883 Sand Ibs. 2062 Water Ibs. 29gal Placement Area Air Ent.(oz) MBAE90 2:5 Location CAR WASH THROUGH 6 COURSES/CMU Other (oz) POLY997 oT REINFORCEMENT CONFORMS TO APPROVED PLANS Other (0z) AND RFIS/FW6,FW5 AND FW3 Other (oz) Other (oz) Water Added on Job (gals.) 5 Field Test Methods Remarks PLACED BY LINE PUMP X ASTM C143 ASTM C138 CONSOLIDATED BY MECHANICAL VIBRATION (TWICE) ASTM C1064 ASTM C173 W/C=.364 X ASTMC31 Other inspector LOWELL DAVIS Laboratory Data Design Strength 2,000 @ 28 days Cyl. Test Field Max. Comp. Code Date Cure Age Dim. Area C.F. Load Str. (psi) P19768 8/23/2011 7 3X6 10,28 28290 2,750 P19768 9/13/2011 28 3X6 10.28 36275 3,530 P19768 9/13/2011 28 3X6 10.28 31825 3,100 P19768 9/13/2011 28 3X6 10.28 39155 3,810 P19768 ; P19768 P19768 P19768 Remarks FIELD REPORT NO. 144841 Results Reviewed By, Date Reviewed Codes for Break Types: O Y 1: Cone 2: Cone & Split 3: Cone & Shear Measurement Uncertainties: ASTM C-39 +/- 8% Form 03101 Revision 2 Effectve Date 1202/02 Date Specimens Rec'd. 8/17/2011 Tested Break Type Set# By AT AT AT AT 4: Shear 5: Columnar (Split) The information provided on this report Is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the ollent and Krazan & Associales. 4 3 2 4 Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 X ASTM C1231 ASTM C780 Other Test Results X Conforming Non-Conforming Krazan & Associates, Inc. 1230 FINN HILL RD. POULSBO WA 98370, (360) 598 2126 Project No. 106-11104 Cyl.Code P19787 PourDate 8/17/2011 Report No. 58737 Weather CLEAR Jurisdiction CITY OF PORT TOWNSEND Permit No. BLD 10-102 Project SEABREEZE CARWASH Engineer Location PORT TOWNSEND Architect Client PACIFIC ENVIRONMENTAL Contractor PACIFIC ENVIRONMENTAL Field Data CYLINDER REPORT Reported Batch Data Concrete Other X Design Actual Weights Weights Supplier COTTON Plant No. 1 Site Mix MixNo. 3000PSI 6.5SK Cem. tbs. 612 Mix Air Unit F. Ash tbs. Siump Temp. Temp. Wt. C. agg. tbs. 1 Time Truck# Ticket # % Air (In.) (F) (F) (pcf) C. agg. Ibs. 2 2:20 44 958 FLOW 66 72 C. agg. Ibs. 3 PEA 879 Sand ibs. 2070 Water Ibs. 28.4gal Placement Area 7 Air Ent. (oz) Location CAR WASH COURSE 7 THROUGH 12 Other (oz) POLY 997 3.3 REINFORCEMENT INSPECTED AND CONFORMS Other (0z) TO APPROVED PLANS AND RFI'S FW6/FW5/FW3 Other (oz) Other (oz) Water Added on Job {gals.) Field Test Methods Remarks PLACED BY LINE PUMP X ASTMC143 ASTM C138 CONSOLIDATED BY MECHANICAL VIBRATION (TWICE) ASTM C1064 ASTM C173 X ASTMC31 Other inspector LOWELL DAVIS Laboratory Data Design Strength 2,000 @ 28 days Date Specimens Rec'd. 8/18/2011 Cyl. Test Fleld Max. Comp. Tested Break| Laboratory Code Date Cure Age Dim. Area C.F. Load Str.(psi) Set# By Type| Test Methods P19787 8/24/2011 7 3X6 10.28 29960 2,910 OB 3 |X ASTMC39 P19787 9/14/2014 28 3X6 10.28 44275 4,310 OB 1 ASTM C109 P18787 9/14/2011 28 3X6 10.28 41090 4,000 OB 4 |X ASTMC617 P19787 9/14/2011 28 3X6 40.28 42005 4,090 OB 3 ASTM ©1231 P19787 , ASTM C780 P19787 Other P19787 P19787 [Test Results | Remarks FIELD REPORT NO. 144843 |X Conforming Results Reviewed By PBC) Date Reviewed Non-Conforming Codes for Break Types: 4:Cone 2:Cone&Split 3:Cone&Shear 4:Shear 5: Columnar (Split) Measurement Uncertainties: ASTM C-39 +/- 8% Form 03101 Revision 2 Effective Date 1202/02 The information provided on this report is prepered for the exciusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. Krazan & Associates, Inc. 1230 FINN HILL RD. POULSBO WA 98370, (360) 598 2126 Project No. 106-11104 Cyl.Code P19767 PourDate 8/18/2011 Report No. 58739 Weather OVERCAST Jurisdiction CITY OF PORT TOWNSEND Permit No. BLD 10-102 Project SEABREEZE Engineer Location PORT TOWNSEND Architect client PACIFIC ENVIRONMENTAL Contractor PACIFIC ENVIRONMENTAL Field Data CYLINDER REPORT Reported Batch Data Concrete Other X Design Actual Weights Weights Supplier S-TYPE Plant No. Site Mix MixNo. MORTAR S-TYPE Cem. Ibs. Mix Air Unit F. Ash Ibs. Slump Temp. Temp. Wt. C. agg. Ibs. 1 Time Truck# Ticket # % Air (in.) (F) (F) (pcf) C. agg. Ibs. 2 8:30 G. agg. Ibs. 3 Sand Ibs. Water Ibs. Placement Area Air Ent. (oz) Location CAR WASH AT 3RD LIFT/13 TO 18 COURSES Other (0z) Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) Field Test Methods Remarks S-TYPE (MORTAR) ASTM C143 ASTM C138 ASTM C1064 ASTM C173 ASTM C31 Other inspector LOWELL DAVIS Laboratory Data Design Strength 1,800 @ 28 days Date Specimens Rec'd. 8/19/2011 Cyl. Test Field Max. Comp. Tested Break} Laboratory Code Date Cure Age Dim. Area C.F. Load Str.{psi) Set# By Type| Test Methods P19767 8/25/2011 7 2X4 3.14 6555 2,090 OB 4 |X ASTMC39 P19767 9/15/2011 28 2X4 3.14 7855 2,500 AT 3 |X ASTMC109 P19767 9/15/2011 28 2X4 3.14 7780 2,480 AT 5 ASTM C617 P19767 9/15/2011 28 2X4 3.14 7025 2,240 AT 3 ASTM C1231 P19767 ASTM C780 P19767 Other P19767 P19767 Test Results Remarks FIELD REPORT NO. 144844 X Conforming Results Reviewed By g 3B Ce Date Reviewed Non-Conforming Codes for Break Types: 4:Cone 2:Cone&Split 3:Cone&Shear 4:Shear — 5: Columnar (Split) Measurement Uncertainties: ASTM C-39 +/- 8% Form 03101 Ravision 2 Effective Date 12/02/02 The information provided on this report is prepared for the exclusive use of the client. “This report may not be reproduced in any format without the wittien permission of the client and Krazen & Associetes. Krazan & Associates, Inc. 1230 FINN HILL RD. POULSBO WA 98370, (360) 598 2126 Project No. 106-11104 Cyl.Code P19877 PourDate 8/19/2011 Report No. 58732 Weather SUNNY Jurisdiction PORT TOWNSEND Permit No. BLD 10-102 Project SEA BREEZE Engineer Location PORT TOWNSEND Architect Client PACIFIC ENVIRONMENTAL Contractor THACKER MASONRY Field Data CYLINDER REPORT Reported Batch Data Concrete Other X Design Actual Weights Weights Supplier COTTON Plant No. 1 Site Mix Mix No. 6.5SAW30 Cem. Ibs. 610 Mix Air Unit F. Ash tbs, Slump Temp. Temp. Wt. C. agg. Ibs. 1 3/8" 2177 Time Truck# Ticket # % Air {in.) (F) ({F) (pcf) C. agg. ibs. 2 2:10 45 974 - FLUID 71 72 C. agg. Ibs. 3 Sand Ibs. 840 Water Ibs. Placement Area Air Ent. (oz) Location PERIMITER OF BLDG, THIRD LIFT Other (oz) MBAE 2.5 Other (oz) POLY 36.5 Other (0z) Other (oz) Water Added on Job (gals.) 9 Field Test Methods Remarks PLACED BY PUMP- VIBRATED 2X X ASTMC143 ASTM C138 SAMPLED AT 4 OF 4 YARDS TOTAL X ASTM C1064 ASTM C173 WIC .41 X ASTMC31 Other Inspector BILL UGOLINI Laboratory Data Design Strength 2,000 @ 28 days Date Specimens Rec'd, 8/20/2011 Cyl. Test Field Max. Comp. Tested Break} Laboratory Code Date Cure Age Dim. Area CAF. Load Str.(psi) Set# By Type{ Test Methods P19877 8/26/2011 7 3X6 10.28 20780 2,020 AT 2 |X ASTMC39 P19877 9/16/2011 28 3X6 10.28 26355 2,560 AT 3 ASTM C109 P19877 9/16/2011 28 3X6 10.28 27965 2,720 AT 3 |X ASTMC617 P19877 9/16/2011 28 3X6 10.28 27955 2,720 AT 3 ASTM C1231 P19877 ASTM C780 P19877 Other P19877 P19877 "Test Results | Remarks FR 144876 X Conforming Results Reviewed By , 3 (/ Date Reviewed Non-Conforming Codes for Break Types: 1:Cone 2:Cone&Split 3:Cone&Shear 4:Shear 5: Columnar (Split) cern eee neurement Uncertainties: ASTM C-39 +/- 8% Revision 2 Effective Date 12/02/02 Ths information provided on this report is prepared for the exctusive use of the client, This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. Krazan & Associates, Inc. 1230 FINN HILL RD. POULSBO WA 98370, (360) 598 2126 Project No. 106-11104 Cyl.Code P19865 PourDate 9/2/2011 Report No. 58702 Weather CLEAR Jurisdiction CITY OF PORT TOWNSEND Permit No. BLD10-102 Project SEABREEZE Engineer Location PORT TOWNSEND Architect Client PACIFIC ENVIRONMENTAL Contractor PACIFIC ENVIRONMENTAL Field Data CYLINDER REPORT Reported Batch Data Concrete x Other Design Actual Weights Weights Supplier COTTON PlantNo. 1 Site Mix Mix No. SEABAIR Cem, Ibs, 542 Mix Air Unit F. Ash lbs. Slump Temp. Temp. Wt. C. agg. tbs. 1 3/4" 1625 Time Truck# Ticket # % Air (in.) (F) (F) (pef) C. agg. Ibs. 2 PEA 171 8:11 44 1028 5.1 4.75 71 66 = C. agg. Ibs. 3 Sand Ibs. 1418 Water Ibs. 27 GALS Placement Area AirEnt.(oz) MBAE9O 2.66 0z Location CAR WASH SLAB/TRASH ENCLOSE. SLAB/FOOTING Other (oz) POLY 21.56 oz RAMP SLAB. REINFORCEMENT INSPECTED AND Other (oz) CONFORMS Other (oz) SAMPLED AT CAR WASH SLAB, 4 OF 45 YARDS TOTAL Other (oz) Water Added on Job (gals.) 0 Field Test Methods Remarks PLACED BY BOOM PUMP X ASTMC143 ASTM C138 CONSOLIDATED BY MECHANICAL VIBRATION X ASTMC1064 ASTM C173 WIC .41 X ASTMC31 Other inspector LOWELL DAVIS Laboratory Data Design Strength 3,000 @ 28 days Date Specimens Rec'd. 9/3/2011 Cyl. Test Field Max. Comp. Tested Break} Laboratory Code Date Cure Age Dim. Area C.F. Load Str.(psi) Set# By Type| Test Methods P19865 9/9/2011 7 4X8 12.56 39865 3,170 AT 5 |X ASTMC39 P19865 9/30/2011 28 4X8 ASTM C109 P19865 9/30/2011 28 4x8 ASTM C617 P19865 9/30/2011 28 4x8 X ASTM C1231 P19865 ASTM C780 P19865 Other P19865 P19865 Test Results | Remarks FR 144845 Conforming Results Reviewed By pe“ Date Reviewed . Non-Conforming Codes for Break Types: 4: Cone 2: Cone & Split 3: Cone & Shear 4: Shear 5: Columnar (Split) mer mem Uncertainties: ASTM C-39 +/- 8% Revision 2 Effective Date 12/0202 The Information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. Letter to file (Plan Review) Sea Breeze 1408 Sims way Port Townsend, WA. The above referenced project has been reviewed under the 2006 International Building Code. The project is a one-story structure with a total of 3,242 square feet containing Group B and a Group M occupancy. The structure will be constructed using Type V-B construction materials. Findings and determinations: Special inspections are required as noted on plans for the following: I. General 1. Sub — Diaph for marquee 2. Shear plates and knee braces I. Concrete - (2006 IBC, Table 1704.4) 1. Shape, location and dimensions of formwork 2. Placement of reinforcement connectors and anchors 3. Concrete placement 4. Cylinders HI. Masonry Inspection Level 1- (2006 IBC Table 1704.5.1) Type, size and location of anchors Size, grade and type of reinforcement Verify grout space is clean Placement of reinforcement, connectors and anchors Grout placement ot Oo a IV. Structural steel — (2006 IBC Table1704.3) Type, size, grade of bolts, nuts and washers Installation of high strength bolts Welding Placement of framing at marquee PO N > = V. Wood shearwalls — (2006 IBC Section 1707) 1. Verify placement of nailing, bolting, anchoring and fastening of wood shear panels, hold — downs, diaphragms, drag struts and braces 2. Blocking and strapping at east wall Vi. Epoxy grouting 1. Type and grade of epoxy 2. Placement of epoxy grout 3. Pull test Special inspection reports as noted above are to be provided to the Building Division These reports are to be stamped and signed originals from the engineer of record. Fire, life and safety issues are as follows: 1. Egress doors are to swing in the direction of travel 2. Provide exit sign at back door. a. To be seen readily from any direction of travel. 3. Place readily visible and durable sign stating a. THIS DOOR TO REMAIN UNLOCKED WHEN BUILDING IS OCCUPIED 4. Provide fire extinguisher at exit doors See Plan review memorandum from Tom Aumock, Consulting Fire Code Inspector in reference to the Type | UL Hood fire suppression system. Fred Slota, CBO Faress doors ae Susy Wa Le, a Teawe| ict Extianyshec Ou ot daox Exet Sign Solr lock door Hall =" i Lo be Seen cod Ly Frown cus direction * tua t- Place feu iv ussite le g Tue Sty Stating “THIS Poor ID REMAIN UNLOCKED WHEN BIbG 18 occupeD _ adnan Waste ceoneed ote en fre Sunk. { 17ae lbied ‘aNd Tsp aouecd on nde Spe’ me \ . = 2000 psy cone wth 45.4 -027- OS 25 — Charles Mocciss Stee el Sco bree 22 Bel on rele pleicement— HU) = AUG 10 200 CITY OF PORT TOWNSEND SUSU : Page | of 3 Delivered-To: morry@loggia.us X-MXL-Hash: 4b2ab6495df9d334-7d7cacd98a866a4267dd 1697485fb0b6a4c0b798 From: Erik Miller-Klein <Erik@ssaacoustics.com> To: Morry <morry@loggia.us> Date: Thu, 17 Dec 2009 14:52:53 -0800 Subject: RE: Sea Breeze Store - Environmental Noise Report a bs Thread-Topic: Sea Breeze Store - Environmental Noise Report ¢ \4 i RYOr Thread-Index: Acp/aLwAdc2/uKiDQAuY7iXq5dalWQAANKSg WS Zu) ¢ Accept-Language: en-US ° a= X-MS -Has-Attach: p —. X-MS-TNE F-Correlator: acceptlanguage: en-US X-Spam: [F=0.2000000000; CM=0.500; S=0.200(2009113001)] X-MAIL-FROM: <erik@ssaacoustics.com> X-SOURCE-IP: [(unknown)] X-AnalysisOut: [v=1.0 c=1 a=Lvm_BrYLTIYA:10 a=S4G Ra3cw/3sLX7xIDFeUQ==:17 ] X-AnalysisOut: [a=ERIX38AbAAAA:8 a=WdyU1 JydAAAA‘8 a=Hhtfa04dB46 Xi3ldaxsA:9] X-AnalysisOut: [ a=QdVX4eZYylDKjHATBO7VGAuyst0A:4 a=r7 Rp -wQ1MA:10 a=Hc6T] X-AnalysisOut: [M5uH1QAA:10 a=zPFwt26hXPUA: 10 a=R8SfE69HY88A:10 a=dXa7r0rk] X-AnalysisOut: [PKUA: 10 a=35W710VLgK4A:10 a=6XZKANXkxCoA:10 a=YsJ8fH5latUA] X-AnalysisOut: [:10 a=qTV9NAKZc3wA: 10 a=iEpLNolUvOcf99Hz:21 a=PZJmrADGqdgY] X-AnalysisOut: [GiaN:21] X-Virus-Scanned: clamav-milter 0.95.3 at mail-hub-a.omnis.com X-Virus-Status: Clean X-Spam-Status: No, score=0.0 required=10.0 report= X-Spam-Checker-Version: SpamAssassin 3.2.5 (2008-06-10) on postoffice.omnis.com X-Brightmail-Tracker: AAAAARIb77E= X-Brightmail-Tracker: AAAAAA== Morry, Based on my analysis recessing the fans 3-feet is all that would be necessary to provide the barrier effect we need to assure code compliance to the west. There is flexibility to move the car wash 6-feet to the north and stay within noise compliance. Please contact me if you have any additional questions or concerns. All the best, Erik Erik Miller-Klein Acoustical Consultant SSA Acoustics, LLP 222 Etruria St, Suite 100 Seattle, Washington 98109 877.335.7866 - toll free 206.839.0819 - phone 206.839.0824 - fax 206.658.7920 - cell file://C \DOCUME~ 1\Owner\LOCALS ~1\Temp\eudF. htm | 12/6/2010 erik@ssaacoustics.com —---Original Message---- From: Morry [mailto:morr I ] Sent: Thursday, December 17, 2009 2:32 PM To: Erik Miller-Klein Subject: Re: Sea Breeze Store - Environmental Noise Report Erik, If the Carwash is made 6' deeper thereby providing a 5' recess for the blower on the exit side, the result is that the entrance side is 6' closer to the North receiver, as we cannot move the exit any closer to the south. My reading is that, along with the mitigation you recommended for the vacuum location, this should not increase sound levels to the North Receiver above the permissible levels, do you agree? Morry Stafford At 08:26 AM 12/16/2009, you wrote: >Morry, > >This e-mail contains our report outlining the results of our >analysis and recommendations to meet the WAC noise code to the >nearest adjacent properties. > _>Please contact me if you have any questions. > >All the best, > >Erik > > >Erik Miller-Klein >Acoustical Consultant > >SSA Logo (e-mail) > >222 Etruria St, Suite 100 >Seattle, Washington 98109 >206.839.0819 - phone >877 .335.7866 - toll free >206.839.0824 - fax >206.658.7920 - cell > >erik@ssaacoustics.com >www.ssaacoustics.com > > > > file://C \DOCUME~ 1\Owner\LOCALS ~1\Temp\eudF.htm Page 2 of 3 12/6/2010 Page 3 of 3 Morris Stafford, AIA www.loggia.us / Architecture for Enhanced Environments 6816 Chambers Creek Rd W University Place, WA 98467 253-564-1957 fax 661-458-1957 cms@loggia.us file://C \DOCUME~ 1\Owner\LOCALS ~1\Temp\eudF.htm 12/6/2010 2 = +4 cp = —— — — > 30 ' - 0 /_ R E V I S I O N S \ J 5 1 a + = 4 We s EX I S T . WO O D FR A M E 4 ie S| fe ) CO N T R O L s == =| su g g e s 8) 8 on e S E l o G bE AE M “, T EN C L O S U R E No oo DE T A I L S Oe u ie a Wa s i n c r o n r 4° CO N C R E T E = \ CA P | — re a y a | MI N . A WA L L TO 6' 8 " od a E TN E ON . AT : AT SA M E . EL E V A T I O N Pe AN <u et e ao e en c e oa n , 4 AS al t s ai r AI A MA T C H CA R W A S H le ) BU I L D I N G a Mo r r i s VA C U U M UN I T a | mn ] (i D \ EL E V A T I O N y_ / : St a f f o r d ID ? fe ) ; 1 Ar c h i t e c t Al . 