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HomeMy WebLinkAboutPermit File 1218 24th Street a'- City of Anacortes Invoice/Permit#: BLD-2015-0231 904 6th Street Applied date: 05/22/2015 L� i P.O.Box 547 Issue date: 05/22/2015 zs Anacortes, WA 98221-0547 Expire date: 11/19/2016 ;v (360) 293-1901 0, Job Address: 1218 24TH ST Permit Type: Commercial Alteration/Repair Permit ANACORTES WA 98221-2565 Project: APN: P118162 Remarks: Install 58 panel roof-mounted photovoltaic system Owner: CITY OF ANACORTES Contractor: WESTERN SOLAR INC. Address: PO BOX 547 Address: 4041 HOME RD ANACORTES WA 98221-0547 BELLINGHAM WA 98226 Phone: (360)293-1901 Phone: (360) 746-0859 License#: WESTES*910J0 General Information: Fees: Building Valuation 24000 Plan Review Deposit 122.61 Building Permit Fee 377.25 Plan Review Fee 122.60 State Building Code Fee 4.50 Total Calculated: 626.96 Deposits/Receipts: 0.00 Total Due: 626.96 • THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL y REGL. {,NG CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION.. ta(t_felee • SIGNATURE bF OWNER"URAUTHORIZED AGENT ISSUED BY \ 4a '\*7:11CIF-Ca5 Finance Department 15282-0003 Maryellen 06/22/2015 12;11PM =RMITS AND INSPECTIONS WESTERN SOLAR INC, BLD-2015-0231 Commercial Alteration/Repair Permit Install 58 panel roof-mounted photovoltaic system issued 2015 Item; BLD-2015-0231 626,96 'ayment Id: 65822 626.96 ibtotal 626.96 gal 626.96 (FINANCE CREDIT CARD 626.96 MasterCard *** ********3876 Ref=7287091657 Authr401681Z range due 0,00 id by; ERIC BLATZ ii1 II 11111I1111111 I1',II II11 i1i111 II 11I >ignature: - Thank you for your payment COPY DUPLICATE RECEIPT • frfe SI 1 0 — i -.40.,-- , ..,., / ...„..... Ali MI HI '."' •, 1 , I ip...-\ i t ..'`'.%p LAND _ E off 4�, r , Commercial Building Permit Application ' City of Anacortes Building Department P.O. Box 547 Anacortes,WA 98221 -Street Address: 904 6th Street Phone: (360) 293-1901 Fax: (360) 293-1938 SITE ADDRESS: i zig 014 ` -rig { €ANA Co .-rep CONTRACTOR tApplcant PROJECT DESCRIPTION IA. _ ~Aos yr e �- , _Ai. ( DEL - 15.15 5 +,, � y?c .,►,JrEO Name ll aL�lr'Lt Address I p zt)aCrf l C �f 7 m - _ f f Erl60 lr - . O City/State/Zip ,.[llv_�lcifl+i WA- q r r =C I �Y� Afith Phone fui " l_"� FAX { I v `Ji4�tgt)it r /I �c; 6 12, J�i , State License# 11; I Sfi/ c' Exp PARCEL NUMBER City of Anacortes Business License: . k,'es n No I P 1 I L- i PROPERTY OWNER ❑Applicant LEGAL DESCRIPTION C I S''r or fiN14•CO.'7163 Trrt�1 rJ Name i9U0b S'AFI?`'f 5[ u) CGti( l 4 . Address if v Zq -- - City/State/Zip AiWicoalErs, ?7 PROJECT VALUATION Phone-r` -293- 65! FAX '/ '1,60 T K8 aza\c E-Mail Address Number of Stories I Building Area: 0 Architect jDesigner IR Engineer 0 Applicant l'"Floor I v) `7 s.f. 2° Floor s.f. Name GVEtriCelAi cocApt. 3rd Floor s.f. Basement s.f. Address 5r /000E, Lot Area s.f. Construction� Type City/State/Zip Use Zone (PC) `�U191/0y'& T Sollutc5c Phone FAX Impervious Area E-mail Address Other(Describe) TENANT ❑Applicant LENDER LENDER INFORMATION MUST BE PROVIDED FOR PROJECTS OVER$5,000 Name IN VALUATION PEI.RCW. Address Name J 01I '- Ca V rz- 0 City/State/Zip Address Phone FAX City/State/Zip E-mail Address Phone No. I CONTINUED ON THE BACK 52112015 Print Window Details for Parcel:P118162 Jurisdiction: ANACORTES Zoning Designation: _ Please contact the city of ANACORTES for ANACORTES zoning information. Parcel Number XreflD Quarter Section Township Range P118162 350124-0-138-0100 04 24 35 01 Owner Information Site Addresses) Map Links CITY OF ANACORTES 1218 24TH ST Open in iMap PO BOX 547 Anacortes,WA(Jurisdiction, State) Assessor's Parcel Map: ANACORTES,WA 98221 Zio Code Lookup I Site Address Information PDF I DWF 2014 Values for 2015 Taxes* Exemption Sale Information 2015 Property Tax Summary Building Market Value$2,160,300.00 Deed Type 2015 Taxable Value $.00 Land Market Value +$.00 Sale Date General Taxes $.00 Total Market Value $2,160,300.00 Sale Price$.00 Special Assessments/Fees Assessed Value $2,160,300.00 Total Taxes $.00 Taxable Value $.00 "Effective date of value is January 1 of the assessment year(2014) Legal Description Definitions ACREAGE ACCOUNT, BUILDING ONLY ON P31915 TAX 300B PIN NE1/4 SE1/4 DES BAAP ON E LI OF M AVE EXT S 216FT S OF S LI 22ND ST TH E PLT S LI SD ST 300FT M/L TOW LI N AVE EXT 296 FT M/L TO N LI 24TH ST EXT W TH W ALG SD N Ll TO E LI M AVE EXT TH N ALG E Ll M AVE 296FT TPB BUILDING ONLY ON P31915 TAX 300B PIN NE1/4 SE1/4 DES BAAP ON F LI OF M AVE EXT S 216FT S OF S LI 22ND ST TH E PLTS LI SD ST 300FT MIL TO W LI N AVE EXT 296 FT MIL TO N LI 24TH ST EXT W TH W ALG SD N LI TO E LI M AVE EXT TH N ALG E Ll M AVE 296FT TPB Land Use (670)GOVERNMENTAL SERVICES WAC 458-53-030 Neighborhood (6E1PBLDG)ALL COUNTY EXEMPT PUBLIC BUILDING Utilities Levy Code 0900 Foundation City District Anacortes Construction Style School District SD103 Exterior Walls Fire District Roof Style Year Built 2000 Roof Covering Acres 0.00 Floor Construction Living Area 17270.00 sq ft Plumbing Bedrooms Heat-AirCond Appliances Fireplace Exemptions Non-profit or public ownership ht+n•rnmum ckanitnn Intl/not/Saarehlnrnrprtvd in Commercial Mechanical Fixtures Al! A Fuel Type ❑ Natural Gas ❑ Electric ❑ Wood ❑ Propane Gas ❑ Other , Type of Equipment Number of Type of Equipment Number of Fixtures Fixtures Furnace<=100K BTU Gas Fireplace Boilers/AC/Heat Pump Other Units Gas Outlets Ventilation Fans Gas Water Heater Range Hood I C Commercial Plumbing Fixtures Type of Fixture Number of Type of Fixture Number of Fixtures Fixtures Toilet Utility Sink. Dishwasher Hose Bibb Hand Sink Water Piping Kitchen Sink w/Disposal Additional Fixtures . Clothes Washer Electric Water Heater 1 HEREBY ACKNOWLEDGE III HAVE READ THIS PERMIT APPLICANT AND STATE THE INFORMATION IS CORRECT,AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATE LAWS REGULATING ACITIVIES COVERED BY THIS PERMIT APPLICATION. WITH THIS PERMIT ALL CONTRACTORS AND SUBCONTRACTORS SHALL HAVE A CURRENT WASHINGTON STATE CONTRACTORS LICENSE AND A CITY BUSINESS LICENS". ST WORK ORUES WILL BE ISSUED ON JOB SITES WHERE CONTRACTORS/SUBCONTRACTORS ARE WORKING WITHOUT PRO ER IC S 1 ."A A/-.