4 / 37 6 ° = 1- 0 " » 2 1 ! : PR O V I D E AT EA C H PE D E S T A L N i i, HO S E MO U N T ea a a a l 1 ! I Hh VA C U U M UN I T Am n CO C O A CM U LO G G I A GR O U P _ PE D I S T A L = RS a 1 rs CO N C R E T E CA P - TO P OF CO N C . = OV E R H A N G 1. 5 " OV E R } PA D 24 " AF G Ce Eo =e io ’ Oo " ye s VA C U U M t TR A S H te EQ ae Fo e (2 0 ) PL A N , =a “T = ge e e es yo QO of \A l 4 _ / 3/ 8 " = '- 0 " I gn ? Na s 8" TH I C K FO O T I N G > ac e CO M P A C T E D 7 (2 5 3 ) 62 1 - 0 5 3 5 = Fa x (6 6 1 ) 4 5 8 - 1 9 5 7 In t e r n e t E- m a i l 10 ' - O " 10 ' - O " cm s ® l o g g i a . u s hr SM CO P I N G , 3° SI D E WI T H DR I P ~) MA T C H CA R E T EI N I S H ~) 7 I [ | I | I l I I I l I I I I | i I I I l I | cM u WA L L _J T S ee n Ht HH He I | | I l | l l I | l | l l I I | l | l l WE L D E D ST E E L FR A M E _ a 7M eS 5 Gt OO pt t tt tt tt t tt tt tt Le TC O C O A ” SP L I T FA C E “% SA PE R DO O R io eS sr e e l PA T T E R y on oe ‘ A sr e e y e m y a n c e s J AI S A 8 SS ee ee e SC R E W S . (3 ) PE R DO O R iI au x - . ) | TY P - LE A F , PR O V I D E ~ ud Y 3 TT tT tT ft ft tT tT tt tt TT £9 ) TO T A L ZI E AI R ) Oo . Q Re e ee e ol oa DR O P NT O PV T FE s) 4 \ \ - ne ec en e Se e Ee e RU B B I S H SC R E E N ue fe ao FO O T I N G PE R 4A EN D EL E V A T I O N Nz ht RU B B I S H SC R E E N CR A Se e s Af er wa e WS >| i 2Z \ EL E V A T I O N ve e a ) \A l 4 _ ] ar e " = 1- 0 " fi a ] 2 ' - a wu nO {2 QO } 4 OO wv } 9 Nu r CO R N E R OF RE S PR O P E R T Y Nu CO R N E R OF SE A BR E E Z E ST O R E “L TO FA C E OF VA C U U M PA T E L RE ‘5 PR O J E C T NO : O8 I * 9 so w s Se DR A W N : CM S (3 a \ SO U T H EL E V A T I O N a —— — — — — — aq ] Ve " = r- 0 ° {f o } Oo } | 4 2 Ss . = . = | OF 4 Page 1 of 1 John McDonagh From: John McDonagh Sent: Wednesday, December 29, 2010 9:43 AM To: ‘morry@loggia.us' Subject: RE: Sea Breeze Acoustical Engineer's report Hi Morty, Thanks for the update and info on the enclosure and noise info. Our Building Official and I have missed the opportunity to talk about this due to vacations etc. We finally connected today. To make sure the BP we’ve issued is complete (and correct), could you please send our office two (2) full size, stamped and signed versions of the revised Sheet A1.4? This way we’ll have one for our file and we’ll send the other one to Al as a Revision to the previously approved BP He’ll then have a complete set of plans, stamped by you and us, for bidding purposes. And we’ll have a copy in our files for inspection purposes. The e-mails on the noise attenuation are fine for documentation, so that issue is solved. Thanks, Hope you had a wonderful X-mas and a great New Year. John McDonagh, Senior Planner Development Services Dept. City of Port Townsend Pt. Townsend, WA 98368 360-344-3070 office 360-344-4619 fax From: Morry Stafford [mailto:morry@loggia.us] Sent: Monday, December 06, 2010 5:33 PM To: John McDonagh Subject: Re: Sea Breeze Acoustical Engineer's report Hi John, In response to your concerns: Car wash mitigation: Persuant to the SSA report you reviewed, instead of designing a "baffle wall" on the front (Southwest corner) of the car wash, we mitigated the car wash West receiver noise level by increasing the length of the car wash and recessing the blower 3' inside the door. The North wall of the car wash was made 3' closer to the North boundary line, but the Acoustical Engineer wrote in a subsequent email that we had that latitude without unduly impacting the noise level to the north receivers. I have hed the email corr d for your review. It reads chronologically from the bottom to the top. Please refer to the sheet specification on Sheet A1.3, to the second half of the paragraph located in sheet grid 1C that puts the burden of meeting the WAC sound levels outlined in the report on the car wash equipment provider, and explains the blower mounted 3' from the South opening. Let me know if you think that is clear enough. Let me know if you will need more documentation with respect to the car wash noise mitigation. Vacuum mitigation: You are correct that the "baffle" wall was not included on the submittal drawings. After conferring with the Acoustical Engineer today, I modified sheet A1.4 to show the baffle wall as part of the CMU wall. The Split face block is only available with smooth on the back, so the side facing the vacuums, and possibly the end of the baffle wall will be smooth, but matching in color. I think that is preferable to changing the materials for just 5' of wall. On 12/3/2010 2:52 PM, John McDonagh wrote: Morry, After reading the report, it seems that the acoustical engineer devised some attenuation measures that would be needed to ensure compliance with the WAC Please read the report carefully & let me know how you'd like to proceed. John McDonagh, Senior Planner Development Services Dept. City of Port Townsend Pt. Townsend, WA 98368 360-344-3070 office 360-344-4619 fax ----- Original Message----- From: morry@loggia.us [mailto:morry@loggia.us] Sent: Friday, December 03, 2010 11:37 AM To: John McDonagh Subject: Sea Breeze Acoustical Engineer's report Hi John, I think this is what you were asking Al about. Let me know if you have any questions. C. Morris Stafford, Architect Member AIA, ICC The Loggia Group PLLC Architecture for Enhanced Environments mail to: 3800A Bridgeport Way W#2 University Place, WA 253-564-1957 (Direct Line) 253-627-0535 (Office & message line) 661-4581957 (Fax anytime-via efax) 253-460-1033 (Fax by Arr-in office) 12/29/2010 : FIELD REPORTNO: 144611 €@2Krazan & Associates, Inc. GEOTECHNICAL ENGINEERING * ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: LDR OOD" A22re CONTRACTOR: Y4e reve Eu ho mint £ PROJECT #__ vee —f[loY JURISDICTION: Lie a LAR Tactic PROJECT: S44 Geeez ey A OAL bat tt PERMIT #: Lh2D. £O= L622. LOCATION: L2RT Town os Ea INSPECTOR: LO Cee 1241S KRAZAN PROJECT MANAGER: 7 ZB WEATHER: O%a TEMP: «22 _ KRAZ AW CWSSeo TOR Ot SITE Fek $pkeias. EWE CT IAM OF SHEAR late $ __ LE XTEROR WAND. ZMITERLOR wELQES OF FALSE. cet Thine UMEAR tebet ESOC CTE, __— 22 kMW aD 20 ABE EA wed table kt Te” Agate te a bd. TLE Pe __ GK EAR uweble Schtunuse as sheer 5 th LETALE ara ALL a Sow = LL She of / Size SHER hath LUSeshi LO Dees We siD _Thkantd aa Zl earsuu2ia) wepttt Le 2 Dx Pty was Holl Dawn KxKtcZé 2 bi) codtFeb rw. Za LLkL i, EMEE A pAT Le de OE Nar’ NO Sohkie 5 COMPLE » | Equipment/Asset Number(s): To the best of my knowledge, the abohewAs) WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirements. Superintendent/Representative: By Technician: ~~ This 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 final submittal. By signing this report, our inspector does not accept responsibility for validity of the results. Some information on this report may have baen provided by others on site. The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Assoc. Offices Serving the Western United States Bothell (425) 485-5519 Gresham (503) 665-3574 Poulsbo (360) 598-2126 Puyallup (253) 939-2500 EFFECTIVE: 4/22/2009 DAILY FIELD REPORT 2009.doc SSSA Stewart - Ait Allaoua December 16, 2009 Morris Stafford, AIA A EP The Loggia Group, PLLC Be = 3800 A Bridgeport Way W #2 -—O WILE € University Place, WA 98466 RE: Sea Breeze Store 1408 W Sims Way, Port Townsend, WA 98368 This letter presents the results of an environmental noise analysis conducted for the proposed car wash and vacuums for the Sea Breeze Store in Port Townsend, Washington. The purpose of the analysis is to document the impact of the proposed car wash and vacuum systems to the adjacent receiving properties. Noise levels generated by the equipment are predicted to receiving properties and compared to the maximum permissible noise limits established by Washington Administrative Code 173-60. ZONING The project site is bounded by Hendricks Street to the east, Mobile Home community to the north, Sherman Street to the west and West Sims Way to the south. Per the City of Port Townsend Code it is our understanding the project and adjacent properties are all currently zoned C-Il General Commercial, the environmental designation for noise abatement (EDNA), which is defined by use is as follows: Project Site: EDNA “B” - Commercial O O North: EDNA “A” - Residential O South: EDNA “B’” - Commercial O East: EDNA “B’” - Commercial Oo West: EDNA “B’” - Commercial The following figure is a zoning map with the project site highlighted in green. 222 Etruria Street, Suite 100 Seattle, WA 98109 (P) 206.839.0819 (F) 206.839.0824 | www.ssaacoustics.com Page 2 of 14 Figure 1 Project Site Zoning Map a o Fl SSA Acoustics, LLP Consultants in Architectural, Mechanical, Environmental Acoustics, and Vibration Page 3 of 14 NOISE ORDINANCE The applicable noise ordinance is the Washington State Administrative Code Chapter 173-60, Maximum Environmental Noise Levels, which are adopted by the City of Port Townsend as described in Chapter 9.09.020 Washington Administrative Code adopted. The maximum permissible sound levels based on the environmental designation for noise abatement (EDNA) are provided in the following table for daytime hours. Table 1 Maximum Permissible Sound Levels Daytime/Nighttime Sound Source Receiving Property Property Residential Commercial Industrial EDNA Class A EDNA Class B EDNA Class C dB(A) dB(A) dB(A) Residential 55/45 57 60 Commercial 57/47 60 65 Industrial 60 / 50 65 70 Chapter 173-60-040 (b) states that between the hours of 10:00 PM and 7:00 AM the daytime noise limitations shall be reduced by 10 dB for receiving property within Class A EDNAs. The noise from the proposed equipment cannot exceed 57 dB(A) during daytime hours, and the equipment is not expected to operate during nighttime hours between 10:00 PM and 7:00 AM to the north property and 60 dB(A) the east, west or south properties. SSA Acoustics, LLP Consultants in Architectural, Mechanical, Environmental Acoustics, and Vibration Page 4 of 14 EQUIPMENT Based on the information available, it is our understanding that the equipment under evaluation is two Ryko Vacuum systems and one Ryko MAXX car wash system. The equipment evaluated for compliance is listed in the table below which also presents the sound power levels provided by the manufacturer. Table 2 Equipment Sound Pressure Levels in dB(A) (re: 20 micro-Pascals) Unit Make/Model Sound Pressure Level VAC-1 VAC-2 Ryko Vacuum systems 82 dB(A) @ 3-ft 93 dB(A) @ 3-ft (EXIT) WASH — Ryko MAXX car wash system 83 dB(A) @ 3-ft (ENTRANCE) North-A Receiving Figure 2 North —6 North — C Property Receiving - Receiving Property West -A Receiving ag Property East Receiving Property KN 1] % = se é fe ‘S West - B Receiving Property South Receiving Property SSA Acoustics, LLP Consultants in Architectural, Mechanical, Environmental Acoustics, and Vibration Page 5 of 14 METHODS Equipment noise was predicted to the nearest neighboring property lines based on a point source noise propagation model, the point is defined as the center of the unit. Methods employed followed those described by the Air-Conditioning & Refrigeration Institute (ARI) Standard 275 and ASHRAE Applications Handbook. The receiving property points that were used for all equipment calculations are shown in Figure 2 above with an arrow. Receiver Locations North Property — Residential Receiver (currently mobile home community) Calculated to 6-feet height at property line for nearest receiving location, existing 6-feet high wood fence at property line e Nearest Residential Property o NORTH-A nearest Car Wash Entrance o NORTH -B nearest Vacuums with no barrier effect from trash enclosure wall o NORTH-—C nearest Vacuums with barrier effect of trash enclosure wall South Property - Commercial Receiver (Westside Pizza and Business Park) Commercial property is across West Sims Way from project. West Property - Commercial Receiver (Used Car Dealership) Calculated to 6-feet height at property line, right of way for Sherman Street separates property. e Nearest Commercial Property o WEST-—A nearest Car Wash Entrance o WEST -—B nearest Car Wash Exit East Property - Commercial Receiver (QFC Food Center) Commercial property is across Hendricks Street. SSA Acoustics, LLP Consultants in Architectural, Mechanical, Environmental Acoustics, and Vibration Page 6 of 14 RESULTS Noise levels from the proposed equipment have been predicted to the following adjacent properties. The calculations have been optimized to sum adjacent equipment to a single point source. The following tables provide results of our predictions to the nearest properties. North Receiving Property — nearest Residential North Property — Residential Receiver (currently mobile home community) Calculated to 6-feet height at property line for nearest receiving location, existing 6-feet high wood fence at property line Table 3: Combined at North — A Property Line Predicted Noise Levels for All Equipment Source | SPL @ 3-ft| Distance Barrier —— North - A VAC-1 ; -3 VAC-2 = “34 (158') (existing fence) bi ik ’ -3 WASH ee sat (or) (existing fence) 83 Combined Sound Pressure Level at Property Line 55 As shown in Table 3, the sound pressure level from the equipment without mitigation meets the allowable commercial to residential daytime noise code limit of 57 dB(A). Table 4: Combined at North — B Property Line Predicted Noise Levels for All Equipment Source | SPL @ 3-ft| Distance | Barrier Application North - B Factor VAC-1 82 -28 (72’) +3 57 VAC-2 82 -28 (77’) +3 57 ' -16 WASH 83 -32 (117’) (Store) 35 Combined Sound Pressure Level at Property Line 60 As shown in Table 4, the sound pressure level from the equipment without mitigation exceeds the allowable commercial to residential daytime noise code limit of 57 dB(A). Mitigation options are presented below. SSA Acoustics, LLP Consultants in Architectural, Mechanical, Environmental Acoustics, and Vibration Page 7 of 14 Table 5: Combined at North — C Property Line Predicted Noise Levels for All Equipment Source | SPL @ 3-ft} Distance Barrier ee North - C actor : -12 MAC Oe “lt (20) (trash enclosure) ee ; -10 MAGe ee wa (4) (trash enclosure) a : -16 WASH 83 -34 (150’) (Store) 33 Combined Sound Pressure Level at Property Line 56 As shown in Table 5, the sound pressure level from the equipment without mitigation meets the allowable commercial to residential daytime noise code limit of 57 dB(A). SSA Acoustics, LLP Consultants in Architectural, Mechanical, Environmental Acoustics, and Vibration Page 8 of 14 West Receiving Property — nearest Commercial West Property — Commercial Receiver (Used Car Dealership) Calculated to 6-feet height at property line, right of way for Sherman Street separates property. Table 6: Combined at West Property Line Predicted Noise Levels for All Equipment — West nearest Car Wash Entrance Source | SPL @ 3-ft| Distance Barrier ae ieanon West -A actor VAC-1 ; -3 VAC-2 sia “38 (230') | (existing fence) is al ’ -3 ides ia este) (existing fence) ea Combined Sound Pressure Level at Property Line 53 As shown in Table 6, the sound pressure level from the equipment without mitigation meets the allowable commercial to commercial noise code limit of 60 dB(A). Table 7: Combined at West Property Line Predicted Noise Levels for All Equipment — West nearest Car Wash Exit Source | SPL @ 3-ft| Distance | Barrier a ieauon West - B actor VAC-1 , -18 VAC-2 85 -38 (230’) (Store) +3 32 WASH 93 -28 (80’) 65 Combined Sound Pressure Level at Property Line 65 As shown in Table 7, the sound pressure level from the equipment without mitigation exceeds the allowable commercial to commercial noise code limit of 60 dB(A). Mitigation options are presented below. SSA Acoustics, LLP Consultants in Architectural, Mechanical, Environmental Acoustics, and Vibration Page 9 of 14 Mitigation The following must be implemented to meet the daytime WAC 173-60 Noise Ordinance: VAC-1 & VAC-2 (Ryko Vacuum systems) CO Relocate vacuums to be along the south wall of the trash enclosure, shown in Figure 3. Additional Barrier Wall Move Vacuums near Wall Figure 3: Vacuum Relocation co Install wall extension to west of relocated vacuums, this will require adjusting the driveway. SSA Acoustics, LLP Consultants in Architectural, Mechanical, Environmental Acoustics, and Vibration Page 10 of 14 » Trash enclosure wall and wall extension should be a minimum of 6- feet above grade e Currently shown as cement block, which meets the material requirements. « Barrier material requirements: o Construct the noise barrier of a solid material that will meet the following transmission loss requirements: Table 8 Transmission Loss Requirements (2.5 lbs/sq ft) Frequency (Hz) | 63 | 125 | 250 | 500 | 1000| 2000 | 4000 TL (dB) 13 | 16 21 25 21 24 33 Materials that have a surface mass of 2.5 Ibs/sq ft will meet these requirements. The following are common barrier materials that meet the mass and transmission loss requirements: e 3/4-inch exterior grade plywood e 16-gauge sheet metal e HardiPanel Vertical Siding or HardieBacker 1/2-inch e Durock 1/2-inch Cement Board Table 9: Combined at North — B Property Line Predicted Noise Levels for All Equipment with Mitigation Source | SPL @ 3-ft| Distance Barrier Application | North -B _—_" si “25 (36) (trash see) a0 VAC-2 ee oat (Gt) (trash aes) ae WASH 83 -32 (117’) (Sines) 35 Combined Sound Pressure Level at Property Line 52 As shown in Table 9, the sound pressure level from the equipment with mitigation meets the allowable commercial to residential daytime noise code limit of 57 dB(A). SSA Acoustics, LLP Consultants in Architectural, Mechanical, Environmental Acoustics, and Vibration Page 11 of 14 WASH (Ryko MAXX car wash system) O Install a 10-feet long by 6-feet high noise barrier fence at the car wash exit, shown in Figure 4. PROPOSED CARWASH Noise Barrier Figure 4: Car Wash Exit = Barrier material requirements: o Construct the noise barrier of a solid material that will meet the following transmission loss requirements: Table 10 Transmission Loss Requirements (2.5 Ibs/sq ft) Frequency (Hz) | 63 | 1725 | 250 | 500 | 1000| 2000 | 4000 TL (dB) 13 | 16 21 25 21 24 33 Materials that have a surface mass of 2.5 Ibs/sq ft will meet these requirements. The following are common barrier materials that meet the mass and transmission loss requirements: e 3/4-inch exterior grade plywood e 16-gauge sheet metal e HardiPanel Vertical Siding or HardieBacker 1/2-inch e Durock 1/2-inch Cement Board SSA Acoustics, LLP Consultants in Architectural, Mechanical, Environmental Acoustics, and Vibration Page 12 of 14 FRAMING PER STRUCTURAL REQUIREMENTS (1) LAYER 3/4" PLYWOOD OR MATERIAL W/ MASS OF 2-1/2" LB/SF OR GREATER —j 3 in ' BARRIER MATERIAL SHALL BE — CONTINUOUS. ALL GAPS OR JOINTS =] SHALL BE SEALED W/ ACOUSTICAL = CAULKING (20-YR NON—HARDENING) PLAN f. Not Necessary Ss y 2” QUASH RIGID FOAM BOARD = (QFR) OR QUILTED FIBERGLASS z ABSORBER (QFA-11) OR = EQUIVALENT EXTERIOR GRADE ABSORPTION MATERIAL im e Poi = — MAXIMUM OF 1” GAP ALLOWED eottow ce FOR DRAINAGE =f GRADE OR CONCRETE PAD eT ™=I UT ==. =o | U E NOISE BARRIER DETAIL nts Table 11: Combined at West Property Line Predicted Noise Levels for All Equipment — West nearest Car Wash Exit with Mitigation Source | SPL @ 3-ft| Distance Barrier 5 ieanion West - B actor VAC-1 F -18 VAC-2 85 -38 (230’) (Store) +3 32 ‘ -6 WASH 93 -28 (80’) (new barrier) 59 Combined Sound Pressure Level at Property Line 59 As shown in Table 11, the sound pressure level from the equipment with mitigation meets the allowable commercial to commercial noise code limit of 60 dB(A). SSA Acoustics, LLP Consultants in Architectural, Mechanical, Environmental Acoustics, and Vibration Page 13 of 14 SUMMARY This letter is a summary of our environmental analysis and recommendations to assure the car wash and vacuum systems meet the City of Port Townsend and Washington Administrative Code noise requirements. Should there be questions please do not hesitate to contact us. Sincerely, / LS), yr rik Miller-Klein Acoustical Consultant SSA Acoustics, LLP 222 Etruria St, Suite 100 Seattle, WA 98109 (206) 839-0819 — P (206) 839-0824 — F SSA Acoustics, LLP Consultants in Architectural, Mechanical, Environmental Acoustics, and Vibration Page 14 of 14 APPENDIX | NORTH PROPERTY - Barrier Details Mitigation Barrier Geometry Noise Barrier - Geometry Ryko Vacuum systems 7 Source Height: 3 ft Barrier Location: X =3 ft, Y =6 ft Receiver Location: X= 18 ft, Y = 5.5 ft 6 = 5 4 Receiver -Person @ Property Line € 4, a <£ - = a t=)) 3 : dD = ||| ES 2 4 14 Ryko Vacuum systems 0 T T T 0 5 10 15 20 Path-Length Difference (L) = 1.08 ft Distance (ft) L1 = 4.24.L2=15.01.D=18.17 Equipment Details — Vacuum @ 3-feet Equipment Octave Band Sound Pressure Levels Unit 63 Hz | 125 Hz | 250 Hz | 500 Hz | 1kHz | 2kHz | 4kHz | 8kHz | LWA VAC-1 VAC-2 72 67 71 72 73 Tr rad 71 82 SSA Acoustics, LLP Consultants in Architectural, Mechanical, Environmental Acoustics, and Vibration 2006 Wa Envelope Summary 2006 Washington State Nonresidential Energy Code Compliance Forms gton State Nonresidential Energy Code Compl : Form Climate Zone 1 ENV-SUM Proj ect Info Project Address Sea Breeze Convenience Store Date 5/10/2010 1408 W Sims Way For Building Department Use Port Townsend, WA 98368 Applicant Name: Loggia Group PLLC-Architect Morris Stafford Applicant Address: 3800A Bridgeport Way W #2, University Place, WA 9846 the level required for opaque walls. Revised July 2007 Applicant Phone: 253-564-1957 | Project Description New Building [_] Addition [_] Alteration [_] change of Use . . [_] Prescriptive Component Performance [_] Seattle EnvStd Compliance Option (See Decision Flowchart (over) for qualifications) im Systems Analysis Space Heat Type O Electric resistance @ Allother (see over for definitions) Total Glazing Area Electronic version: these values are automatically taken from ENV-UA-1. Glazing Area Calculation (rough opening) Gross Exterior Noles Below grade Walle may be included tthe (vertical & overhd) divided by Wall Area times 100 equals % Glazing Gross Exterior Wall Area if they are insulated to 403.2 = 2028.7 X 100 = 19.9% Check here if using this option and if project meets all requirements for the Concrete/Masonry Cc te/M Opti yes Option. See Decision Flowchart (over) for qualifications. Enter requirements for each qualifying oncre asonry Upton © no eaaantiy bake. . O yes Check here if using semi-heated path and if project meets all requirements for semi-heated spaces Semi-Heated Path as defined in section 1310. Requires other fuel heating and qualifying thermostat. Only wall @ no insulation requirement is reduced (2006 change). Only available in prescriptive path. Envelope Requirements (enter values as applicable) Opaque Concrete/Masonry Wall Requirements Minimum Insulation R-values Wall Maximum U-factor is 0.15 (R5.7 continuous ins) CMU block walls with insulated cores comply Roofs Over Attic If project qualifies for Concrete/Masonry Option, list walls with HC > 9.0 Btu/ft?*°F below (other walls must meet All Other Roofs 21.0 Opaque Wall requirements). Use descriptions and values Opaque Walls’ 21.0 from Table 10-9 in the Code. Below Grade Walls Wall Description U-factor Floors Over Unconditioned Space (including insulation R-value & position) Slabs-on-Grade Radiant Floors Maximum U-factors Opaque Doors 0.100 Vertical Glazing 0.500 Overhead Glazing Maximum SHGC (or SC) Vertical/Overhead Glazing 1. Assemblies with metal framing must comply with overall U-factors Notes: =I MAY 11 2010 CITY OF PORT TOWNSEND ner DSD BUDio=- 10 FILE CC” 2006 Wa. _.jton State Nonresidential Energy Code Comp Envelope UA Calculations Climate Zone 1 State Nonresidential Energy Code Compliance Forms Revised July 2007 Project Address Sea Breeze Convenience Store Date 5/10/2010 Space Heat Type O Electric resistance @aAllother [FO Buiiding Department Use Glazing Area as % gross exterior wall area_| 19.9% Prop. | 45.0% Max Target Concrete/Masonry Option OvYes @®No Notes: If glazing area exceeds maximum allowed in Table, then calculate adjusted areas on back (over). Building Component Proposed UA Target UA List components by assembly ID & page # | U-factor x Area(A) = UA(UxA) U-factor x Area (A) = UA(U xA) U= Plan ID Storefront Glazing 0.500 352.0 176.0 0.550 403.2 221.8 U= Plan ID Entry Glazing 0.500 51.2 25.6] Glazing% Electric Resist. Other Heating =m |U= Plan ID: 0-30% = 0.40 0.55 = § |U= Plan ID: >30-45% seencteabove 0.45 >O jU= Plan ID: U= Plan ID: oe U= Plan ID: g |U= Plan ID: 0.700 | 2 |U= Plan ID: Glazing % Electric Resist. Other Heating 8 G U= Plan ID: 0-30% 0.6 0.7 ©} O ju= Plan ID: >30-45% see note above 06 3 go |U= Plan ID: USNR 3| 8 |U= Plan ID: O} ¢ |u= Plan ID: 3 U= Plan ID: 0.700 ® 4 JU= Plan ID: 0.100 42.0 4.2 0.600 42.0 25.2 & 8 |U= Plan ID: Electric Resist. Other Heating 0° Ju= Plan ID: ce ee uc OU Qe R= Plan ID: 0.036 9 Fs R= Plan ID: Electric Resist. Other Heating © IR= Plan ID: 0.031 0.036 — » [RE Plan ID: 0.043 3201.0 137.6 0.046 3201.0 147.2 5 9 IR= Plan ID: Electric Resist. Other Heating © {R= Plan ID: cg Ma R= Plan ID Brick Veneer o/Wd 0.062 386.5 24.0 0.062 386.5 24.0 R= Plan ID Lap Siding 0.062 1197.0 714.2 0.062 1197.0 74.2 2 R= Plan ID: +s S |R= Plan ID: Electric Resist. Other Heating S |R= Plan ID: Frame-Wd 0.062 0.062 z R= Plan ID: Frame-Mti 0.062 0.109 R= Plan ID: Wall” = 0.15 0.15 **Note: sum of Target Areas here should equal Target Opaque Wall Area (see back) ++ see mass wall Criteria R= Plan ID: 3 3 R= Plan ID: Electric Resist. Other Heating © |R= Plan ID: Intins 0,062 0.062 Note: if insulated to levels required for opaque walls, list above with opaque walls Extins 0.07 0.07 o. R= Plan ID: 0.056 O & R= Plan ID: Electric Resist. Other Heating g & |R= Plan ID: 0.029 0.056 uu R= Plan ID: ; R= Plan ID Floor 0.730 245.0 178.9 0.540 245.0 432.3 3 @ |R= Plan ID: Electric Resist. Other Heating & @ JR= Plan ID: F=0.54 F=0.54 R= Plan ID: (see Table 13-1 for radiant floor values) *For CMU walls, indicate core insulation material. Totals 5474.7 620.5 Totals 5474.7 624.7 To comply: 1) Proposed Total UA shali not exceed Target Total UA. 2) Proposed Total Area shall equal Target Total Area. 2006 Wa _ gton State Nonresidential Energy Code comple Form Climate Zone 1 ENV-SHGC Revised July 2007 2006 Washi gton State Ni idential Energy Code Compliance Forms Glazing Proposed SHGC Target SHGC List components by assembly ID & page # § SHGC* x Area (A) =SHGC xA SHGC x Area (A) = SHGC xA ID: all glazing 0.510 352.0 179.5 0.450 403.2 181.4 ID: Glazing % Electric Resist. Other Heating c ID: 0-30% 0.4 045 | © ID: >30-45% —_not allowed 0.4 ID: , a lO: *Note: Manufacturer's SC may be used in lieu of | Totals) 352.0 179.5 Totals 403.2 181.4 For compliance: Proposed total SHGC x A shall not exceed Target total SHGC x A rt NOTE: Since 1997 SHGC compliance for vertical and overhead glazing is allowed to be calculated together. Target Area Adjustment Calculations If the total amount of glazing area as a % of gross exterior wall area (calculated on ENV-SUM1) ds the r im all d in Table 13-1, then this calculation must be submitted Use the resulting areas in the Target UA and SHGC calculations above. Proposed Areas: Numbered values are used in calculations below. Roofs over Attics Other Roofs Walls a = OG= VG= 03. Note: Glazing oS ne : OG = overhead glazing Opaque Area 3201.0 1583.5 VG = vertical glazing Gross Exterior Wall Max Glazing Area Maximum Target Area (Table 13-1) Glazing Area [2028.7 ] xy [ 45.08 | +[ 100 | =| 912.9 | e S/S Target OG Area in Roofs over Attics Target OG Area in Other Roofs Max OG Target VG Area rote un Oa the . —_ a r values are | 912.9 | — lesser = 912.9 a % lesser a 403.2 eat belts here ana — 912.9 — 912.9 below. ~ Proposed Opaque Area Proposed OG Area Na Target OG ‘siaatt Target Opaque Area Roofs over Attics + — = Other Roofs 3201.0 + —_ = 3201.0 Proposed Opaque Area Proposed VG Area Target VG Area Target Opaque Area | Walis| [1se3.5 |] 4 [ 403.2. | —[ 403.2 | = [( a5e3.5 | Target Areas OK Note: If there is more than one type of wall, the Target VG Area may be distributed among them, and separate Target Opaque Areas found. If the Target Areas for Opaque Walls listed on the front must equal the total calculated here. Target values in shaded boxes are used in the applicable Target UA calculations on the front. Target VG Area and Total Target OG Area are also used in the applicable Target SHGC calculations above. ton State Nonresidential Enero Building Permit Plans Checklist ENV-CHK 2006 Washington State N oF) ial Energy Code Compliance Forms Revised July 2007 Project Address Sea Breeze Convenience Store Date 5/10/2010 The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Nonresidential Energy Code. Applicability Code Location | Building Department (yes, no, n.a.) Section |Component Information Required on Plans Notes GENERAL REQUIREMENTS (Sections 1301-1314) 1301 Scope Unconditioned spaces identified on plans if allowed yes 1302 Space heat type: Roof Pln Other {Mech sheets n.a. 1310.2 |Semi-heated spaces Semi-heated spaces identified on plans if allowed 1311 Insulation yes 1311.1 |Insul. installation Indicate densities and clearances 1C/A5.1 yes 1311.2 |Roof /ceiling insul. Indicate R-value on roof sections for attics and other roofs; 1C/A5.1 Indicate clearances for attic insulation; Indicate baffles if eave vents installed; Indicate face stapling of faced batts yes 1311.3 [Wall insulation Indicate R-value on wall sections; 1C0/A5.1 Indicate face stapling of faced batts; Indicate above grade exterior insulation is protected; Indicate loose-fill core insulation for masonry walls as necess; Indicate heat capacity of masonry walls if masonry option is used F73; nea 1311.4 |Floor insulation Indicate R-value on floor sections; Indicate substantial contact with surface; Indicate supports not more than 24” o.c.; Indicate that insulation does not block airflow through foundation vents n.a 1311.5 |Slab-on-grade floor Indicate R-value on wall section or foundation detail; Indicate slab insulation extends down vertically 24" from top; Indicate above grade exterior insulation is na 1311.6 |Radiant floor Indicate R-value on wall section or foundation detail; Indicate slab insulation extends down vertically 36" from the top; Indicate above grade exterior insulation is protected; Indicate insulation also under entire slab where req'd. by Official yes 1312 Glazing and doors Provide calculation of glazing area (including both vertical SOUTH vertical and overhead) as percent of gross wall area ELEV yes 1312.1 U-factors Indicate glazing and door U-factors on glazing and door schedule (provide area-weighted calculations as necessary); Indicate if values are NFRC or default, if values are default then specify frame type, glazing layers, gapwidth, low-e coatings, gas fillings yes 1312.2 |SHGC &SC Indicate glazing solar heat gain coefficient or shading SOUTH coefficient on glazing schedule (provide area-weighted ELEV calculations as necessary) 1313 Moisture control yes 1313.1 |Vapor retarders Indicate vapor retarders on warm side 1C/A5.1 nea 1313.2 |Rooficeiling vap.ret. Indicate vapor retarder on roof section; Indicate vap. retard. with sealed seams for non-wood struc. yes 1313.3 |Wall vapor retarder Indicate vapor retarder on wall section 1C/A5.1 yes 1313.4 | Floor vapor retarder Indicate vapor retarder on floor section 1C/A5.1 nea 1313.5 |Crawl space vap. ret. Indicate six mil black polyethylene overlapped 12" on ground 1314 Air leakage yes 1314.1 | Bldg. envel. sealing Indicate sealing, caulking, gasketing, and weatherstripping yes 1314.2 |Glazing/door sealing Indicate weatherstripping yes 1314.3 |Assemb. as ducts Indicate sealing, caulking and gasketing n.a 1314.4 |Recessed Lighting Fixturqindicate IC rating, ASTM E283 certification, and gasketing or caulking |te ceiling PRESCRIPTIVE/COMPONENT PERFORMANCE (Sections 1320-23 or 1330-34) Envelope Sum. Form = |Completed and attached. Provide component performance worksheet if necessary If "no" is shown for any question, provide explanation: 2006 wild. ton State Nonresidential Enera Building Permit Plans Checklist ENV-CHK 2006 Washington State Nonresidential Energy Code Compliance Forms Envelope - General Requirement 1311 Insulation 1311.1 Installation Requirements: All insulation materials shall be installed according to the manufacturer's instructions to achieve proper densities, maintain clearances and maintain uniform R-values. To the maximum extent possible, insulation shall extend over the full component area to the intended R-value. 1311.2 Roof/Ceiling Insulation: Open-blown or poured loose-fill insulation may be used in attic spaces where the slope of the ceiling is not more than 3/12 and there is at least 30 inches of clear distance from the top of the bottom chord of the truss or ceiling joist to the underside of the sheathing at the roof ridge. When eave vents are installed, baffling of the vent openings shall be provided so as to deflect the incoming air above the surface of the insulation. Where lighting fixtures are recessed into a suspended or exposed grid ceiling, the roof/ceiling assembly shall be insulated in a location other than directly on the suspended ceiling. EXCEPTION: Type IC rated recessed lighting fixtures. Where installed in wood framing, faced batt insulation shall be face stapled. 1311.3 Wall Insulation: Exterior wall cavities isolated during framing shall be fully insulated to the levels of the surrounding walls. When installed in wood framing, faced batt insulation shall be face stapled. Above grade exterior insulation shall be protected. 1311.4 Floor Insulation: Floor insulation shall be installed in a permanent manner in substantial contact with the surface being insulated. Insulation supports shall be installed so spacing is not more than 24 inches on center. Installed insulation shall not block the airflow through foundation vents. 1311.5 Slab-On-Grade Floor: Slab-on-grade insulation installed inside the foundation wall shall extend downward from the top of the slab a minimum distance of 24 inches or to the top of the footing, whichever is less. Insulation installed outside the foundation shall extend downward a minimum of 24 inches or to the frost line, whichever is greater. Above grade insulation shall be protected. EXCEPTION: For monolithic slabs, the insulation shall extend downward from the top of the slab to the bottom of the footing. 1311.6 Radiant Floors (on or below grade): Slab-on- grade insulation shall extend downward from the top of the slab a minimum distance of 36 inches or downward to the top of the footing and horizontal for an aggregate of not less than 36 inches. If required by the building official where soil conditions warrant such insulation, the entire area of a radiant floor shall be thermally isolated from the soil. Where a soil gas control system is provided below the radiant floor, which results in increased convective flow below the radiant floor, the radiant floor shall be thermally isolated from the sub- floor gravel layer. 1312 Glazing and Doors 1312.1 Standard Procedure for Determination of Glazing and Door U-Factors: U-factors for glazing and doors shall be determined, certified and labeled in accordance with Standard RS-31 by a certified independent agency licensed by the National Fenestration Rating Council (NFRC). Compliance shall be based on the Residential or the Nonresidential Model Size. Product samples used for U- factor determinations shall be production line units or representative of units as purchased by the consumer or contractor. Unlabeled glazing and doors shall be assigned the default U-factor in Table 10-6. 1312.2 Solar Heat Gain Coefficient and Shading Coefficient: Solar Heat Gain Coefficient (SHGC), shall be determined, certified and labeled in accordance with the National Fenestration Rating Council (NFRC) Standard by a certified, independent agency, licensed by the NFRC. EXCEPTION: Shading coefficients (SC) shall be an acceptable alternate for compliance with solar heat gain coefficient requirements. Shading coefficients for glazing shall be taken from Chapter 31 of Standard RS-1 or from the manufacturer's test data. 1313 Moisture Control 1313.1 Vapor Retarders: Vapor retarders shall be installed on the warm side (in winter) of insulation as required by this section. EXCEPTION: Vapor retarder installed with not more than 1/3 of the nominal R-value between it and the conditioned space. 1313.2 Roof/Ceiling Assemblies: Roof/ceiling assemblies where the ventilation space above the insulation is less than an average of 12 inches shall be provided with a vapor retarder. (For enclosed attics and enclosed rafter spaces, see Section 1203.2 of the International Building Code.) Roof/ceiling assemblies without a vented airspace, allowed only where neither the roof deck nor the roof structure are made of wood, shall provide a continuous vapor retarder with taped seams. EXCEPTION: Vapor retarders need not be provided where all of the insulation is installed between the roof membrane and the structural roof deck. 1313.3 Walls: Walls separating conditioned space from unconditioned space shall be provided with a vapor retarder. 1313.4 Floors: Floors separating conditioned space from unconditioned space shall be provided with a vapor retarder. 1313.5 Crawlspaces: A ground cover of six mil (0.006 inch thick) black polyethylene or approved equal shall be laid over the ground within crawlspaces. The ground cover shall be overlapped 12 inches minimum at the joints and shall extend to the foundation wall. EXCEPTION: The ground cover may be omitted in craw spaces if the crawspace has a concrete slab floor with a minimum thickness of 3-1/2 inches. 1314 Air Leakage 1314.1 Building Envelope: The requirements of this section shall apply to building elements separating conditioned from unconditioned spaces. Exterior joints around windows and door frames, openings between walls and foundation, between walls and roof and wall panels; openings at penetrations of utility services through walls, floors and roofs; and all other openings in the building envelope shall be sealed, caulked, gasketed or weatherstripped to limit air leakage. 1314.2 Glazing and Doors: Doors and operable glazing separating conditioned from unconditioned space shall be weatherstripped. Fixed windows shall be tight fitting with glass retained by stops with sealant or caulking all around. EXCEPTION: Openings that are required to be fire resistant. 1314.3 Building Assemblies Used as Ducts or Plenums: Building assemblies used as ducts or plenums shall be sealed, caulked and gasketed to limit air leakage. 1314.4 Recessed Lighting Fixtures: When installed in the building envelope, recessed lighting fixtures shall by Type IC rated, and certified under ASTM E283 to have no more than 2.0 cfm air movement from the conditioned space to the ceiling cavity. The lighting fixture shall be tested at 75 Pascals or 1.57 Ibs/ft' pressure difference and have a label attached, showing compliance with this test method. Recessed lighting fixtures shall be installed with a gasket or caulk between the fixture and ceiling to prevent air leakage. agton State Nonresidential Energy Code Comp Interior Lighting Summary 2006 Washington State Nonresidential Energy Code Compliance Forms LTG-INT Revised July 2007 Project Info Project Address Sea Breeze Store Date 4/9/2010 1408 W Sims Way For Building Department Use Port Townsend, WA 98368 Applicant Name: Loggia Group PLLC Applicant Address: 3800A Bridgeport Way W#2 Applicant Phone: university Place, Wa 98466 Project Description New Building [] Addition ( Alteration — [[] Plans Included Refer to WSEC Section 1513 for controls and commissioning requirements. Compliance Option O Prescriptive @ Lighting Power Allowance O Systems Analysis (See Qualification Checklist (over). Indicate Prescriptive & LPA spaces clearly on plans.) Alteration Exceptions (check appropriate box - sec. 1132.3) [[] No changes are being made to the lighting Cl Less than 60% of the fixtures new, installed wattage not increased, & space use not changed. Maximum Allowed Lighting Wattage Location Allowed (floor/room no.) Occupancy Description Watts per ft? ** Area in ft? Allowed x Area Retail Retail sales, toilet rooms, office 1.50 2409.0 3613.5 Storage West Store Room 0.50 329.0 164.5 Equipment Car Wash Equipment Room 0.50 90.0 45.0 ** From Table 15-1 (over) - document all exceptions on form LTG-LPA Total Allowed Watts 3823.0 Proposed Lighting Wattage Location Number of Watts/ Watts (floor/room no.) Fixture Description Fixtures Fixture Proposed Retail 3 lamp 2x4 troffers "A" 20 117.0 2340.0 2 lamp 2x4 troffers "B" 78.0 312.0 Storeroom 2 lamp 2x4 troffers "B" 78.0 312.0 Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts 2964.0 Notes: 1. For proposed Fixture Description, indicate fixture type, lamp type (e.g. T-8), number of lamps in the fixture, and ballast type (if included). For track lighting, list the length of the track (in feet) in addition to the fixture, lamp, and ballast information. 2. For proposed Watts/Fixture, use manufacturer's listed maximum input wattage of the fixture (not simply the lamp wattage) and other criteria as specified in Section 1530. For hard-wired ballasts only, the default table in the NREC Technical Reference Manual may also be used. For track lighting, list the greater of actual luminaire wattage or length of track multiplied by 50, or as applicable, the wattage of current limiting devices or of the transformer. 3. List all fixtures. For exempt lighting, note section and exception number, and leave Watts/Fixture blank. 2006 W Exterior Lighting Summary gton State Nonresidential Energy Code Com, e Form LTG-EXT 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Project Info Proj Address sea Breeze Store ai 4/9/2010 1408 W Sims Way For Building Department Use Port Townsend, WA 98368 Name: Loggia Group PLLC Appl. Name: 3g00A Bridgeport Way W#2 Appl. Phone university Place, Wa 98466 Project Description CO) New [1 Addition Alteration Plans Included Indicate controls (Sections 1513) including commissioning requirements on plans. Compliance Option @ Lighting Power Allowance O systems Analysis Building Grounds (1 Efficacy > 60 lumens/W [1 Controlled by motion Sensor (luminaires > 100 Watts) oO Exemption (list) Alteration Exceptions [I No changes are being made to the lighting (check appropriate bax - sec. 1132.3) O Less than 60% of the fixtures new, installed wattage not increased, & space use not_changed. Tradable Maximum Allowed Lighting Wattage Allowed Watts | Area (ft”), perimeter | Allowed Watts Tradable Locations Description per ft or per If (If) or # of items x ft? (or x If) Uncovered Parking and drives |paved parking areas & carwash asles 0.15 Wift2 16520.0 2478.0 Main Entry 30 W/LF of door widt 6.0 180.0 Open Sales Plaza area 0.5 WAt2 1611.0 805.5 Canopies and Overhangs 1.25 W/ft2 805.7 1007.1 : 805.7 Other Entries 20 WILF of door widt! 20.0 400.0 Total Allowed Watts 4870.6 Use mfgr listed maximum input wattage. For fixtures with hard-wired ballasts only, the Tradable Proposed Lighting Wattage default table in the NREC Technical Reference Manual may also be used. Number of Watts/ Watts Location Fixture Description Fixtures Fixture Proposed Parking lots & drives LED Crossover XAS-3-LED-63-CW-UE on 20' pole 4 135.0 540.0 Canopy Soffit Lights XPG-S-LED-50-CW SURFACE OR PENDANT 1:3 70.0 910.0 WALL AREA LIGHT XAS-3-LED-63-CW-UE 4 70.0 280.0 Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts 1730.0 Non-Tradable Maximum Allowed Lighting Wattage Allowed Watts | Area (ft”), perimeter | Allowed Watts Non-Tradable Locations Description per ft? or per If (If) or # of items x ft? (or x If) Non-Tradable Proposed Lighting Wattage Number of Watts/ Watts Location Fixture Description Fixtures Fixture Proposed Proposed Watts may not exceed Allowed Watts for Category Mechanical Su mmary gton State Nonresidential Energy Code Comp MECH-SUM 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Project Info Project Address Sea Breeze Convenience Store Date 3/30/2010 1408 W Sims Way For Building Dept. Use Port Townsend, WA 98368 Applicant Name: 4 - Fill out this line on PRJ-SUM Applicant Address: 5 - rill out this line on PRJ-SUM Applicant Phone: 6 - Fill out this line on PRJ-SUM Project Description | 7- 270 Trae feckastd MP Sys Fews w/7h Briefly describe mechanical system type and features. Exhaust Faves Jae Pest rons . Duct 10% TAVU Trussed , Znsu le Ad Poof C] Includes Plans Include documentation requiring compliance with commissioning requirements, Section 1416. . % Simple System Complex System O Systems Analysis Compliance Option eas 0 — ; (See Decision Flowchart (over) for qualifications. Use separate MECH-SUM for simple & complex systems.) Equipment Schedules | The following information is required to be incorporated with the mechanical equipment schedules on the plans. For projects without plans, fill in the required information below. OM M-2 Cooling Equipment Schedule Equip. Capacity” OSA CFM SEER ID Brand Name’ Model No." Btu/h Total CFM | or Econo? or EER IPLV? Location Heating Equipment Schedule Equip. Capacity” OSA cfm ID Brand Name’ Model No.’ Btu/h Total CFM | orEcono? | Input Btuh | Output Btuh | Efficiency’ Fan Equipment Schedule Equip. | ID Brand Name’ Model No.’ CFM sp" HP/BHP | Flow Control® Location of Service ‘if available. 2 As tested according to Table 14-1A through 14-1G. *Ifrequired. | * COP, HSPF, Combustion Efficiency, or AFUE, as applicable. ° Flow control types: variable air volume(VAV), constant volume (CV), or variable speed (VS). Mechanical Permit Plans Checklist 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 MECH-CHK Project Address Sea Breeze Convenience Store Date 3/30/2010 The following information is necessary to check a mechanical permit application for compliance with the mechanical requirements in the Washington State Nonresidential Energy Code. Applicability Code Location | Building Department (yes, no, n.a.) | Section {Component Information Required on Plans Notes HVAC REQUIREMENTS (Sections 1401-1424) 1411 |Equipment performance Ye. SF 1411.4 |Pkg. elec. htg.& clg. {List heat pumps on schedule N- / yes 1411.1 |Minimum efficiency {Equipment schedule with type, capacity, efficiency M-! No 1411.1 |Combustion htg. Indicate intermittent ignition, flue/draft damper & jacket loss | H/ 1412 |HVAC controls yrs 1412.1 |Temperature zones Indicate locations on plans A-! Yes 1412.2 |Deadband control Indicate 5 degree deadband minimum A - / MA 1412.3 |Humidity control Indicate humidistat yes 1412.4 Automatic setback |Iindicate thermostat with night setback and 7 diff. day types Nte- | P A 1412.4.1 |Dampers Indicate damper location and auto. controls & max. leakage 4 A 1412.4.2 |Optimum Start Indicate optimum start controls Ye 34 1412.5 |Heat pump contro! {Indicate microprocessor on thermostat schedule M-/ Pk 1412.6 {Combustion htg. Indicate modulating or staged contro! VE. Ss 1412.7 {Balancing Indicate balancing features on plans M- / a A 1412.8 {Ventilation Control |Indicate demand control ventilation for high-occupancy areas VA 1422 |Thermostat interlock |Indicate thermostat interlock on plans és 1423 |Economizers Equipment schedule M-/ 7 1413 |Air economizers yts 1413.1 [Air Econo Operation |!ndicate 100% capability on schedule M- { MA 1413.1 |Wtr Econo Operation jindicate 100% capacity at 45 degF db & 40 deg F wb 1413.2 |Water Econo Doc Indicate clg load & water econoe & clg tower performance 1413.3 {Integrated operation |Indicate capability for partial cooling Vv 1413.4 |Humidification indicate direct evap or fog atomization w/ air economizer 1414 |Ducting systems rAd A 1414.1 |Duct sealing Indicate sealing necessary y e¢ 1414.2 {Duct insulation Indicate R-value of insulation on duct A ” / KM A 1415.1 |Piping insulation Indicate R-value of insulation on piping 7416 [Completion Requirements T VES 1416.2.1 {Commissioning Provide commissioning plan NA | 1416.2.2-3)Sys.Bal & Func. Test |indicate air and water system balancing & functional testing y es 1416.2.4 {Commissioning Indicate O&M manuais, record drawings, staff training yes 1416.2.5 |}Comm. Report Indicate requirements for prelim. & final commissioning report Ves 1434 |Separate air sys. Indicate separate systems on plans M- / Mechanical ompleted and attached. Equipment schedule with types, Summary Form [SERVICE WATER HEATING AND HEATED POOLS (Sections 1440-1454) input/output, efficiency, cfm, hp, economizer AA 1440 | Service water htg. 1441 Elec. water heater Indicate R-10 insulation under tank 1442 |Shut-off controls Indicate automatic shut-off 1443‘ |Pipe Insulation Indicate R-value of insulation on piping 1452 |Heat Pump COP Indicate minimum COP of 4.0 1452 |Heater Efficiency Indicate pool heater efficiency 1453 |Pool heater controls |Indicate switch and 65 degree control ‘ 1454 {Pool covers Indicate vapor retardant cover 1454 jPools 90+ degrees {indicate R-12 pool cover no’ is circled for any question, provide explanation: 2006 Wasbington State Nonresidential Energy Code Compliance Form Mechanical Summa. , (back) MECH-SUM System Description If Heating/Cooling ve Constant vol? [Xf Air cooled? See Section 1421 for full description of }or Cooling Only: Qf Packaged sys? [_] <20,000 Btuh? Simple System qualifications. [_] Split system? [Sf Economizer included? IfHeating Only: = [~] <5000 cfm? —_[_] <70% outside air? Decision Flowchart Use this flowchart to determine if project qualifies for Simple System Option. If not, either the Complex System or Systems Analysis Options must be used. System Type Heating/Cooling , ~~ Air Cooled, or Cooling Only — ie nies Vol? No fen ( Reference Heating Only =| Section 1421 | Yes ZN <5000 SP, T No A Econo or SOS eae ncluded? i Nom ace to Yes utdoo: Y N\ Yes 1 { Reference | Section 1423 Simple System Allowed v ction 1420 hand ) Use Complex Systems (section 1430) Refer to MECH-COMP Mechanical Complex Systems for assistance in determining which Complex Complex Systems Systems requirements are applicable to this project. City of Port Townsend Development Services Department 250 Madison Street, Suite 3 Port Townsend WA 98368 (360) 344-3057 FAX (360) 344-4619 April 15, 2011 To whom it may concern, This letter is in reference to the Seabreeze / convenience store (BLD10-102), located at 1408 Sims Way, Port Townsend, WA. This permit has been granted an extension that will keep the permit active until September 24, 2011. If there are any questions in this matter, I can be reached at 360-379-5058. Sincerely, Fred Slota Building Official Fred Slota From: David Sather [davidsather@olympus.net] Sent: Wednesday, March 02, 2011 11:49 AM To: Fred Slota Subject: FW: Permit#BLD10-10-102 Seabreeze Fred, just following up on the e mail below. Has the permit extension be approved??? From: David Sather [mailto:davidsather@olympus.net] Sent: Tuesday, February 08, 2011 12:10 PM To: 'fslota@cityofpt.us' Subject: Permit#BLD10-10-102 Seabreeze Fred: We hereby request a 6 month extension to the above listed permit due to financing issues. We appreciate your cooperation in this matter. Thank you. David Sather President Pacific Environmental Services Company ———__ Voice: 360-385-4221 a | ° - Fax: 360-379-9395 a" OO ty lethend p erent “ov | e mail: davidsather@olympus.net 5 ’ ll rs sy Six Months / expirecdion ale \ move To 9/94/2011 o ——e_ Fdlrt a) DD . BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD10-102 Permit Type Commercial - New Project Name — Convenience Store & Car Wash Site Address 1408 SIMS WAY Parcel # 948322301 Project Description Sea Breeze Shell Convenience Store & Car Wash Names Associated with this Project License Type Name Contact Phone # Type License # Exp Date Applicant Sea Breeze Shell Owner Nagra Inc Wa Corp Representative Stafford Morry Representative Wehmhoefer Al (253) 606-7809 Contractor Pacific Environmental Q- CITY 000828 12/31/2010 Contractor Pacific Environmental Q- STATE PACIFES103BI 09/16/2011 Fee Information Project Details Project Valuation $800,000.00 Entered Bid Valuation 800,000 DOLL Bin Repel 3,028.19 Units: Heat Type: HEAT PUMP PLAN REVIEW DEPOSIT 150 150.00 Bedrooms: Construction Type: V - B PLAN REVIEW REFUND 150 -150.00 Bathrooms: Occupancy Type: B/M State Building Code Council Fee 4.50 Technology Fee for Building Permit 93.18 Building Permit Fee 4,658.75 Record Retention Fee for Building 10.00 Permit Site Address Fee 3.00 Total Fees $ 7,797.62 *#% 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 Al. WA E [i [4 Oo FFE/ . Date Issued: 09/24/2010 Issued By: MWAY signa eh in hgeZes Date 9- € f/f & Date Expires: 03/23/2011 4 BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD10-102 Permit Type Commercial - New Project Name Convenience Store & Car Wash Site Address 1408 SIMS WAY Parcel # 948322301 Project Description Sea Breeze Shell Convenience Store & Car Wash Conditions 1. Property corner survey pins must be located at time of footing inspection to verify setbacks. 2. Special Inspection required for high strength concrete and placement of reinforcing steel. Special Inspection reports shall be copied to the Building Department. 3. Special Inspection required for field welding of structural steel. Special Inspection reports shall be copied to the Building Department. 4. Special Inspection required for shear walls and holdowns. Special Inspection reports shall be copied to the Building Department. 5. Special Inspection required for epoxy grouting. Special Inspection reports shall be copied to the Building Department. 6. Suppression system for Type | hood will require a separate permit. 7. Light poles are limited to 17 feet in height. 8. Prior to framing inspection, a Final Landscaping and Tree Conservation plan must be submitted to DSD for review and approval. Said plan must include provisions for on-site and on-street irrigation of all landscaping (not hand watering). Tree Conservation calculations must be provided on the plan that demonstrate conformance with the PTMC 19.06. Please contact John McDonagh (344-3070) for additional comments and/or revisions to the preliminary plan previously submitted. 9. Priot to framing inspection, a scaled elevation drawing of the proposed garbage/recycling enclosure shall be provided to DSD for review and approval. Said approval must be obtained prior to installation. 10. Ifan on-site vacuum station is requested during construction, further review by DSD is required prior to installation. The applicant shall demonstrate, through an acoustical engineering report, that all applicable noise attenuation measures of state and local law are met by any vacuum installation. 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. Date Issued: 09/24/2010 Issued By: MWAY Signature Date Date Expires: 03/23/2011 Print Name BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD10-102 Permit Type Commercial - New Project Name —_ Convenience Store & Car Wash Site Address 1408 SIMS WAY Parcel # 948322301 Project Description Sea Breeze Shell Convenience Store & Car Wash Conditions 11. A separate sign permit is is required for any project signage that is ultimately sought. 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: 09/24/2010 Issued By: MWAY Date Expires: 03/23/2011 Signature Date CITY OF PORT TOWNSEND DSD Development Services 250 Madison Street, Suite 3 Port Townsend WA 98368 Phone: 360-379-5095 Fax: 360-344-4619 www.cityofpt.us Commercial Building Permit Application Proiect Address & Zonina District: Legal Description (or Tax #): e Onl 1408 Sims Way, Cl Addition: Pemit Block: 75% +26% # BQd10-4 Parcel # 948322301 Letts} ociated Permits: Eoe— 006 Project Description: Replace Convenience Store > Applications accepted by mail must include a check for initial plan review fee of $150 > See the “Commercial Building Permit Application Checklist’ for details on plan submittal requirements. a : etek Owner: Nagra Inc. Address: [Yo 9/M¢ city/suzip. for¢ Town “en Phone: 3Gg - 11Y- 2439 Email: Lender Information: Lender information must be provided for projects over $5,000 in valuation per RCW 19.27.095. Name: Project Valuation: $ 99 241 | Contact/Representative: Name: AWU7 CK Se TING ~ A\Wehmnhod Address: £9, TX 73) ony CitystZip__PuYAceof Ww 837% Phone: 2 53 ~ buv- 7 %04 4ST “Email: Nowy Stothor dA 2593.56. Contractor: ; Name: Pacific Environmental Address: 8585 Hwy 20 City/St/zip:_ Port Townsend, WA 98368 Phone: 300-385-4221 Email: davidsather@olympus.net State License #: PACIFES103BR Exp 9/16/11 City Business License #: 000828 Construction Type: VB (NR) Occupancy Rating:M, B, non separated uses Building Information (square feet): 1" floor 3,996 SF Restrooms: 117 SF 2% floor O Decks): 3% floor 9 Storage: 838 SF Basement:_0_ Is it finished? Yes No Other. CARWASH 609 SF New 0 Addition Remadel/Repair 0 Change of Use 0 Total Lct Coverage (Building Footprint): Square teet_ 7,533 sf_ %__ 25.5% Impervious Surface: lot area: 29,539 SF Square feet:_ 26,597 | hereby certify that the information provided is correct, that | am either the owner or authorized tc 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. Print Name: 0, Mons Ste flees signature wae Lalas J Date: q/ ll | [2 Parcel Details ’ Page | of 2 j Jefferson County Home County Info * Departments Search ee Parcel Number: 948322301 [ SEARCH Parcel Number: 948322301 Printer Friendly Owner Mailing Address: NAGRA INC WA CORP oa esearch DBA SEABREEZE SHELL im) © TRY 1408 W SIMS WAY 7} | | | | || PORT TOWNSEND WA983683062 | | | Site Address: | _ — _| i po _ Section: 10 School District: Port Townsend (50) Qtr Section: SW1/4 Fire Dist: Port Townsend (8) Township: 30N Tax Status: Taxable Range: 1W Tax Code: 100 Planning area: Port Townsend (1) Sub Division: EISENBEIS ADDITION Assessor's Land Use Code: 5360 - CONVENIENCE MARTS (gas, groceries & fast food) Property Description: EISENBEIS ADDITION | BLKS 250 & 263(TAX 37) | | | Click on photo for larger image. Permit Data NSS A/V, Sales Info Map Parcel Plats & Surveys HOME Best viewed with Microsoft Internet Explorer 6.0 or later & Windows - Mac http://www.co.jefferson.wa.us/assessors/parcel/parceldetail.asp 5/11/2010 Receipt Number: BLD10-102 948322301 Plan Review Fee $3,028.19 $3,028.19 $0.00 BLD10-102 948322301 PLAN REVIEW REFUND 150 -$150.00 -$150.00 $0.00 BLD10-102 948322301 State Building Code Council Fee $4.50 $4.50 $0.00 BLD10-102 948322301 Technology Fee for Building Permit $93.18 $93.18 $0.00 BLD10-102 948322301 Building Permit Fee $4,658.75 $4,658.75 $0.00 BLD10-102 948322301 Record Retention Fee for Building Per $10.00 $10.00 $0.00 BLD10-102 948322301 Site Address Fee $3.00 $3.00 $0.00 Total: $7,647.62 10-0449 05/11/2010 PLAN REVIEW DEPOSIT 150 $150.00 BLD10-102 CHECK —«°2043” «$7,647.62 Total: $7,647.62 genpmtrreceipts Page 1 of 1 City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Invoice Date: 22-SEP-10 Invoice # 1563 SEA BREEZE SHELL Application No BLD10-102 Project: Convenience Store & Car Wash Application Type Commercial - New Parcel # 948322301 Subdivision: EISENBEIS ADDITION Block/Lot Site Address: 1408 SIMS WAY Description Fee Amount Paid/Credit Plan Review Fee $3028.19 $0.00 PLAN REVIEW DEPOSIT 150 $150.00 $150.00 PLAN REVIEW REFUND 150 -$150.00 $0.00 State Building Code Council Fee $4.50 $0.00 Technology Fee for Building Permit $93.18 $0.00 Building Permit Fee $4658.75 $0.00 Record Retention Fee for Building Permit $10.00 $0.00 Site Address Fee $3.00 $0.00 Total Fee Apfount: Balance Due $3028.19 $0.00 at 1641: (2 $93.18 $4658.75 $10.00 $3.00 $7797.62 $150.00 $7647.62 W4 TEL 2762.8 —$ //Yo./ZL Page 1 Receipt Number: BLD10-102 948322301 PLAN REVIEW DEPOSIT 150 $150.00 $150.00 $0.00 Total: $150.00 CHECK 2033 $ 150.00 Total: $150.00 genpmtrreceipts Page 1 of 1 City of Port Townsend Department of finance 250 Madison St. Port Townsend, WA 98368 FEATHER ERAPA DEES EA EERE ET EP ER RE EE REE Date 06/21/2012 Time 15:38 Receipt No. $0212156 CR 9,480.00 601-G00-239~ 100-00 REFUNDABELE DEPOSITS 3,480.00 Total 9, 45U.00 Cash 0,00 Other 4 480.00 Change fue 9,00 NAGKA, INC SESBREEZE SHELL Customer #: OG00Q0 CHTY SET ASIDE AGREEMENT REFUNDABLE DEPUSTT Cashier: antoinettea Station: PC4691 VA BUD le - loz hve 09 - 009 SBFIC -009 AGREEMENT City Set Aside Agreement (City of Port Townsend — NAGRA, Inc. , Applicant) NAGRA, Inc. (“Applicant”) and City of Port Townsend (“City”) enter this Agreement dated e { G , 2012, and agree as follows: I. RECITALS A. In connection with Applicant’s Project under City Permit Nos. SDP10-009, BLD10-102 and LUP09-009 (“Permits”), City requires a security guarantee before the issuance of the permit, and/or certain improvements remain to be completed before the City can give temporary occupancy approval under the Permit, and/or security is required for warranty. B. The terms governing the security are set forth in a Performance Guarantee attached to this Agreement. Il. AGREEMENT In consideration of their mutual promises, and for good and valuable other consideration, the receipt and sufficiency of which is acknowledged, the parties agree as follows: 1. Deposit of Security Amount. Applicant agrees to deposit the security amount of $ 9,480 with the City, subject to the terms of the Performance Guarantee attached to this Agreement. Any interest on funds deposited belongs to the City. 2. Entire Agreement. This Agreement contains the entire understanding of the parties on the subject matter of this Agreement, and the Agreement may not be modified except by a writing signed by all parties. CITY OF PORT TOWNSEND Approved as to form: By: : Cee John Watts, City Attorney David Timmons, City Manager Date: hh -~Ra-]> appLicant Ap der” S /bos re Date: 18/12. 1 City Set Aside Agreement (Revised 09 03 09) Ww CITY OF PORT TOWNSEND ON-SITE AND RIGHT-OF-WAY IMPROVEMENTS PERFORMANCE GUARANTEE DATE POSTED: PROJECT COMPLETION DATE: Owner/Developer/Contractor: NAGRA, Inc. Project Address: 1408 Sims Way (SR 20), Pt. Townsend, WA_ 98368 Permit Number: SDP10-009, BLD10-102 and LUP09-009 KNOW ALL PERSONS BY THESE PRESENTS: That we, NAGRA, Inc., (hereinafter called the “Principal’’), are held and firmly bound unto the City of Port Townsend, Washington, in the sum of nine thousand four hundred eighty dollars ($9,480) lawful money of the United States of America, for the payment of which sum we and each of us bind ourselves, our heirs, executors, administrators, successors and assigns, jointly and severally, by these presents. THE CONDITIONS of the above obligation are such that: WHEREAS, the above named Principal has been granted a Street Development Permit by the City under Permit No. SDP10-009 for completion of certain improvements along Sims Way (SR 20), Sherman and /or Hendricks Streets within the City. The above named Principal has also been granted a Commercial Design Review approval by the City under Permit No. LUP09-009 and a building permit under BLD10-102. These permits are all associated with Principal’s construction of a new convenience store and car wash; WHEREAS, the permits granted by the City require the Principal to perform certain on-site and/or street right-of-way improvements towards completion and fulfillment of the referenced permits; WHEREAS, the approvals granted by the City require that certain improvements are to be made or constructed prior to being allowed to occupy and operate the new convenience store and car wash; and WHEREAS, because the Principal desires to occupy and operate the new convenience store and car wash in advance of completion of all the required on-site and street right-of-way improvements, the City requires a financial security to guarantee that the costs of the Principal’s repair or installation of the street or on-site improvements, or the protection of private and public property and the public safety will be ensured; NOW, THEREFORE, it is understood and agreed that this obligation shall continue in effect until released in writing by the City of Port Townsend, but only after the Principal has preformed and satisfied the following conditions: A. Conditions. 1 of 4 Performance Guarantee (06 12 012 A. Conditions. 1. The improvements to be constructed by the Principal include completion of those improvements shown on the approved plans on file under SDP10-009, BLD10-102 and LUP09-009. Said improvements include but are not limited to asphalt paving, concrete work, painting, lighting, landscaping and public directional signage in accordance with the approved plans. Improvements also include Principal providing as-built plans of the completed project to the City in accordance with municipal code together with all applicable conveyance forms. The Principal must construct the improvements to conform to the design, location, materials and other specifications for the indicated site improvements, as required by the City in the approved Street and Utility Development Permit and the approved Commercial Design Review Permit. In addition, the Principal must construct the improvements according to the applicable ordinances and Engineering Design Standards of the City and/or state statutes, as the same now exist or are hereafter amended. During the construction period, the Principal shall ensure that all necessary precautions are taken in order to protect the public and private property and the public safety, as directed by the Public Works Director for use and occupation of public rights-of-way. The Principal must have completed all improvements required by the above- referenced conditions, plans and City files by June 20, 2013, unless an extension is granted by the City through a written request submitted to the City prior to the June 20, 2013 expiration date. The Principal must have paid all sums owing to laborers, contractors, mechanics, subcontractors, materialmen and suppliers or others as a result of such work for which a lien against any City property has arisen or may arise. The Principal must obtain acceptance by the City of the work completed on or before thirty (30) days after the completion date set forth in subsection 3 above. Default. In the event the Principal fails to complete all of the above referenced improvements within the time period specified by the City, then the City, its employees and agents shall have the right at the City’s sole discretion to enter said property described above for the purpose of completing the improvements. This provision shall not be construed as creating an obligation on the part of the City or its representatives to complete such improvements. Corrections. Any corrections required by the City shall be commenced within seven (7) days of notification by the City and completed within thirty (30) days of the date of notification. If the work is not preformed in a timely manner, the City shall have the 2 of 4 Performance Guarantee (06 12 012 right, without recourse to legal action, to take such action under this guarantee as described in Section B above. Extensions and Changes. No changes, extension of time, alteration or addition to the work to be preformed by the Principal shall affect the obligation of the Principal in this guarantee, unless the City specifically agrees, in writing, to such alteration, addition extension or change. The Principal waives notice of any such change, extension, alteration or addition thereunder. Enforcement. It is specifically agreed by and between the parties that in the event any legal action must be taken to enforce the provisions of this guarantee, the prevailing party shall be entitled to collect its costs and reasonable attorneys’ fees as a part of the reasonable costs of securing the obligation hereunder. In the event of settlement or resolution of these issues prior to filing of any suit, the actual cost incurred by the City, including reasonable attorneys’ fees, shall be recoverable by the prevailing party, not only from the proceeds of this guarantee, but also over and above said guarantee as part of any recovery (including recovery on the guarantee) in any judicial proceeding. The Principal hereby agrees that any legal action taken with regard to this Agreement shall be heard in Jefferson County Superior Court. DATED this (¢7day of JUNE, 2012. OWNER/DEVELOPER/CONTRACTOR (Signatyre,mu br notarized) By: lay tor 5:NZo4 Its Apé oe PrintName: JASON AJAG6AA Business Name: SEA Pleezte Maser Business Address: (40 8 Jims “ta/ City/State/Zip Code: pdt “fo w wsend, LUA og WE Telephone Number: 2¢¢ -3835~ o44s CITY ae al Date: bb -22-(xX Cy WW ear ~ City of Port Townsend 250 Madison Ave. Port Townsend, WA 98368 (360) 379-5047 APPROVED AS TO FORM: -c.\ Office of the City Attorney 3 of 4 Performance Guarantee (06 12 012 STATE OF WASHIGNTON _ ) ) COUNTY OF JEFFERSON __) I certify that I know or have satisfactory evidence that SON \AGEA- is the person who appeared before me, and said person acknowledged as the MAGE of Sa bce S WAGE that (he/she) si gned this instrument, on oath stated that (he/she) was authorized to execute the instrument and acknowledged it to be (his/her) free and voluntary act for the uses and purposes mentioned in the instrument. Dated: D/A | ce Mal UNIT, ore, p/AeNEe- \)) oe %fe 4 ‘4, Se Ze oY Os ? § oT AR Sets (print or type naie)/ se: . De NOTARY PUBLIC in and for the = 3 Jani12013 :_: State of Washington, residing Eat ied a POT TW, PE eo? UBLIO “AS My Commission expires: Q\- \|A7 Oeste ", s “uF Sh » “tani 4 o0f4 Performance Guarantee (06 12 012 © HARLAND NA G R A IN C SE A B R E E Z E SH E L L 14 0 8 SI M S WA Y PO R T TO W N S E N D , WA 98 3 6 8 C i h y a e [ e k Pa y to th e Or d e r of 20 9 7 98 - 7 0 8 4 / 3 2 5 1 —G f t a f f d - _ o » GZ Fi r s t Fe d e r a l © Ca s t l e Hi l l Br a n c h (3 6 0 ) 38 5 - 1 4 1 6 13 2 1 Si m s Wa y - PS . Bo x 15 1 0 Po r t To w n s e n d , WA 98 3 6 8 ou r f i r s t f e d . c o m Fo r W3 2 5 70 8 L G N O 0 7 5 6 8 9 3 9 4 0 i " " on ce d | $ F ¥ H O : - FE 7a ec u r i t y Fo a t u r e s as Ca t a d e r 3 ee 02 0 9 7 Note to Files: LUP09-009 and BLD10-102, Sea Breeze C-Store Design Review Applicant’s contractor, at owners’ request, asked to have one window on Sims Way facade removed from the building. When examining text in the Design Review chapter a window transparency requirement of 30% is specified for the “fagade area” measured between grade and 8 feet above grade. Strict compliance with this specification for the building in question would require the following: FACADE AREA CALCULATION The Sims Way facade is 82.49 feet in length. Multiplying this by 8 feet above grade to obtain the “facade area” = an area of 659.96 square feet. REQUIRED WINDOW AREA CALCULATIONS The 30% of this “facade area” required to meet the transparency requirement would need 197.99 square feet of windows. PROPOSED WINDOW AREA CALCULTIONS With the one proposed window removed, the window area is calculated at 24.16 feet in overall window length X approximately 8.5 feet in each window’s height = overall window area of 205.36 square feet. SUMMARY The proposed window area still exceeds the required 30% of fagade area by approximately 7 square feet. The modification is approved after consulting with the DSD Director. Exterior joints around windows and door frames, openings between walls 1 and foundation, between walls and roof and wall panels; openings at penetrations of utility services through walls, floors and roofs; and all other openings in the building envelope shall be sealed, caulked, gasketed or weatherstripped to limit air leakage. 2 GLAZING AREA 19.9% OF HEATED ENVELOPE WALL AREA 1 Inch Air, Low-e (0.40), SHGC CLEAR -WSEC RETAIL EXCEPTION SECTION 1323. SIGNAGE UNDER SEPARATE PERMIT, PROVIDE SOLID BACKING —— METAL ROOFING aa WHERE SHOWN ON ELEVATIONS yo we —— METAL CAP OVER ROOF HATCH 2 FRAMED COPING RAILING - i - [. 3 i 3 ROOFTOP sn 3 — 3 SS oo "ig ee a= = sn UNIT 4B 74> 5 Poe pm Level 5 >| a 7 : / ( ae . AS 2 _ 8 J = | / } 18' _ 3" _Y OUTLET TUBE 3D 1D a A41 A4.1 - sca causal ee 5 — | C5. i 3 | 3 5 ms 3 so SMOOTH CMU UNDER LINTEL PAINT TO MATCH ; DOOR — ao —— ON RADIUSE — CONDUCTOR HD & DS cr « A4.1 N 5/16 FC CUT FROM PANEL FOR PLATE BACKING 23' - 8" +/- SINGLE BOARD PLY TRIM [3 a — VERIFY W/STRUCTURAL | | AL mi © P N ALIGN BUILDING - oe. ALONG WEST )PERTY LINE, SET | | A\RGEST FOOTING == meng ON LINE 4 SOUTH ELEVATION _ ; _ 4/4" = 1-07 B _ aq) (Cue =r or y = —~ SPLT FACE CMU _ COCOA SIDING, TAN DS BOOT2CONNECT TO UG ny ROOF HATCH RAILING RTU (2 HVAC SAME HT) 4/4" = 1'-0" ~~ WOOD BEVEL I ~~~ BRICK VENEER NON UNIFORM BURGANDY RED a I % | 3. lio | | ; = at) it LL i + L | 2 _ __ T 7, ti — 1 wu CARWASH TO EQUIPMENT ROOM ROOF 5 TRANSITION Z 1/2" = T-0" —~ COPING 11-7/8 JOIST OVERFRAMING SLOPE TO DRAIN PER ROOF PLAN PT 3X PLATE —— PVC ROOFING OVER PROTECTION BOARD OVER R-21 RIGID INSUL _-— TOP OF PLATED TRUSSES jy Level3 g 13'-6" TRUSS OVER EQUIPMENT ROOM WOOD FRAME WALL BEYOND _ Level 2 10' _ 6" CMU WALL CMU WALL BEYOND (FIN NOT SHOWN) — DS BOOT > ~> — “| ALUM. WINDOWS W/_ WOOD TRIM KN 28 Level3 13' i 6" | _Level2 gg) 10'- 6" SLOPE AWAY FROM DOOR 1:24 OR LESS 1:48 CROSS SLOPE _ Main Floor @” ' Ww o-0 8 Gg Level5 g e) SW PAINT COLORS ARE SHERWIN WILLIAMS 1. SLOPED CANOPY: AEP SPAN "COOL METALIC CHAMPAGNE"; PATTERN: "NEW WAVE" ZINCALUME FINISH 2. AAUMNIMUM STOREFRONT/WINDOWS; KYNAR FINISH "CLASSIC BRONZE" 397B509 ACTUAL CITY SAMPLE IS DARK BRONZE ANODIZED, AND IS REPRESENTATIVE OF KYNAR FOR APPEARANCE. "CLASSIC BRONZE" IS SLIGHTLY DARKER 3. PANEL CASING RUNNING & STANDING TRIM COLOR: SW0023 PEWTER TANKARD 4. HARDIE PLANK LAP SIDING, SMOOTH COLOR: SW0002 CHELSEA MAUVE 5. PANELS, ACCENTS & COPING/FASCIA COLOR: SW0006 TOILE RED MASONRY MATERIALS: MUTUAL MATERIALS: 6. COCOA SPLIT FACE BLOCK 7. MOUNTAIN BLEND FACE BRICK MASONRY MORTAR COLORS AS SELECTED FROM FULL RANGE OF MFGR COLORS 8. SHEET METAL MATCH "CLASSIC BRONZE" EXTERIOR COLOR SCHEDULE 1/8" = 1'-0" __-— SIGN UNDER SEP PERMIT B PROVIDE SOLID 2X BACKING Level 5 4g ar op PLYTRIM FASCIA O/ 1 X FURRING Level 3 Level 3 7 13'- 6" 4, oe 13'- 6" - Level 2_ Level2 g 10'- 6" 10'- 6" Main Floor g Main Floor g —— 0-0" ~ 0-0" | io 7 2 _ tL _TopFtg @. Top Ftg @ a 5 ny Ae SS ee ® | lov qu | op om - BotFig @ Bot Fig —_ poe Ee ee 2.5" P 7 ; 25 e © ~ STOREFRONT GLAZING SECTION 05500 - METAL FABRICATIONS 1.1 SECTION REQUIREMENTS A. Submittals: Shop Drawings showing details of fabrication and installation. 