‘ 5/201?(-NJ S— AP fle.AN'I`' NIGNATLRRE DATE j—CtSWLi ICi-E77- -L�7v t;f.fr - Last Updated Nov.9,2012 STRUCTURAL CALCULATIONS For Array Anchorage For the Anacortes Courthouse Solar Project 1218 24th Street, Anacortes, WA Project No. W Es 2015-010.01 �, or As• 4.� 5113115 ti Prepared by , _ • Interactive Resources ,T ` Structural Engineers n, w 117 Park Place ,o to r�RNA �� s toc 50817 Gw ww� Point Richmond, CA 94801 � ��L Phone (510) 236-7435 EXP.10-24-16 May 2015 DISCLAIMER: Structural design of this project by the undersigned was limited to the specific members and details shown in the calculations. Interactive Resources and the undersigned will accept no responsibility for any work not recorded in these calculations. I , • 21 '-916" T_ II i 'V 147 Uf,. 1 _ II _ f L 6 7'-6�6" ___, i i i 1 . i . ICI LEEI AD 4. II n I Pv I✓CDL_E r J _ 19'_11 AERORACK RA!_ I 1 121'-011 56 " r Seismic Ancho GENERAL NOTES CUENT: :DRAWN 6Y:;CHECKED BY:' SCALE: Western Solar 1 E.O NTS SS Modules(Itek 270W) KB M PROJECT NAME AND AGGRESS: DC Output: 15.66kW(DC) AeroRack: 10 Degree Tilt without side spoilers 1Ttlan to.Avenue, i e,Suit 3 0 Anacortes Public Safety Building & Court House Row Spacing: 4.59 ft 1218 24th Street,Anscortes,WA 98221 U.S.A. Tel:1.688,661,3204 F8%:647.033.5373 DRAWING-RUE: DRNWINC Co: REV.No: DATE: www-khra claw.com PROFESSIONAL ENGINEER'S SEAL AERORACK I,AYOUT_10 DEGREES 1 04/30/2015 Anacortes Courthouse Array Anchorage Racking Dead Loads (lbs per module) Racking Wind Loads [Strength] (lbs per module) 58.4 58.4 58.4 58,4- 139,4 93.4 93.4 139.4 • 58.4 58.4 58.4 58.4 93.4 84.4 84.4 93.4 58.4_ ■ 58.4 58.4 58.4 93.4 84.4 84.4 93.4 58.4 58.4 1 58.4 58,4 93.4 74.4 74.4- 93,4 58.4 58.4 _ 58.4 58.41 93,4 74.4 74.4 93.4 58.4 58.4 58.4 58.4 93.4 74.4 74.4 93.4 - 58,4 58.4 - 58.4 58.4 93.4 93.4 74.4 93.4 58,4 i 58.4 58.4 139.4 93.4 93.4 58,4 58.4 [58.4 58.4 93.4 93.4 74.4 93,4 58.4_ 58.4 1 58.4 58.4 93.4 74.4 93.4 93.4 58.4 58.4 58.4 93.4 93.4 139.4 58.4 58.4 58.4 58.4_ 93.4 74.4 93.4 93.4 E III 58,4 58.4. 58,4 58.4 93.4 74,4 74.4 93.4 58.4• 58.4 58.4 58.4]� 93.4 74.4 74.4 93.4 58.4 58.4 l 58.4 58,4_ 139.4 93.4 93.4 139.4 Net Uplift.(0.6W-0.6D) (lbs per module) (Per KB Racking wind tunnel report) 48.6 21 - 21 48.6 ■ -Defines location of positive roof connection • 21 15.6 15.6 21 Total Number of connectors= 14 21 15.6 15,6 . 21 l Array Dead Load= 3387.2# 21 9.6 9.6 21 Wind Uplift Load= 5391.2# I 21 9.6 9.6 21 Net Uplift Load= 1202.4# 21 9.6 9.6 21 21 21 9.6 21 Max uplif on an anchor= 106,2# 48.6 21 21 Roof framing is shown as 1 1/2", 21 ■ 21 9.6 21 ] Type B,20 gage metal deck 21 9.6 2I 21 ] 21 I 21 48.6] Tvvical connection:Use Anchor Product; 21 9.6 21 21 U-Anchor 2400 _ ■ ■ _ - 21 9.6 9.6 21 T,,nA,,.= 991 F.S.- 3.0 21 9.6 9.6 21 IIIT„3lo,v= 330,3 48.6 21 21 48.6_ (see attached test report) (see next page for analysis of seismic loads) 2015-010-0I AnaCortea Design xlsx,Wind Uplift INTERACTIVE KBR Racking - Anacortes Courthouse Solar Jab 2015- 1218 24th Street, Anacortes, WA 010.01 RESOUR CES • • rev. descpfpllon date by drown page ARCHMTURE•PLANNINO•ENWNEERINQ • i Pu i v Structural Engineers scale 2 117 Park Place Point Richmond, CA 94601 510.232. 325 date 5/13/15 of A 510.232.5325 (FAX) Seismic (IBC/ASCE 7) Seismic Design Category- D (ASCE 7-10,Chapters 11 & 13) Occupancy Category- IV (ASCE 7-10 Table 1-1) Seismic Importance Factor,1- 1.50 (ASCE 7-10 Table 11.5-1) Soil Site Class- D (ASCE 7-10 Chapter 20) Site Location Ss= 1.089 (reference: Sheet S1.0 Latitude 48° 30' 45.36" N S1= 0.432 I approved plans) Longitude 122° 36' 45 72n W SMS=FaS,= 1.159 Fa= 1.0644 SMI=F,.S, = 0.677 F„= 1.568 S0s=2/3 SMS= 0.773 Tl=0.2 SDI/SDs= 0.117 SDI=2/3 Slot= 0.451 Ts=SDI/SDS— 0.583 for T<To,S,=SDs(0.4+0.6 T/T0) for T0<T<T„S.=SD0 for T,<T,Sa=SD,/T Component Force (ASCE Section 13.3.1) ASCE Eq. 13,3-1 Fr_ 0.4 R SIDS Wu r 1 +2 h = 0.928 Wp Controls z= h h= roof elev. 0 o L J ASCE Eq. 13.3-2 F„max=1.65051QW„= 1.855 Wp ASCE Eq. 13.3-3 Fs,min=0.3 SDs ID Wp= 0.348 Wp In= 1.5 an= 1 R„= 1.5 for ASD,USE 0.7 *Fn Vertical earthquake force=0.2 Sips D Seismic Focres on Array Array Wt- 3387# FI,= 2200# Force per Anchor= 157# USE Anchor Products U-2400 Anchor Ult Cap Shear- 972# Allow= 324# FS= 3 Capacity of 4-#12 SMS in Shear= 784# tPlalr=20 gage 2015-010-01 Anacanes Design.xlsx,Seismic INTERACTIVE KBR Racking — Anacortes Courthouse Solar Job 2015— 1218 24th Street, Anacortes, WA 010.01 R E S 0 U R CES . . . rev. description date by drawn pagepage ARCIYIECIURE•PLANKNO•ENOINEERINO Structural Engineers scale 3 117 Pork Place Point Richmond. 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ATOus —Built far the real world — • - - .... _ _ _ _ . .1-11 . . i i ii, I it E lE GY HE SOLAR M DULE I • L PERFORMANCE - QUALITY - AFFORDABLE I_ -_ ^71- TL - Ce Hired NfBde __._ - - • BUILT IN WASHINGTON USING CUTTING EDGE 0 I ,.wasntr�tde. *- HIGH EFFICIENCY MONOCRYSTALLINE CELLS • 25 - YEAR POWER OUTPUT WARRANTY t`; 10 -YEAR WORKMANSHIP WARRANTY EXCEPTIONAL POWER DENSITY (WATTS{m2) GENERAL DATA MECHANICAL DATA calf type •60 high-efficiency rnonocryslalline p-type cells oimenaaons 39.1"X 54.8"X 2" •6x I 0 cell matrix GOSS • Ultra-clear solar glass with anti-reflective coating from KhepitCoat® Wright 43 lbs • Low iron,tempered •Anti-glare prismatic subsurface texture • Multi-layered 6acksfx0 1 •Engineered adhesion for maximum weather protection • MAXIMUM RATINGS Preme •High-strength corrosion resistant anodized aluminum,available in Operational Temperature -40 +90°C black or clear coat • Compatible with standard racking,accommodating bath top-down PMox4rem System Voltage 600V -.-...-..-.-....-. .-._t7.. .._-.,...-_...............up to,. ..--...-.-......-.-......-.-............ clamps and bottom flange mounting D�:si n Lead( t703(UL ) a to 113 ibs/fla • Numerous mounting holes on inch dimension centers ____.._- • Micro-inverler and DC optimizer attachments Mctxlmurn Load(CAL 1703) 551 1rg/m515400 Po) Cabfe • 42"90C 12 AWG PV wire Maximum Wind Load 113lbs,012 Max Series Fuse tailing 15A .function lox • 3 bypass diodes •600VDC MC4 connector Max Reverse Current 15A Grounding •Certified for Wiley Electronics WEEBTM grounding clips • Eight standard grounding locations per module for NOTE: Specifications subject reduced ground wire length to change without notice SYP- haP-I F • P •\ 3.13' _, TEMPERATURE RATINGS a.94° Nominal Operating Cell Temperature(NOCT) 48.20°C ( Irarnperahsre Coefficient of P is., -0,47%/°C 99.18" Temperature Coefficient an V 0,, -cm%/°C 1.a r 42' Lr. Temperature Coefficient of I +0.04%/"C aT Tar;nperafure Coefficient at V err -0.45%/°C s' Juncl[on Sox 24- 1 .. _I_ ... - QUALIFICATIONS Fromeo°Plh:a° (A Listing UL 1703 ♦ • Eatingss C I 48' 64,67• ELECTRICAL DATA* 255T HE 260 HE 261 HE 27o HE 2.5 HE 280 UE Maximum Power-PM.:(Wp) 255 260 265 270 275 280 ir Moxifeurn Power Voilauc-v..7_,(y) 31 5 31.7 31,8 .32.0 32,1 32.3 l 1 Mnx mutr}Powea Current I.u.r(A) 8.1 8.2 8.3 8.4 8.5 8,6 �W O Mt Open Circuit VoltageVo<(V) 38.4 38.6 38.7 38.9 39.0 39.2 � energy Short Circuit Current.1:.--(A1 8,8 8.9 9.0 9.1 9.2 9.3 __.............._-._-__ The Seat Choice For Solar Power Density(WW1 155.6 158.8 161,9 164,9 168.0 171.0 itekenergy.Cam I WA. 360.647.9931 c1,1,1cnca°cle,l,lici•nary.°ryvn,hrn-W.e.cf Il,e In_klulti Yu,c5 a l Slow,d 1-.:c nrr.,:r•c I+TCI. . 6I2.3 8.G3G9 �ra�once of u,rcrv+em•ha.-s,;,„cronn,,cua I,mnymwre 2.5c77F) V07.0415 1 • . __ III!" u 1 . 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Certified Made itekenergy.com 1 WA, 3Go.54T.9531 in Washington. MN. G12.318.6369 Sheet Metal Screw(SMS)Allowable Shear Loads (per Title 24,Part 2,Chapter 22A,Div,VII,Section 2218A,E6.3)(AISI 1996,Section E4) Material Properties F,,= 33ksi F„= 45ksi Fy= 50 ksi F„= 65 ksi Q = 3.0 Pa,=P„,/Q Gage t F. SMS d P,,=lesser of(when t2/t, < 1,0) 12 0.1046 50 #6 0.135 P .=4.2(t23d)'f2 Fug 14 0.0747 50 #8 0.161 Pn,=2.7 tl d Fi1 16 0.0598 50 # 10 0.183 P,,=2.7t2dF, 18 0.0478 33 # 12 0.209 20 0.0359 33 P„,=lesser of(when t2/t,>2.5) 22 0.0299 33 P„,=2.7 t, d F,,, 24 0.0239 33 Pns=2.7 t2 d Fug #6 #8 # 10 #12 t1 t2 t,/t1 Fi1 F„2 P„s Pas P,, Pas Pns P„., Pn5 I Pas 24 24 1.000 45 45 257 86 280 93 299 100 319 106 24 22 1.251 45 45 365 122 405 135 437 1 146 474 158 24 20 1.502 45 45 392 131- 468 156 531 177 594 198 24 18 2.000 45 45 392 131 468 156 531 177 607 202 22 24 0.799 45 45 257 86 280 93 299 100 319 106 ................... 22 22 1.000 45 45 359 120 392 131 418 139 447 149 22 20 1.201 45 45 475 158 525 175 565 188 611 204 22 18 1.599 45 45 490 163 585 195 665 222 759 253 20 24 0.666 45 45 257 86 280 93 299 100 319 106 20 22 0.833 45 45 359 120 392 131 418 139 447 149 20 20 1.000 45 45 472 157 516 172 550 183 588 196 20 18 1.331 45 45 589 196 702 234 798 266 905 302 18 18 I.000 45 45 726 242 793 264 845 282 903 301 18 16 1.251 45 65 784 261 935 312 1063 354 1214 405 18 14 1.563 45 65 784 261 935 312 1063 354 1214 405 18 12 2.188 45 65 784 261 935 312 1063 354 1214 405 16 18 0.799 65 45 726 242 793 264 845 282 903 301 16 16 1.000 65 65 1417 472 1602 534 1708 569 1825 608 16 14 1.249 65 65 1417 472 1690 563 1921 640 2193 731 16 12 1.749 65 65 1417 472 1690 563 1921 640 2193 731 14 18 0.640 65 45 726 242 793 264 845 282 903 301 14 16 0.801 65 65 1417 472 1602 534 1708 569 1825 608 14 14 1.000 65 65 1770 590 2111 704 2384 795 2548 849 14 12 1.400 65 65 1770 590 2111 704 2399 800 2740 913 12 18 0.457 65 45 726 242 793 264 845 282 903 301 12 16 0.572 65 65 1417 472 1602 534 1708 569 1825 608 12 14 0.714 65 65 1770 590 2111 704 2384 795 2548 849 12 12 1.000 65 65 2478 826 2956 985 3359 1120 3837 1279 • t, -Thickness of member in contact with the screw head t,-Thickness of member not in contact with the screw head 2015-0IUAt Anueurtes SMS Londs.xls,Shear I N T E R A C T I V� KBR Racking - Anacortes Courthouse Solar lab 2015- 1218 24th Street, Anacortes, WA 010.01 R ESO U R CES . . . rev. description date by drawnP page ARCHITECTURE.PLANNINO.ENONEFFtINa MW Structural Engineers ecole 6 117 Park Place Point Richmond, CA 94801 510.236.7435 date 510.232.5325 (FAX) 5/13/15 of A Sheet Metal Screw(SMS)Allowable Tension Loads (per Title 24,Part 2,Chapter 22A,Div.VII,Section 2218A,E6.4)(AISI 1996,Section E4) Material Properties F,,= 33ksi Fn= 45ksi Fy= 50 ksi F,,— 65 ksi 12 = 3.0 P,,=P,,,/C2 Gage I t Fv SMS d d, P ,=lesser of(Perot or P.) 12 ' 0.1046 50 #6 0.135 0.283 14 0.0747 50 #8 0.161 0.283 P„o,_.85 t,,d F,2 16 0.0598 50 # 10 0.183 0,3125 tc=lesser of depth of penetration or t2 18 0.0478 33 #12 0.209 0.4375 20 0.0359 33 P = 1.5 tl d,,F„1 22 0.0299 33 24 0.0239 33 #6 #8 # 10 # 12 t2 tz/tl Ful Fug Pnl Pat Pnl Pol Pnt Pet Pnt I Pal 24 24 1.000 45 45 123 41 147 49 167 56 191 64 24 22 1.251 45 45 154 51 184 61 209 70 239 80 24 20 1.502 45 45 185 62 221 74 251 .. 