1.2 METALS A. Steel Plates, Shapes, and Bars: ASTM A 36/A 36M. B. Stainless-Steel Sheet, Strip, Plate, and Flat Bars: ASTM A 666, Type 304. C. Stainless-Steel Bars and Shapes: ASTM A 276, Type 304. D. Rolled Steel Floor Plate: ASTM A 786/A 786M. E. Steel Tubing: Cold-formed steel tubing complying with ASTM A 500. F. Steel Pipe: ASTM A 53, standard weight (Schedule 40), black finish. G. Slotted Channel Framing: Cold-formed steel channels, 1-5/8 by 1-5/8 inches (41 by 41 mm) by [0.0528 inch (1.35 mm)] [0.0677 inch (1.7 mm)] [0.0966 inch (2.5 mm)] thick, complying with MEMA-3. H. Cast Iron: ASTM A 48/A 48M, Class 30. |. Aluminum Extrusions: ASTM B 221 (ASTM B 221M), Alloy 6063-T6. J. Aluminum-Alloy Rolled Tread Plate: ASTM B 632/B 632M, Alloy 6061-T6. K. Aluminum Castings: ASTM B 26/B 26M, Alloy 443.0-F. 1.3 GROUT A. Nonshrink, Nonmetallic Grout: ASTM C 1107; recommended by manufacturer for exterior applications. 1.4 FABRICATION A. General: Shear and punch metals cleanly and accurately. Remove burrs and ease exposed edges. Form bent-metal corners to smallest radius possible without impairing work. B. Welding: Weld corners and seams continuously. Use materials and methods that minimize distortion and develop strength and corrosion resistance of base metals. At exposed connections, finish welds and surfaces smooth with contour of welded surface matching those adjacent. C. On units indicated to be cast into concrete or built into masonry, provide welded steel strap anchors, 1/8 by 1-1/2 inches (3.2 by 38 mm), with a minimum 6- inch (150-mm) embedment and 2-inch (50-mm) hook, not less than 8 inches (200 mm) from ends and corners of units and 24 inches (600 mm) o.c. D. Fabricate steel girders for wood frame construction from continuous steel shapes of sizes indicated. E. Fabricate steel pipe columns with 1/2-inch (12-mm) steel base plates and 1/4-inch (6-mm) steel top plates welded to pipe with continuous fillet weld same size as pipe wall thickness. Drill top plates for connection bolts and base plates for 5/8-inch (16-mm) anchor bolts. F. Fabricate loose lintels from steel angles and shapes. Size to provide bearing length at each side of openings equal to one-twelfth of clear span, but not less than 8 inches (200 mm). G. Fabricate ladders for locations shown, complying with ANSI A14.3, welded steel construction. H. Fabricate pipe bollards from Schedule 40 steel pipe. Cap bollards with 1/4-inch (6.4-mm) minimum steel plate. 1.5 STEEL AND IRON FINISHES A. Hot-dip galvanize steel fabrications at exterior locations. B. Prepare uncoated ferrous metal surfaces to comply with SSPC-SP 3, "Power Tool Cleaning," and paint with a fast-curing, lead- and chromate-free, universal modified-alkyd primer complying with MPI#79. 1.6 INSTALLATION A. Perform cutting, drilling, and fitting required for installing miscellaneous metal fabrications. Set metal fabrication accurately in location, alignment, and elevation; with edges and surfaces level, plumb, true, and free of rack. B. Fit exposed connections accurately together to form hairline joints. C. Coat concealed surfaces of aluminum that will come into contact with grout, concrete, masonry, wood, or dissimilar metals with a heavy coat of bituminous paint. D. Anchor bollards in concrete and fill solidly with concrete, mounding top surface. 3 Main Entry Elevation 1/4" = 1'-0" SECTION 06200 - FINISH CARPENTRY 1.1 MATERIALS, GENERAL A. Lumber: DOC PS 20 anc grading rules of inspection agencies certified by American Lumber Standards Committee Board of Review. B. Softwood Plywood: DOC PS 1. C. Hardwood Plywood: HPVA HP-1. 1.2 EXTERIOR FINISH CARPENTRY A. Fiber-Cement Siding: Made from fiber-cement board that complies with ASTM C 1186, Type A, Grade II; is classified as noncombustible according to ASTM E 136; and has a fiame-spread index of 25 or less according to ASTM E 84. Factory- primed. 1. Available Products: a. James Hardie 2. Horizontal Pattern: Boarcs Size on plans. wide in plain style with smooth texture. 3. Panel Pattern: 48-inch- (1219-mm-) wide sheets with smooth texture. B. Exterior Lumber Trim: 1. Smooth-textured, fiber cement board by James Hardie, sizes as indicated on drawings, and if not indicated for a particular application, as required for detail. 2. Fascia panels greater than 12”: Ply Trim of Tacoma in continuous length, manufactured for one piece installation, no seams in the same plane. Special order item. 1.3 INTERIOR STANDING AND RUNNING TRIM A. Interior Softwood Lumber Trim: C Select (Choice), eastern white, Idaho white, lodgepole, ponderosa, or sugar pine C Select white woods. B. Wood Molding Patterns: Made to patterns in WMMPA WM 7 from kiln-dried stock graded under WMMPA WM 4. 1. Moldings for Painted Finish: P-Grade eastern white, Idaho white, lodgepole, ponderosa, or sugar pine. 2. Base: WM 623, ogee base. 3. Shoe Mold: WM 126, 1/2-by-3/4-inch (13-by-19- mm) quarter-round shoe. 4. Casing: WM 376, beaded-edge casing. 5. Stop: WM 954, bullnose stop 6. Chair Rail: WM 297. 1.4 MISCELLANEOUS MATERIALS A. Fasteners for Exterior Finish Carpentry: hot-dip galvanized steel nails. B. Extra heavy hot dip galvanized steel nails driven into pressure treated wood. 1.5 INSTALLATION A. Condition finish carpentry in installation areas for 24 hours before installing. B. Prime and backprime lumber for painted finish exposed on the exterior. C. Install finish carpentry level, plumb, true, and aligned with adjacent materials. Scribe and cut to fit adjoining work. Refinish and seal cuts. Follow Fiber Cement Mfgr installation instruction. Maintain Mfgr specified gaps between panel products, and seal per mfgr instructions. D. Install standing and running trim with minimum number of joints practical, using full-length pieces from maximum lengths of lumber available. Stagger joints in adjacent and related trim. Cope at returns and miter at corners. E. Nail siding at each stud. Do not allow nails to penetrate more than one thickness of siding, unless otherwise recommended by siding manufacturer. Seal joints at inside and outside corners and at trim locations. F. Select and arrange paneling for best match of adjacent units. Install with uniform tight joints. TOW NSEND BUDi8—10 2 5 FILE COPY CHARLESMORRSSTAFE. The Loggia Group PLLC wid Bo Architecture for enhanced environments Architect Morry Stafford Principal member AIA, ICC (253) 627-0535 www Joggia.us /oms@ioggia.us Mail: 3800A Bridgeport Way W#2 University Place, WA. 98467 >) 7, 2 Zz: Lo z Ss; rr ss @ § Og —_ © YO ¢g 2 M & N= |O Oe |Z Oe |= O HA, LL Oss |— Mrs LL NN /) CMS 5/5/10 SCALE As indicated 0819 =~\ Aa J 2) Level 3 . 13' . " 6 : Level 2 10' © 6" “3 + | ~~ SECTIONAL OHD~~ . % ae spose . 7 | | Main Floor ——. _ a am - OO 0' - 0" 4, oe _ a ; a 7 _ 4 oe | _ Top Ftg aa eo 7 7 ; 7 oe aa oo ; ee : a oe - oo ; - a Z Z 1 _ 7" 4, | Bot Ftg | =?" . 5" 4, — = — neem NORTH ELEVATION oe - — ee —_ ; : _—} ee — : oe a a B 1/4" = 1'-0" SWA PAINT COLORS ARE SHERWIN WILLIAMS 1. SLOPED CANOPY: AEP SPAN "COOL METALIC CHAMPAGNE"; PATTERN: "NEW =~ SSPE I WAVE" ZINCALUME FINISH a P FASCIA 2D » “ Te For —— er!) 6S 2. ALUMNIMUM STOREFRONT/WINDOWS; at y oe alban! = off ‘ KYNAR FINISH "CLASSIC BRONZE" 397B509 4 3/4 X55 FCB —— 3 — _ 7 Peete ACTUAL CITY SAMPLE IS DARK BRONZE 5 LL 3 PLYTRIM FASCIA SPLIT FACE CMU ——= 3 —— Level 5 ANODIZED, AND IS REPRESENTATIVE _ a — oo OF KYNAR FOR APPEARANCE. "CLASSIC 3S BRONZE" IS SLIGHTLY DARKER 3. PANEL CASING RUNNING & STANDING me | Hg TRIM COLOR: SW0023 PEWTER TANKARD — igaes 4. HARDIE PLANK LAP SIDING, SMOOTH io 43 gr COLOR: SW 0002 CHELSEA MAUVE : 5. PANELS, ACCENTS & COPING/FASCIA SOLDER OUTLET TUBE TO Level 2. COLOR: SW0006 TOILE RED ' 0-8 MASONRY MATERIALS: MUTUAL MATERIALS: 3 6. COCOA SPLIT FACE BLOCK neon 7. MOUNTAIN BLEND FACE BRICK 3. | MASONRY MORTAR COLORS AS SELECTED OO FROM FULL RANGE OF MFGR COLORS C 8. SHEET METAL MATCH "CLASSIC BRONZE" ine 3 EXT COLOR SCHEDULE _ " = 1'-O" L srararavinneias BRICK VENEER SOLDIER COURSE ~ Main Floor “, 1/8 OE : = 4 ~~ DS BOOT DS BOOT CONNECT TO } DS BOOT 1 op an —_ ee Ld oe a = 7 a —— STORM DRAINAGE WITH —_— anes a “Ig | _ _ : — ee a a So a _ _ ed _ _TIGHTLINE, TYP | a ed “4, a Oo Bot Ft SEE STRUCTUALS FOR FOOTING ee =—— a4 —_— a . = DEPTHS, TYPICAL - 3'- 4" - 7 . a —s _EAST ELEVATION _ oe ee ee a BS - ° a 7 — a oo ee oo 4/4" = ey Pe —_ ~ PT 2X6 FURRING/BACKING FIELD COLOR (4) ABOVE oo 1" X 5.5" CORNER TRIM 4 SEALANT / \ ~~ 7/16" FIBER CEMENT PANEL oe BATTEN SEAMS WITH 7/16" X 3 1/2" COLOR (3) - 76" FIBER FIBER CEMENT TRIM BOARDS CEMENT PANEL = Z 3/4"x 5.5 FIBER - a ~— 7N6" X 9 1/4" BOARD CENTERED “TUNER nit SEALANT C : 2 BEHIND BRACKET ma ve V a 7/16" FIBER CEMENT PANEL WALL SHEATHING ee a a ~ PT 2X4 FURRING 16" O.C. 3/4"FURRING — FIBER CEMENT / 7 / Wz RUNNING TRIM S N oe . / ~~ BRACKET 3/4 X 5.5" \ \ p va ra / oe PLY TRIM FASCIA D N N\ o + a Pd | . J ~ SEALANT | BOARD N _~ 25 Lo y, 4 - 7/16 X 5.5 STANDING TRIM 7] 1" CORNER EY hy in = ra fo | Ka 3/4" X 5 1/2" FIBER 716 FIBER —— STANDING TRIM , ay \ Ss i fe <|\ AS CEMENT BOARD CENENT PANEL \ \ VW ’ SEALANT N\ » A. f L — ET ae PERRIN COLOR (4B) WOOD STUDS Fa ees \ Lo 4 7/16 FIBER CEMENT PANEL SIDINE 4 Level 3 AIR INFIL. PAPER OVER AIR INFILTRATION 4 | “HI — - 43-6" O/ SHEATHING PAPER 1 f | Dt KNEE BRACE DIMENSIONS sie oe | D2 FASCIA ON EAST CMU WALL D3 FASCIA DETAILS D4 FASCIA TO SIDING DETAIL D5) RUNNING TRIM DETAIL 4" = 1'-0" 1 172" = 1'-0" 3" = 1'-¢Q" 3" = 1'.9" 3" = 1'-0" 1A __-—- ROOF TOP UNIT, SEE PERSPECTIVE VIEWS rr FOR SCREENING, SEE BUILDING SECTION i av RAILING AT ROOF HATCH 1D 5 a 3 wye 3 s ~ COPING _~ FCP FASCIA WITH 5 —s- ” _Level 5 _ FCB BATTENS —s 18'- 3" 1 2 3 4 Ss) C CHARLESMORRSSTAFFORD STATEOFLASHNGTON \) The Loggia Group PLLC Architecture for enhanced environments Architect Morry Stafford Principal member AIA, (CC (253) 627-0535 www.loggia.us / cms@ioggia.us Mail: 3800A Bridgeport Way W#2 University Place, WA. 98467 ™~ ) = a ci Ze S if a ® § Oz —~ 3& Y ¢ 2 MF N= |O @ > -- 52 |x 22 |F © 2é _I mo zs jw A yy, CMS 5/5/10 SCALE As indicated 0819 A3.2 Exterior joints around windows.and door frames, openings between walls ae oy - a and foundation, between walls and roof and wall panels: : 2 . 7 3 1 openings at.penetrations of utility services through walls, ; , floors and roofs; and all other openings in the building GLAZING AREA.19.9% OF HEATED ENVELOPE WALL AREA SW PAINT COLORS ARE ar en 3 ~". “envelope shall be sealed, caulked, gasketed or : ‘ : i ny 2 20 iggaaieratippag nit alniankages Linch Air, Low-e (0.40), SHC CLEAR -WSEC RETAIL EXCEPTION , SHERWIN WILLIAMS. , ae - SIGNAGE UNDER SEPARATE nv | cuNcweiok BERS ee A ABs | | ae } hea! gia) | ; i. PERMIT, PROVIDE SOLID BACKING. METAL ROOFING 7 : . . me, eae. Rie as i; wt, 1. SLOPED CANOPY: AEP SPAN "COOL ee 2 Ce ee : METAL CAP OVER Ae os pails oa lp fees each cates teas, oe METALIC CHAMPAGNE"; PATTERN: "NEW , SS SS ROOF HATOH: 2 OR ret ee ae mo eh reas gee WAVE" ZINCALUME FINISH " ete ae eee ce | a iNT rm [13 a a =H | | eee is -- 2. ALUMNIMUM STOREFRONT/WINDOWS: eee ee ce ae : “ = p levels _ | ee Gea) _ Peel ad ax les SINGLE BOARD PLY TRIM [3 _| / : = ee aah KYNAR FINISH "CLASSIC BRONZE" 397B509° | [sa y {i} cE eee Ah | le ei : : sree! {+} 7 f——__1| _ ere — an, ee “ACTUAL CITY SAMPLE IS DARK BRONZE eg Too a es * / “a. f 3 = a% | \ La Ee f | el: | ue , ANODIZED, AND IS REPRESENTATIVE Vilas ~ 1 soda Pay |< | ean a 17 | SRO HI Ves 6 FON SES (255 0 I a OF KYNAR FOR APPEARANCE. "CLASSIC A an | | mals | | | \ I a —f = : BRONZE" |S SLIGHTLY DARKER | iC = _ AD KH - : eae - - , ; Bw a = : ——~ — / | / bs 7 _level3 @) 3. PANEL CASING RUNNING &STANDING ? o = [EEE 3 FAT = =f = = = (0 + 5 - - —|— aaa TRIM COLOR: SW0023 PEWTER TANKARD oo SMOOTH CMU —fiyiee De Sr rr ee el AHF (ea | Leta A5.2 = E Sy aes 7 \. | pina UNDER LINTEL I I I [FI | a & i I I a T i J I i -_ co [ i I i = I I J 1 I = . . | 3 : ) ac) : ere 2, | . GUTTER pe ia ae 7 az BOX O25 FOB — Be" FOP| : as mae 4. HARDIE PLANK LAP SIDING, SMOOTH i aero sooR fEEES===e ye eel eee aee ME oo tie Hl ah “a E i 5 Z 4 —— ee = = = = _Level 2 COLOR: SW0002 CHELSEAMAUVE—s—™ : ; Oy eo = 2, i el Ee = ! ; — er CHARLESHORRSST na es Se SOLOR R= eee TT ET TUBE TW hoor . | =H -- UE | 5, PANELS, ACCENTS & COPINGIFASCIA ‘ STATECRIASLCTCN =| == Fon Rav useo Loe: el peel eA 7 } 1 \ Zo os | ea 3x6 DS SSE, a ae : COLOR: SW0006 TOILE RED + eG : a rr > Ltt ; | | i s ' é A HT ; F : cE PI EB \ : ae sereer soe = STEEL ANGLES Ssseeet ELE ———— ie | BZ ee ee SE NAY | iL | SSS : _ MASONRY MATERIALS: MUTUAL MATERIALS: sf fo eae =e euseces — Nel f]|—_ fp SWART oath 10 Soe arena | I 6. COCOA SPLIT FACE BLOCK a : ni =aaaseaa Sees ae WOOD CAWOPY7=——} TT ean Ee (452) 3 eo eee ov ts se 1 oa . ee | soaeenee nm SUPPORTS £18 Se | STN ARR | — IleencH — Soe ; _ 7.MOUNTAINBLENDFACE BRICK (7 ) epee + gaaneaes fs areee sania A6.4 WT HET: 77, Bue tise cenerss Irecycce Bin {J =e=eSa=ed|| — ps Boor || [ba —— sLope AWAYFROM eo | 8 tar . fies eee f oe =r bd ; = rf ame ~~ } [_|3 ee , \ | ot or eee DOOR 1:24 OR LESS ~ . MASONRY MORTAR COLORS AS SELECTED | mb A ec os =I= sancere | - Se FA 4 Ut | ee eee =| Sea) Il gi cA ESS Shere ne oe FULL RANGE OF MFGRCOLORS | The Loggla Il Seaeecees | ec un AAATEOOUCEAAAEEALCTEARRER AEE RE = 8, SHEET METAL MATCH "CLASSIC BRONZE" Group P PLLC A a — — Sreeeea| peeceree eee a: 7 suasesanan sess sass gates sess gessunssen:,eessess piaeeeees ice oe Main Floor “> EXTERIOR COLOR SCHEDULE : = a : I = EEE ean wenn mn Ce : aa — =T ALUM. WINDOWS Wi se ee ‘ — 1 ee VERIFY W/ STRUCTURAL | . ca i : ; ne ee . . WOOD TRIM | © 118 =f 0". 3 7 Bs doce ny ela He Laie Goel [———— SPLITFACECMU | —f- WOOD BEVEL ee eas! , ot a | ALIGN BUILDING 7] .L2 = 2 SS faye Rp eee RE a ae Se Pe ce oe Pe oe ee UG ION eae Det eg NON UNIFORM. 