287 96 24.. . .... 18 2.000 45.. .. .45 247 82 294 98 335 112 382..... . 127 22 24 0.799 45 45 123 41 147 49 167 56 191 64 22 22 1.000 45 45 154 51 184 61 209 70 239 80 22 20 1.201 45 45 185 62 221 74 251 84 287 96 22 18 . ...1.599... 45.... 45 247 82. ... 294 98 335 .. . 112 382........127 20 24 0.666 45 45 123 41 147 49 167 56 191 64 20 22 0.833 45 45 154 51 184 61 209 70 239 80 20 20 1.000 45 45 185 62 221 74 251 84 287 96 20 18 1.331 45 45 247 82 294 98 335 112 382 127 18 18 1.000 45 45 247 82 294 98 335 112 382 127 2300 7 65 446 149 532 17 65 202 691 18 16 1.251 45 _...18 14 1.563 45 65 557 186 664 221 755 252 863 288 18 12 2.188 45 65 780 260 930 310 1058 353 1208 403 16 18 0.799 65 45 247 82 294 98 335 112 382 127 16 16 1.000 65 65 446 149 532 177 605 202 691 230 16 14 1.249 65 65 557 186 664 221 755 252 863 288 16 12 1.749 65 65 780 260... 930 310 1058 353 1208 403 14 18 0.640 65 45 247 82 294 98 335 112 382 127 14 16 0,801 65 65 446 149 532 177 605 202 691 230 14' 14 1.000 65 65 557 186 664 221 7.55 252 863 288 14 12 1.400 65 65 780 260 930 310 1058 353 1208 403 12 20 0.343 65 45 I85 62 221 74 251 84 287 96 12 16 0.572 65 65 446 149 532 177 605 202 691 230 12 14 0,714 65 65 557 186 664 221 755 252 863 288 12 12 1.000 65 65 780 260 930 310 1058 353 1208 403 tl -Thickness of member in contact with the screw head t2,-Thickness of member not in contact with the screw head 2015-010-01 Anacor[cs Sh15 Loads.sls,Tension 1 N T E R A C T 1 VE KBR Racking — Anacortes Courthouse Solar Job 2015— 1218 24th Street, Anacortes, WA 010.01 RESO U R CES rev. description date by drawn Pace Aga417Eo111RE•FLANNIN O•RICINr£PoNO PMW Structural Engineers scale 7 117 Park Place Point Richmond, CA 94801 510.236.7435 date 510.232,5325 (FAX) 5/13/15 of A Load Resistance Testing Nautilus Engineering Of Anchor Products U-Anchor 2400 Consulting Engineering Oakwood Village, Ohio 440-786-7363 Per the request of Anchor Products,Nautilus Engineering on September 201, 2012 witnessed the full scale load testing of the U-Anchor 2400 mechanically attached. STANDARDS: TAS 117-95, Appendix B — Test Procedure for Dynamic Pull-Through Performance of Roofing Membranes over Fastener Heads or Fasteners with Metal Bearing Plates, ©FBC, 1995. Review&Analysis: Based on the testing &analysis set forth herein, it is our professional opinion that the Membrane U-Anchor 2400 mechanically attached when installed in accordance with Anchor Products' published installation requirements,carries an ultimate design load of 991 lbf per part.The safety factor applied to establish allowable load should be in accordance with the type of roof decking to which the plate is to be secured. Analysis and allowable-load determination for use with fasteners in structural concrete decking should include review of center- to-center limitations and margins associated there with based on the compressive strength of the concrete and the type and embedment-depth of fastener selected. The configuration and load-response of the U-Anchor 2400 would permit optional insulation and/or cover board between the single-ply roof membrane and the deck for wood and concrete deck applications. Insulation and or cover board are required atop steel decks, as these components serve to resist any rotational load the part incurs. Table 1:Fastener Withdrawal From Purlin Using Deckfast#12 Purlin Fasteners Dekfast#12 18GA. 16GA. 14GA. 12GA. • 3/16" 1/4" Purlin 375 599 869 1477 2300 2300 fasteners Table 2: Comparative Fastener Withdrawal Performance Alternate Substrates Static Target Fastener Substrate Withdrawal Minimum Margin Over (lbf) Per Fastener Minimum (lbf) OMG#12 Standard Min. 15/32-inch Plywood 411 248 1.7 Roofgrip Min.22 ga. Steel 372 248 1.5 OMG#14 Roofgrip Min. 15/32-inch plywood 431 248 1.7 Min.22 ga. Steel 382 248 1.5 2,5000 psi concrete 783 248 3.2 OMG#15 Roofgrip Min. 15/32-inch plywood 409 248 1.7 Min.22 ga. Steel 529 248 2.1 OMG Stainless#12 Min. 15/32-inch plywood 277 248 1.1 Standard Min.22 ga. Steel 346 248 1.4 OMG#14 Heavy Duty Min. 15/32-inch plywood 275 248 1.1 Min.22 ga. Steel 303 248 1.2 3,000 psi concrete 1596 248 6.5 OMG CD-10 3,000 psi concrete 1066 248 4.3 OMG Fluted Nail 3,000 psi concrete 1074 248 4.34 " c16".(;'/f.,e_LAV--7-_—•••., 'fo,ar;i,,r�tk� Shear Load Resistance Testing Nautilus Engineering Anchor Products U-Anchor 2400 Consulting Engineering 7761 First Place Oakwood Village, Ohio 440-786-7363 Per the request of Anchor Products, Nautilus Engineering on March 13th, 2013 witnessed the full scale shear testing of the U-Anchor-2400 at the following distances from the base of the U-anchor: 0,2",4". STANDARDS:TAS 117-95, Appendix B— Test Procedure for Dynamic Pull-Through Performance of Roofing Membranes over Fastener Heads or Fasteners with Metal Bearing Plates, ©FBC, 1995. Attending Technicians: Anchor Products Nautilus Engineering Gary Calderwood Ron Farleman 1. Load Resistance—90 degree Horizontal(Shear) 1.1 Scope: 1.1.1 Shear load resistance testing was conducted for the U-Anchor 2400 1.2 Procedure: 1.2.1 Each specimen is installed into the testing device by clamping the assembly firmly to the base of the load frame. The bracket of the loading device is secured to the anchor bolt at 90 degrees and an initial load is applied to remove any slack from the loading device. The anchor is them pulled at a rate of/a"in/min. and the highest load is recorded. Testing was conducted at three levels. First: flush with base plate. Second: 2"up from base plate. Third: 4"up from base plate. Review&Analysis: On testing & analysis set forth herein, it is our professional opinion that the U-Anchor 2400 when installed in accordance with Anchor Product's published installation requirements, will give the following results: Center bolt deforms the base plate. See results in table one per sample. Not weld separation or fastener withdrawal. Table: 1 Load Resistance-Shear (Horizontal) Test No. Force Applied from Peak Loads (Ibf) Failure Mode base Plate ( in inches) 1 0 972 Bolt deforms base plate 2 2" 867 Bolt deforms base plate 3 4" 836 Bolt deforms base plate Tcrst#a F.-;•'='irilV d ss}titlitie,541Ynl'tl�+�l tttr. >.ureirt ff 110109 Up f;ioi 11. abase o; e 972 0o;u; Vest# Put : .,,f,:1;; 90zr s off von n,o;!uu red 2 iodic-is ttfr from t)ro base isirtto, iFor.c=NF57ix rtird�;. Kest#3 9oirr Alihlird 90<4. at's of rt* ti;:af rrrorrsOved R ir;ches up from tf3e bar'Mae, .a ., Please ertrttn t Nautilus f:rag,xeering>with any querliorrc regarding din, these results, FARLENAN ivAL ,++aaa�t,ushhG41/40 OTCWINDSPEED BY LOCATION Applied Technology Council ininimmomr - Search Results c.3r,_,3v�����,., Latitude: 48.5126 • Longitude: -122.6127 • ASCE 7-10 Wind Speeds (3-sec peak gust MPH*): • Risk Category I: 100 Risk Category II: 110 • Risk Category III-IV: 115 Ejttt� .. „st • - MRI** 10 Year: 72 MRI** 25 Year: 79 • MRI** 50 Year: 85 ,,,r1:,y MRI** 100 Year: 91 Ili 7; Hep date l®20156eode ASCE 7-05: 85 ASCE 7-93: 70 "MPH(Mlles per hour) **MRI Mean Recurrence Interval(years) Users should consult with local building officials to determine If there are community-specific wind speed requirements that govern. WIND SPEED WEB SITE DISCLAIMER: While the information presented on this web site is believed to be correct,ATC assumes no responsibility or liability for its accuracy.The material presented In the wind speed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the wind speed report provided by this web site.Users of the information from this web site assume all liability arising from such use.Use of the output of this web site does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site(s)described by latitude/longitude location in the wind speed report. Sponsored by the ATC Endowment Fund Applied_T hnnptpgy Council 201 Redwood Shores Parkway,Suite 240 Redwood City,California 94065(650)595-1542 Design Maps Summary Report 5/13/15 9:13 AM USGS Design Maps Summary Report User-Specified Input Report Title KBR Anacortes Courthouse Solar Wed May 13, 2015 16:13:05 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 48.5126°N, 122.6127°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category IV (e.g. essential facilities) iJQbm A �- Anacortes AM E !iI C mapquest ei2015.Mtpoutst Serpi dada 02035"i MapQuest USGS-Provided Output Ss = 1.082 g SMs = 1.155 g Sos = 0.770 g Si = 0.429 g SM1 = 0.674 g SD1 = 0.449 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. http://ehp2-earthquake.wr.usgs.gov/designrnaps/us/summary.php7temp...5378102943b2.64964899&reportTitle=KBR+Anacortes+Courthouse+Solar Page 1 of 2 Design Maps Summary Report 5/13/15 9 13 AM MCEa Response Spectrum Design Response Spectrum 0,99 1,20 0.90 1.0e 07 Ass 0.64 0,94 O.Ss a.7 o.ea 0.so M 0.4V 111 a 48 0,32 0,as 0.24 0.24 0.16 0,12 o,os 0.00 1 I I 0,00 I 1 I I --I 0,00 0.20 0.40 0,60 0,a0 1,00 1,20 1,40 1.60 190 200 0,00 0..^,0 0,40 0,60 0.90 100 1,20 1.40 160 1.80 2.00 Period« T(sec) Period, T(sec) For PGAM, T1, Cas, and CP1 values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein This tool is not a substitute for technical subject-matter knowledge. http'//ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?temp,.5 3 78102 94 3b2.64964899&reportTitle=KBR+Anacortes+Courthouse+Solar Page 2 of 2 Design Maps Detailed Report 5/13/15 9:14 AM usGs Design Maps Detailed Report ASCE 7-10 Standard (48.5126°N, 122.6127°W) Site Class D - "Stiff Soil", Risk Category IV (e.g. essential facilities) Section 11.4.1 — Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain Si). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Figure 22-111] SS = 1.082 g From Figure 22-2 t23 S1 = 0.429 g Section 11,4.2 — Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20. Table 20.3-1 Site Classification Site Class vs N or Nch s„ A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w > 40%, and • Undrained shear strength s„ < 500 psf F. Soils requiring site response analysis See Section 20.3,1 in accordance with Section 21.1 For SI: lft/s = 0.3048 rn/s 11b/ft2 = 0.0479 kN/m2 • http://ehp2-earthquake.wr,usgs.gov/designmaps/us/report.php7templa...55378102943b2.64964899&reportTitle=KBR-rAnacortes+Courthouse+Solar Page 1 of 6 Design Maps Detailed Report 5/13/15 9:14 AM Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (MCER) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient Fa Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period Ss S 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss ? 