8 BOOT — — — = f= ALONG WEST ” , ; mei PURGANDY RED Fas DPERTY LINE, SET... cae a ARGEST, FOOTING ON LINE x eerie we i | siicy RRMPGAU SER ITe 0 et tiwl STREAM tur 2 Pema itn ET ERI? PRateeeh see (ee ee ee a Architecture | ROO HATCH RALING et ee ey, (sn a , + , ae pee: : ate a | ; me = a _——= SIGN UNDER _ a ee B for enhanced WSrz0 us SOUTH ELEVATION 1/ " = 1'-0" . 1 B co noe 5 2 nL ata; lel aaee aCe aD environmenis Fee ea iy ee a | | [9] 7 / | _ “2 ae _ a. _ Level 5 a | : _ Level 5 Ce | 3 = 7 ri 7 ran in cra ] ais a 18'- 3" L z- 222] 18-3" : ‘Architect /| ry : | ia cn pee porares Mony Station 5 nef 7 a i 7 ] Pin Se . . Principal | Li / | yy —— PLYTRIM FASCIA oo inémber AB IGE . gL | OI XFURRING | . © . * 7 or | Level. 3 -Level 3 oe er x Z Ee fr ye re ee + fe —. ara fy - , Ht Sar on , } = yy ceo eee [fT yt TT [| [ fy] TT Fo ere sae 2S : 13°-6 (253) 627-0535 {3 “ gts | | | | | | a ee | | | | Ea | {-—<} J iz Me www .foggla.us ? cris logue ug [3 C| { 3 | ele — ew : ‘baal: 36004 Bihigeport Way WHA a Se | Am (Ss PE #2 ne ee Ee ee es ae es a a == ae . 3 | University Flace, WA, 0648 : r cer an aer a . — eae eS 2s A a REY Chr a a Oe ee . = Level2 esd = . ——— rarer = — on : a ft moe? : = Le | = Ty 10-6 aes | ell = ae — “40°= 6" 3 — nr pe ; = SERS 5 oo a Han | fl qe ceria uf Hi lj : , — il : an | | | | Sal [ | | A it ! | : | ) ae eee > WD CASING == ae 1 , 3 4 2 ms : ai eto east Ss oom oom P gad Caan g Gost — =] is ia iat dite oomie Tt] i ===: SS eae Copa | | | | | ; | | TH. oo aan moths bie! i ae qd (em Le coo LTS any oraeneee ee En | aa al | | | po ro [ress meee peeeeans a , ae | i I I mia Le, fal Peet Mec fee [ee cee ||| 7 \. | || zeae a ey, Sr |: isd at) | Er a a Me roe || | \| | Ee 3 es 7 az | EEE eel es I dobbs ; 3 Ed cia \ fo IC \ Ea pS eel es fre aeee See? ! r mae at GE ila ees ——— ae ar) | || /| || Se (7 ~~ : ; ° \ : : ; L, se oo ee & / a a : YY... AUANERERUARDOANROUHILOROGNGGARUUNDAOREAENOORDOODROGDORUOERDOROAGRRUGEVOGNORENAGOOAGROUNEROOOROOROOGEOINGQOROORNORNDOREDOONSURNOORDOADOEDGURREURUOOOOEEOSORUOGI:= iene IOAN CAEEARAACRTAROEROHETARARTERCAEREAOERANEEAAUOCEDEGO?AOUAERORERHERIDOGHTSUERURTORERERREGOOHERNOEOD OU OHOVETIANEDE LMT TTT TTT TTT EOC p= Wh oo F Z Sani areereae 7 a = SE an ES Sa ET ss inns Rac GH de nt ak ia | a A ab Se ne a a 5 ms es md ne aa Se ' a Pa eS Se | a on | a CS a a a ee TF SS of} GG \ / a es a Io eS ee re ee ee ee ey Ee H+ 4 . See ee ee es ee a a 2 mo ee Fe ee F . . Sean 6 oe: Oo Se : f a oo oo oe oe : ele og a ea See ee eS eS ee es es a es ea a Get ee ck _. Main Floor ae oe ee e 5 Ma Main Floor z= bs -_ a laa eaelearlandalonlncteclaciel AEDSE E DA SILT | AS A CEASERS ORE Ge BOGS BG | decel Fe eee So ea ee ee Sete er 1 =, A 2 SE ON SN EN SE A NG DSA SE NGAI SS SSR Sa 7 ore Tr TT T TM mT 7 = 7 age S | ; ei ga wae bates bad at Se td a ge a mye pa) Se ais ia = gis a ke. a sane Top Fa a - =| KH] EH |e rp re aD eee ae res ; : == ons ome | N saan e S Joe A Ne a7 -=——- a Ca a ) : | aaa Lae | ie BotRa a a et ean lee ee et Borla a> aA ; ' " . ' " C 7) WEST ELEVATION ome | | : os she ase ee Ze | f 7 | | meek Wes 2 Bes 7 eee § =i : Aut. 4 nie z : . ; 1 : i ; : : : 4" = 1-0 | | | | ie See ey ae : — STOREFRONT GLAZING Sen - oe, bee bey aes : (3) Main Entry Elevation Be Hs , or 1/4" = 1-0" an] ote SECTION 06200 - FINISH CARPENTRY gee ; vt SECTION 05500 - METAL FABRICATIONS D. Fabricate steel girders for wood frame construction 1.1 MATERIALS, GENERAL 1.4 MISCELLANEOUS MATERIALS 1.1 SECTION REQUIREMENTS _-from continuous steel shapes of sizes indicated. A. Lumber: DOC PS 20 and grading rules of. -. A. Fasteners for Exterior.Finish Carpentry: hot-dip A. Submittals: Shop Drawings showing details of E, Fabricate steel pipe columns with 1/2-inch (12:mim) inspection agencies certified by American Lumber galvanized steel nails. fabrication and installation. .|. steel base plates and 1/4-inch (6-mm) steel top plates ~ Standards Committee Board of Review. B. Extra heavy hot dip galvanized steel nails driven - 1.2 METALS welded to pipe with continuous fillet weld same size as B. Softwood Plywood: DOC PS 1. into pressure treated wood. poet. A. Steel Plates, Shapes, and Bars; ASTM A 36/A pipe wall thickness. Drill top plates for connection C. Hardwood Plywood: HPVA HP-1. ‘ 1.5 INSTALLATION aa eee eR gS os ae aes : 36M. bolts and base plates for 5/8-Inch (16-mm) anchor - _.. 1.2 EXTERIOR FINISH CARPENTRY A. Condition finish carpentry in installation areas for 24 = Ore ae ir oe B. Stainless-Steel Sheet, Strip, Plate, and Flat Bars: bolts. c A. Fiber-Cement Siding: Made from fibér-cement hours before installing. thee Pe adhe ge = ASTM A 666, Type 304. F. Fabricate loose lintels from dice! angles and board that complies with ASTM C 1186, Type A, |B. Prime and backprime lumber for painted finish ~ \| | C. Stainless-Steel Bars and Shapes: ASTM A 276, shapes. Sizé to provide bearing length at each side of Grade Il; is classified as noncombustible according exposed on the exterlor. x Tt: 2 Eero Type 304. openings equal to one-twelfth of clear span, but not to ASTM E 136; and has a {lame-spread index of : C, Install finish carpentry level, plumb, true, and © = 5 9 9011 Nes ee ee a : ; D. Rolled Stee] Floor Plate: ASTM A 786/A 786M. less than 8 inches (200 mm). 25 or less according to ASTM E 84. Factory- aligned with adjacent materials. Scribe and cut to fit Boer : tea Str. pe | | cae ees ae E, Steel Tubing: Cold-formed steel tubing complying G. Fabricate ladders for locations shown, complying primed. adjoining work. Refinish and seal cuts. Follow Fiber O Ke) { : | Ee oa with ASTM A 500. with ANSI A14.3, welded steel construction. ; 1. Available Products: Cement Mfgr installation instruction. Maintain Mfgr _— & SS 5 le | ee aan . 2 COPING F, Steel Pipe: ASTM A 53, standard weight H. Fabricate pipe bollards from Schedule 40 steel a. James Hardie specified gaps between panel products, and seal per - ep) 2 Y*) PU! a ae ian 2 ae (Schedule 40), black finish. pipe. Cap bollards with 14- inch (6.4-mm) minimum 2. Horizontal Pattern: Boards Size on plans. wide in mfgr instructions. = er ee eel : ee: : — 41-7/8 JOIST G. Slotted Channel Framing: Cold-formed steel steel plate. plain style with smooth texture. D. Install standing and running trim with minimum Sa Zz 3 ine OVERFRAMING SLOPE channels, 1-5/8 by 1-5/8 inches (41 by 41 mm) by 1.5 STEEL AND IRON FINISHES . 3. Panel Pattern: 48-inch- (1219-mm-) wide sheets | number of joints practical, using full-length pieces from Or TO DRAIN PER ROOF PLAN -— [0.0528 inch (1.35 mm)] [0.0677 inch (1.7 mm)] A. Hot-dip galvanize steel fabrications at exterior with smooth texture. maximum lengths of lumber available. Stagger joints N 5 O . , [0.0966 inch (2.5 mm)} thick, stinelelie with MFMA-3. locations. B. Exterior Lumber Trim: in adjacent and related trim. ‘Cope at returns and miter +d) oO — : vee H. Cast Iron: ASTM A 48/A 48M, Class 30. B. Prepare uncoated ferrous metal surfaces to cone _ . 1, Smooth-textured, fiber cement board by James at corners. ~ t-— PT 3X PLATE 1, Aluminum Extrusions: ASTM B 221 (ASTM B with SSPC-SP 3, "Power Tool Cleaning," and paint with} . . Hardie, sizes as indicated 0.1 drawings, and if not E. Nail siding at each stud. Do not allow nails to \t) Fa PVC ROOFING OVER PROTECTION 221M), Alloy 6063-T6. a fast-curing, lead- and chromate-free, universal —. indicated for a particular application, as required for penetrate moe than one thickness of siding, unless = = <L BOARD OVER R-21 RIGID INSUL J, Aluminum-Alloy Rolled Tread Plate: ASTM B modified-atkyd primer complying with MPI#79. detail. otherwise recommended by siding manufacturer.. Seal Mm O .: = ; oe 632/B 632M, Alloy 6061-T6. 1.6 INSTALLATION i 2. Fascia panels greater than 12”: Ply Trim of joints at Inside and outside corners and at trim = 2 TOP OF PLATED TRUSSES K. Aluminum Castings: ASTM B 26/B 26M, Alloy A. Perform cutting, drilling, and fitting required for: Tacoma in continuous length, manufactured for one locations. WO a LLJ 443.0-F. installing miscellaneous metal fabrications. Set metal piece installation, no seams in the same plane. F, Select and arrange paneling for best match of. @ foe) ped | ~_ Level 3 1.3 GROUT fabrication accurately in location, alignment, and Special order item. adjacent units. Install with uniform tight joints, o ® fe I 13'- 6" A. Nonshrink, Nonmetallic Grout; ASTM C 1107; elevation, with edges and surfaces level, plumb, true, ; 1.3 INTERIOR STANDING AND RUNNING TRIM mS ep) a! z LL recommended by manufacturer for exterior and free of rack, A. Interior Softwood Lumber Trim: C Select os applications. B. Fit exposed connections accurately together to form (Choice), eastern white, Idaho white, lodgepole, P. 1.4 FABRICATION hairline joints. onderosa, or sugar pine C Select white woods. i ie A) <3 TRUSS GVER EGUIPMENT ROOM A. General: Shear and punch metals cleanly and C. Coat concealed surfaces of aluminum that will come | - B. Wood Molding Pattems: Made to patterns in . fee La & ; accurately. Remove burrs and ease exposed edges. into contact with grout, concrete, masonry, wood, or ° WMMPA WM 7 from kiln-dried stock graded under He ae cat i “i ae = P= an WOOD FRAME WALL BEYOND Form bent-metal corners to. smallest radius possible dissimilar metals with a heavy coat of bituminous paint. WMMPA WM 4. neds _ POE Sag Toe a i D “3 D 4 i yx, without impairing work, D. Anchor bollards in concrete and fill solidly. lee 1. Moldings for Painted Finish: P-Grade eastern fw, “oh Bg 3 ei -CMS : = B. Welding: Weld corners and seams coitinuously, _ concrete, mounding top surface. ee white, Idaho white, lodgepole, ponderosa, or sugar : eee Psa va. 5/5/10 - Level 2 ; Use materials and methods that minimize distortion ee pine. Ove ET : a = H OE E wr i 7 and develop strength and corrosion resistance of a se, peas 2. Base: WM 623, ogee base. E SCALE As indicated a 10'- 6 base metals. At exposed connections, finish welds = Sea Pe 3. Shoe Mold: WM 126, 1/2-by-3/4-inch (13- by- “18-- cr Ae i : 0819 7 a dl -— and surfaces smooth with contour of welded surface att Ly we ee ek eg ae mm) quarter-round shoe. : a ; P|! CMU WAL. matching those adjacent. . - : Bly a 4. Casing: WM 376, beaded-edge casing,. — bai oot C. On units indicated to be cast into concrete or built ots gm Be tet Vag. ohh 5. Stop: .WM 954, bullnose stop. — a Cire, eee CMU WALL BEYOND (FIN NOT SHOWN) into. masonry, provide welded-steel strap anchors, 1/8 ae oa 1, ao ee 6. Chair Rail: WM 297. - by 1-1/2 inches (3.2 by 38 mm), with a minimum 6- ee ads “ae on CARWASH TO EQUIPMENT ROOM ROOF | inch (150-mm) ibeticat and 2-inch (60-mm) hook, TRANSITION ; not less than 8 inches (200 mm) from erids and Os = 7'-0" = ie corners of units and 24 inches (600 mm) 0.¢. — T i poppers — SE aE Sa SRE 2 es aes |_| o a eee fa ber fe ef te ge 2 PR ey r naaer eeorernierass B : ia 7 | | aa [5202.38 panes MoBILe HOME MOBILE HOM : : pone Pere te pos a f you® Sees ae es H ete erie) leeering Beebe joes ts ee ae ea ee SHALL CONVEY | . 3 GROUNDWATER Mi 7 5 To CB #26 ee | i. | ery OUTLINE OF LOWER PARKING | CB #25 | r Ea eee ' =e ee i ee Ln Gira ee Z + st ie | 9 RIM=202.2 —! i = B #22 - a SS a | memos | athe as IDECK | 5 IE=199.53 ND WALL Ae es a _. -eecin Wall b _ ! m | 1 ions | a ae = STA 0+32——\r Off 8 bai Foe) ' dh glace PARREESE MOBILE HOME PARK 4 BASE=198. BASE= 195 AR mS OOOR EGS | SUMP _PUMP Te z ES . Si Gey LINEAR DRAIN | 41——SEABREEZE SHELL STATION | cas ae: Ly O 10 Ke GES Wp a a = s-—-— j= NET UNGAR ORIN atcallali oa t 3 | SS ey ee dese : Re) NU ae WALT 17% CB #23 Sey Ss = oe lc ® ‘ fs) “ RIM=202.24 __ Ox, oO AREA > | 1 kK 4 IE=199.84 ag ome 0) | k 3. H © PIPE #7 =i kK e ! 2 v v v v v 0 5 B #7 5 | | oe Eas si / ° 1 p DS oS 1499.6 BABE=195.0 | Lg | 1199.1 3 | , i >¢q— ¥ as) m = ‘ \ f NEW 5 | . STORE > "9 2 : 3 | 1 v RY = ou aa ) Vv | a ; FF=199.75 = E ane mu Ay ote 5 Q mM ; be 4, U3 Y Y v vow | = Ww i 5 . Oo; 6 v RY v v v p Ww + << x re) KD” v u ere ee a =| ‘ aie {1 v v v Le mM al | | ae 7 wey i] 8 18 x =lo = es v4, an TBM CB WZ O | a 6 = ; Pp |e SS Poe NORTH EAST CORN WV Y ut ~ cB #21 Mm : + |% 5 / CB #5 OF EXISTING FUE Y | id Fai=Z0 u “ uy 7 a , WA Ty ISLAND=198.0 | { ical « Va (ore) ‘ e / . Nc 1 x pa A R wo RETE PAR: | x ro 4 la Se a Y v : 4 is / a reg : Yy wh I%8 ; ee I i” OGiae _— | . v v G jA99.4 ” a v v te. ed 4 | x + | ¥P=4E 198.9 args ; Goi ly . ae | * > oly ee 4 i ] | - rat ; : i Hy. ig Gi all RIM=200.77 m g t he ‘ Y : ys 100" fE < T Q v v v | Uy | peel a = Zyl Dr v & + are vo ae op a Y : | ene b : are. CB #2 Z a , : —~Sp~ __ - | v v v v v PIP YJ v| v v | oP WS vuyw ov *@” y v E #1 cB #1 v W bg v _ NY v v wy v EX. ~~ sp RY YY OY SS. K LINE nd ee | RIM 105.4 v v v v vv ‘a Ss v ad ¥ a a » | 1IE=194.31 ~ ee a on oa v ~ ' v v v : M e v v “ vv : Vv y aor RiM=200.15 Wes i vy wv wv Fw ov ¢ v | ADJOINING LOT R$ ioe IE(N)=198.05 Foon +» SS. vb. re sa ____________ EDGE OF LANDSCAPING a Sa Sige LINE v v v v —~-Ssv_ tea v v v v | a2 6” ss Le _y — — -w- EXISTING WATER LINE ec A ee cal ee, OO Ae ie Xe a: -S§ — —- SS EXISTING SEWER LINE Pg | viv v VSHe awl y nee RIM=195.81 9 -S) — — 5p EXISTING STORM LINE ee z a 0 RIM=195. “TL Ghee ONE OF bmTeH eae 22! ~~ _6 ates fades EDGE OF GRAVEL ROAD = —_SIMS WA y “So— __ bce go “A a POWER ° ane Se _ POLE sii ae oS REPLACE EXISTING CB. S& 12” cyp ™ CB TYPE | eee: gn WITH NEW TYPE 2 CB (48”) Sr mae ——— RIM=196.46 7 Nex ce © SEWER MH ALL ON-SITE EXISTING ee nes eee RIM=196.46 ~ =192.76 (0 a — _Q PRE HoRANT ASPHALT SHALL BE a. a : Soot aes om) 1 eetaave toua: 7 SSMH mM WATER VatvE— rr a S estes RIM=196.08 = Sn a Ga IE= 188.98 [F] POWER VAULT — a eet ” ? ey ai M TELEPHONE PEDESTAL — Scale 1 =. 20 a — —, @ NEW MANHOLE eee a : | WALL A PROFILE | WALL B; PROFILE | HORIZONTAL SOALE 1”=20’ HORIZONTAL SCALE 1”=20' 205 io Ee bee VERTICAL SCALE 1"=4) 00000000 ep 009 | WERTICAL |SCALE. 1°= 4 e205 WHC UTI WUMY YES Z LLILELILEL LLL LL LMM ed hyo, KSEE LAL ° | ie Snes ea ees Mee | | 6” THIGK |CONC. RAMP 2001 | fe Tat Jeoo | oS 7 W/_6"X6"K10" WIRE MESH |aq9 NAGRA, INC. (C/O: AL WEHMHOEFFER) | | G | BASE=198.0_ BASEL197.0 xo STORM DRAINAGE % 5 ESE SNAPS NE OE O VAP H=8 RETAINING WALL H=8 a AS-BUILT 195] _/ 6’ TALL STAINED. __..._ IBASE=1950 ji95_ | BASE=195.0 H=112’ 195 CEDAR BOARD FENCE : : /7 “X MA CITY OF PORT TOWNSEND END STA 1478 98 STALL CMD Wale SECTION 10, TOWNSHIP 30N | +10 SEF DETAIL- THIS SHEET i ae Be —— : .» RANGE 1W., W.M., JEFFERSON COUNTY, WA BEGIN STA 0+00 / |BASE=191.0 BASE=191.0 se ie gael P.O. BOX 847 190 | | END| Se OF! //_\\//_\\//_\\ //_\\|190 V7 _\\//71N 190 | PHONE: (360) 779-6633 1+80 160 140 120 {+00 0+90 0+80 0+60 0+40 0+20 +00 1+20 1+00 0+80 0+60 0+40 0+20 0+00 A.D.A. ENGINEERING, LLC ot Oe Gs DRAWN: TJC /JJH CHECKED: HAA SCALE: 1"=20’ JOB NO.: O8B—E6199 DESIGN: JJH DATE: AUG. 2011 | SHEET 4 OF 8 JFILE NO.: 19.24