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1,0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and Ss = 1.082 g, Fe = 1.067 Table 11.4-2: Site Coefficient F„ Site Class Mapped MCER Spectral Response Acceleration Parameter at 1-s Period Sr < 0.10 Si = 0.20 S1 = 0,30 S, = 0.40 S1 ? 0.50 i i A 0.8 0,8 0,8 0.8 0.8 1 B 1.0 1.0 1,0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11,4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S1 For Site Class = D and Si. = 0.429 g, Ft, = 1.571 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/report.php7templa...55378102943b2.64964899&reportTitle=KBR+Anacortes+Courthouse+5olar Page 2 of 6 Design Maps Detailed Report 5/13/15 9:14 AM Equation (11.4-1): Sms = F5Ss = 1.067 x 1.082 = 1.155 g Equation (11.4-2): 5,M1 = FS1 = 1.571 x 0.429 = 0.674 g Section 11.4.4 — Design Spectral Acceleration Parameters Equation (11.4-3): SD, = % SMS = % x 1.155 = 0.770 g Equation (11.4-4): Sol = % SM1 = % x 0.674 = 0.449 g Section 11.4.5 — Design Response Spectrum From Figure 22-12[3] TL = 0 seconds Figure 11.4-1: Design Response Spectrum T,4T, .=S„(0.4TO9AT/TO So, 0.770 - T t.T 'T . Ge $� T <T ' .$ 4-S iT th T TL S kJ,/TV I SSaA=0,449 Ld to T =0.117 T5 1.S 3 LC.:"1 Period,T(sec) http://ehp2-earthquake,wr.usgs.gov/designmaps/usfreport.php?tempia...55378102943b2.64964899&reportTitle=KBR+Anacortes+Courthouse+Solar. Page 3 of 6 Design Maps Detailed Report 5/13/15 9:14 AM Section 11.4.6 — Risk-Targeted Maximum Considered Earthquake (MCER) Response Spectrum The MCER Response Spectrum is determined by multiplying the design response spectrum above by IS. s a c I T =0.117 o.se4 1.000 Period,T(sec) http://ehp2-earthquake.wr.usgs.gov/designmaps/us/report.php7templa...55378102943b2.64964899&reportTitle=KBR+Anacortes+Courthouse+Solar Page 4 of 6 Design Maps Derailed Report 5/13/15 9:14 AM Section 11.8.3 — Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7 [4] PGA = 0.445 Equation (11.8-1): PGAM = FPGAPGA = 1.055 x 0.445 = 0.47 g Table 11.8-1: Site Coefficient FrcA Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA <_ PGA = PGA = PGA = PGA >_ 0,10 0.20 0.30 0.40 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C E 1.2 1.1 1.0 1.0 r 1.4 1.2 I 1.1 1.0 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class = D and PGA = 0.445 g, Fp = 1.055 Section 21.2.1.1 — Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) From Figure 22-17 153 CRS = 0.973 From Figure 22-18[6] CR1 = 0.942 http://ehp2-earthquake.wr.usgs.gou/designmaps/us/report.php?templa...553781U2943b2.64964899&reportTitle=KBR+Anacortes+Courthouse+Solar Page 5 of 6 Design Maps Detailed Report 5/13/15 9:14 AM Section 11.6 — Seismic Design Category Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter RISK CATEGORY VALUE OF Sos I or II III IV Sos < 0.167g A A A 0.167g 5 Sos < 0.33g B B C 0.33g 5 Sos < 0.50g C C D 0.50g 5 Sos D D D For Risk Category = IV and Sps = 0.770 g, Seismic Design Category = D Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter RISK CATEGORY VALUE OF Sol I or II III IV Sal < 0.067g A A A 0.067g 5 Sol < 0.133g B B C 0.133g 5 S01 < 0.20g C C D 0.20g 5 Sni D D D For Risk Category = IV and Si. = 0.449 g, Seismic Design Category = D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category E "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References 1. Figure 22-1: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7._Figure_22-1.pdf 2. Figure 22-2: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2.pdf 3. Figure 22-12: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-12.pdf 4. Figure 22-7: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure22-7.pdf 5. Figure 22-17: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-17.pdf 6. Figure 22-18: http://earthquake,usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-18.pdf http://ehp2-earthquake.wr.usgs.gov/designmaps/us/report.php7templa...5 5 3 78 102 94 3b2.64964899&reportTitle=KRR+Anacortes+Courthouse+Solar Page 6 of 6 -- — — — — — — 1 ( k T 21 '-g 1 6 - b i. .cin OF ANAUURTES JF-RIVI I' L :P 4.1 . jAPPROVEDpLANs . / — 6 �Ai1 NCB 147'-04" _.4a047_, _, i r ' k 2 �,„ � �, II:- M. Mir - - [ OVED BY I BJ `� 10 FE LD INSPECTION. OVER 1C� 67'-61 6 !IIMO AAP IrNni,..a0-; N or croF ; NCT IN .I. DFL nit M`MIf: I [ L - D - \ D 111. . . _ Pv MODULE 9'- 11�" AERORACK RAIL 121 '-011 6„ u \ Seismic Anchor E N E F A L NOTES CLIENT. maw',we: [:HECREb BY. s:r.L!: GWestern Soler r.oTS KB58 Modules (Itek 270W) RAC O pao,iE:t AND ADDRES DC Output: 15.66kW (DC) I AI�nlicAwerk ,Suite 105 Anacortes Public SafetyBuildingCourt House AeroRack: 10 Degree Tilt without side spoilers Toronto,oflrailoalE7 Row Spacing: 4.59 ft 1218 24th Street.Anacortes.INA 98221 U.S.A Ted! 1.88-13.6131.3204 Fs]x.9+17.933.5373 — QRAWIN[3 T TLE, MraYING NO: R€V.Nt: LATE. ',woeIcOraoklnR.com PROFESSIONAL ENGINEER'S SEAL AERORACKLAYOUT_.10 DEGREES -- — 1 04/30/20]5 , . ,p r 1 r Al 2 415 1 > it ,i, llit 1_ ---- 15.95 kW Photovoltaic System, (58) Itek Energy Module Array, 275 Watt, Monocrystalline Modules, Vmp=32.1 V. Imp=8.5 A, Vac=39.0 V. Isc=9,2 A "--+ T Solectria Renewables (by Itek) 7600TL Inverter #1: (3) Strings of(10) Modules, Vmp: 321.0 Volts DC, Imp: 8.5 Amps (Per String of 10 Modules) Solectria 7600TL #2: (2) Strings of(9) Modules and (1) String of(10) Modules, Vmp: 288.9 Volts DC, Imp: 8.5 Amps (Per String of 9 Modules) Modules and KB Racking Racking Solar Array Grounded per NEC 690 Using Continuous UL Approved WEEB Grounding System All Rooftop Cabling To Inverters Use Priority Wire and Cable, 10 AWG (UL) PV Wire, 600V, 90C Wet or 105C Dry, Sun Resistant UV Cable Prime Consultants Inc. dba. Western Solar Inc. 319 E. Champion St. ..i Bellingham, WA 98225- LICu: WESTES':910J0 ‘.1 a l (2) 3/4" EMTs Installed Project Manager: from Roof-top Array to ; .. „a Joshua Miller Solectria Renewable Inverter 4041 Home Road Locations to Include Bellingham, WA 98226 Total of(6) 10 THHN — Tel: 360-393-1288 (1) - 8 THHN Ground Per Solectria Inverter 0 CI Installing Electrician: (2) Solectria Renewables Inverter Prime Consultants Inc. Manufactured by Itek Energy (WA) output is A ' 0 dba. Western Solar Inc. PVI 7600TL, 7500 watt peakp I 1 4041 Home Road 31.7 Amps at 208 VAC each Bellingham, WA 98226 Installed in Upstairs Utility Room LICE+: WESTES:' 872DD 125 Amp, 120/208 Volt, 3-Phase Photovoltaic Sub-Array Combiner Panel Includes (2) 40 Amp, 120/208 Volt, Single-Phase Solar Interconnect Breakers i Installed in Upstairs Utility Room with (2) Solectria Renewables Inverters Client Name: *Dedicated Combiner Panel - No Loads To Be Added To This Panel': APSB 1 1/4" Conduit (3) #3 THHN Community Solar (1) 84' THHN Ground Line 1218 24th Street PSE REAP Solar Production Meter Anacortes, WA 3-Phase, 5 Jaw Meter Base Primary PSE CT Meter - 120/208V Installed by Northside Back Entrance — 1 #Z03 499 132 Project Size: of APSB Facility Adjacent to Net Meter Located on Northside of APSB Facility 15.95 kW PV System i .1 , I Adjacent to Solar Production Meter Iy Load I • Main Switchboard Drawn by: •, General Electric, 1000A, 3PH, 4W Joshua Miller, MI — 100A, 3 Phase 120/208 Volt ,.__ININ,__ 208Y/120 VAC Located in Primary Issue Date: Dedicated Photovoltaic AC Disconnect Electrical Roof on Northside of APSB 4-30-2015 Installed Adjacent to flet/Production Meters Facility with Access From North Exterior by Northside Back Entrance of APSB Facility Entrance Door One Line Electrical vsl 50A, 120/208V, 3PH, Solar Interconnect Breaker a'- City of Anacortes Invoice/Permit#: BLD-2015-0231 904 6th Street Applied date: 05/22/2015 L� i P.O.Box 547 Issue date: 05/22/2015 zs Anacortes, WA 98221-0547 Expire date: 11/19/2016 ;v (360) 293-1901 0, Job Address: 1218 24TH ST Permit Type: Commercial Alteration/Repair Permit ANACORTES WA 98221-2565 Project: APN: P118162 Remarks: Install 58 panel roof-mounted photovoltaic system Owner: CITY OF ANACORTES Contractor: WESTERN SOLAR INC. Address: PO BOX 547 Address: 4041 HOME RD ANACORTES WA 98221-0547 BELLINGHAM WA 98226 Phone: (360)293-1901 Phone: (360) 746-0859 License#: WESTES*910J0 General Information: Fees: Building Valuation 24000 Plan Review Deposit 122.61 Building Permit Fee 377.25 Plan Review Fee 122.60 State Building Code Fee 4.50 Total Calculated: 626.96 Deposits/Receipts: 0.00 Total Due: 626.96 • THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL y REGL. {,NG CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION.. ta(t_felee • SIGNATURE bF OWNER"URAUTHORIZED AGENT ISSUED BY \ 4a '\*7:11CIF-Ca5 Finance Department 15282-0003 Maryellen 06/22/2015 12;11PM =RMITS AND INSPECTIONS WESTERN SOLAR INC, BLD-2015-0231 Commercial Alteration/Repair Permit Install 58 panel roof-mounted photovoltaic system issued 2015 Item; BLD-2015-0231 626,96 'ayment Id: 65822 626.96 ibtotal 626.96 gal 626.96 (FINANCE CREDIT CARD 626.96 MasterCard *** ********3876 Ref=7287091657 Authr401681Z range due 0,00 id by; ERIC BLATZ ii1 II 11111I1111111 I1',II II11 i1i111 II 11I >ignature: - Thank you for your payment COPY DUPLICATE RECEIPT • frfe SI 1 0 — i -.40.,-- , ..,., / ...„..... Ali MI HI '."' •, 1 , I ip...-\ i t ..'`'.%p LAND _ E off 4�, r , Commercial Building Permit Application ' City of Anacortes Building Department P.O. Box 547 Anacortes,WA 98221 -Street Address: 904 6th Street Phone: (360) 293-1901 Fax: (360) 293-1938 SITE ADDRESS: i zig 014 ` -rig { €ANA Co .-rep CONTRACTOR tApplcant PROJECT DESCRIPTION IA. _ ~Aos yr e �- , _Ai. ( DEL - 15.15 5 +,, � y?c .,►,JrEO Name ll aL�lr'Lt Address I p zt)aCrf l C �f 7 m - _ f f Erl60 lr - . O City/State/Zip ,.[llv_�lcifl+i WA- q r r =C I �Y� Afith Phone fui " l_"� FAX { I v `Ji4�tgt)it r /I �c; 6 12, J�i , State License# 11; I Sfi/ c' Exp PARCEL NUMBER City of Anacortes Business License: . k,'es n No I P 1 I L- i PROPERTY OWNER ❑Applicant LEGAL DESCRIPTION C I S''r or fiN14•CO.'7163 Trrt�1 rJ Name i9U0b S'AFI?`'f 5[ u) CGti( l 4 . Address if v Zq -- - City/State/Zip AiWicoalErs, ?7 PROJECT VALUATION Phone-r` -293- 65! FAX '/ '1,60 T K8 aza\c E-Mail Address Number of Stories I Building Area: 0 Architect jDesigner IR Engineer 0 Applicant l'"Floor I v) `7 s.f. 2° Floor s.f. Name GVEtriCelAi cocApt. 3rd Floor s.f. Basement s.f. Address 5r /000E, Lot Area s.f. Construction� Type City/State/Zip Use Zone (PC) `�U191/0y'& T Sollutc5c Phone FAX Impervious Area E-mail Address Other(Describe) TENANT ❑Applicant LENDER LENDER INFORMATION MUST BE PROVIDED FOR PROJECTS OVER$5,000 Name IN VALUATION PEI.RCW. Address Name J 01I '- Ca V rz- 0 City/State/Zip Address Phone FAX City/State/Zip E-mail Address Phone No. I CONTINUED ON THE BACK 52112015 Print Window Details for Parcel:P118162 Jurisdiction: ANACORTES Zoning Designation: _ Please contact the city of ANACORTES for ANACORTES zoning information. Parcel Number XreflD Quarter Section Township Range P118162 350124-0-138-0100 04 24 35 01 Owner Information Site Addresses) Map Links CITY OF ANACORTES 1218 24TH ST Open in iMap PO BOX 547 Anacortes,WA(Jurisdiction, State) Assessor's Parcel Map: ANACORTES,WA 98221 Zio Code Lookup I Site Address Information PDF I DWF 2014 Values for 2015 Taxes* Exemption Sale Information 2015 Property Tax Summary Building Market Value$2,160,300.00 Deed Type 2015 Taxable Value $.00 Land Market Value +$.00 Sale Date General Taxes $.00 Total Market Value $2,160,300.00 Sale Price$.00 Special Assessments/Fees Assessed Value $2,160,300.00 Total Taxes $.00 Taxable Value $.00 "Effective date of value is January 1 of the assessment year(2014) Legal Description Definitions ACREAGE ACCOUNT, BUILDING ONLY ON P31915 TAX 300B PIN NE1/4 SE1/4 DES BAAP ON E LI OF M AVE EXT S 216FT S OF S LI 22ND ST TH E PLT S LI SD ST 300FT M/L TOW LI N AVE EXT 296 FT M/L TO N LI 24TH ST EXT W TH W ALG SD N Ll TO E LI M AVE EXT TH N ALG E Ll M AVE 296FT TPB BUILDING ONLY ON P31915 TAX 300B PIN NE1/4 SE1/4 DES BAAP ON F LI OF M AVE EXT S 216FT S OF S LI 22ND ST TH E PLTS LI SD ST 300FT MIL TO W LI N AVE EXT 296 FT MIL TO N LI 24TH ST EXT W TH W ALG SD N LI TO E LI M AVE EXT TH N ALG E Ll M AVE 296FT TPB Land Use (670)GOVERNMENTAL SERVICES WAC 458-53-030 Neighborhood (6E1PBLDG)ALL COUNTY EXEMPT PUBLIC BUILDING Utilities Levy Code 0900 Foundation City District Anacortes Construction Style School District SD103 Exterior Walls Fire District Roof Style Year Built 2000 Roof Covering Acres 0.00 Floor Construction Living Area 17270.00 sq ft Plumbing Bedrooms Heat-AirCond Appliances Fireplace Exemptions Non-profit or public ownership ht+n•rnmum ckanitnn Intl/not/Saarehlnrnrprtvd in Commercial Mechanical Fixtures Al! A Fuel Type ❑ Natural Gas ❑ Electric ❑ Wood ❑ Propane Gas ❑ Other , Type of Equipment Number of Type of Equipment Number of Fixtures Fixtures Furnace<=100K BTU Gas Fireplace Boilers/AC/Heat Pump Other Units Gas Outlets Ventilation Fans Gas Water Heater Range Hood I C Commercial Plumbing Fixtures Type of Fixture Number of Type of Fixture Number of Fixtures Fixtures Toilet Utility Sink. Dishwasher Hose Bibb Hand Sink Water Piping Kitchen Sink w/Disposal Additional Fixtures . Clothes Washer Electric Water Heater 1 HEREBY ACKNOWLEDGE III HAVE READ THIS PERMIT APPLICANT AND STATE THE INFORMATION IS CORRECT,AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATE LAWS REGULATING ACITIVIES COVERED BY THIS PERMIT APPLICATION. WITH THIS PERMIT ALL CONTRACTORS AND SUBCONTRACTORS SHALL HAVE A CURRENT WASHINGTON STATE CONTRACTORS LICENSE AND A CITY BUSINESS LICENS". ST WORK ORUES WILL BE ISSUED ON JOB SITES WHERE CONTRACTORS/SUBCONTRACTORS ARE WORKING WITHOUT PRO ER IC S 1 ."A A/-.‘ 5/201?(-NJ S— AP fle.AN'I`' NIGNATLRRE DATE j—CtSWLi ICi-E77- -L�7v t;f.fr - Last Updated Nov.9,2012 STRUCTURAL CALCULATIONS For Array Anchorage For the Anacortes Courthouse Solar Project 1218 24th Street, Anacortes, WA Project No. W Es 2015-010.01 �, or As• 4.� 5113115 ti Prepared by , _ • Interactive Resources ,T ` Structural Engineers n, w 117 Park Place ,o to r�RNA �� s toc 50817 Gw ww� Point Richmond, CA 94801 � ��L Phone (510) 236-7435 EXP.10-24-16 May 2015 DISCLAIMER: Structural design of this project by the undersigned was limited to the specific members and details shown in the calculations. Interactive Resources and the undersigned will accept no responsibility for any work not recorded in these calculations. I , • 21 '-916" T_ II i 'V 147 Uf,. 1 _ II _ f L 6 7'-6�6" ___, i i i 1 . i . ICI LEEI AD 4. II n I Pv I✓CDL_E r J _ 19'_11 AERORACK RA!_ I 1 121'-011 56 " r Seismic Ancho GENERAL NOTES CUENT: :DRAWN 6Y:;CHECKED BY:' SCALE: Western Solar 1 E.O NTS SS Modules(Itek 270W) KB M PROJECT NAME AND AGGRESS: DC Output: 15.66kW(DC) AeroRack: 10 Degree Tilt without side spoilers 1Ttlan to.Avenue, i e,Suit 3 0 Anacortes Public Safety Building & Court House Row Spacing: 4.59 ft 1218 24th Street,Anscortes,WA 98221 U.S.A. Tel:1.688,661,3204 F8%:647.033.5373 DRAWING-RUE: DRNWINC Co: REV.No: DATE: www-khra claw.com PROFESSIONAL ENGINEER'S SEAL AERORACK I,AYOUT_10 DEGREES 1 04/30/2015 Anacortes Courthouse Array Anchorage Racking Dead Loads (lbs per module) Racking Wind Loads [Strength] (lbs per module) 58.4 58.4 58.4 58,4- 139,4 93.4 93.4 139.4 • 58.4 58.4 58.4 58.4 93.4 84.4 84.4 93.4 58.4_ ■ 58.4 58.4 58.4 93.4 84.4 84.4 93.4 58.4 58.4 1 58.4 58,4 93.4 74.4 74.4- 93,4 58.4 58.4 _ 58.4 58.41 93,4 74.4 74.4 93.4 58.4 58.4 58.4 58.4 93.4 74.4 74.4 93.4 - 58,4 58.4 - 58.4 58.4 93.4 93.4 74.4 93.4 58,4 i 58.4 58.4 139.4 93.4 93.4 58,4 58.4 [58.4 58.4 93.4 93.4 74.4 93,4 58.4_ 58.4 1 58.4 58.4 93.4 74.4 93.4 93.4 58.4 58.4 58.4 93.4 93.4 139.4 58.4 58.4 58.4 58.4_ 93.4 74.4 93.4 93.4 E III 58,4 58.4. 58,4 58.4 93.4 74,4 74.4 93.4 58.4• 58.4 58.4 58.4]� 93.4 74.4 74.4 93.4 58.4 58.4 l 58.4 58,4_ 139.4 93.4 93.4 139.4 Net Uplift.(0.6W-0.6D) (lbs per module) (Per KB Racking wind tunnel report) 48.6 21 - 21 48.6 ■ -Defines location of positive roof connection • 21 15.6 15.6 21 Total Number of connectors= 14 21 15.6 15,6 . 21 l Array Dead Load= 3387.2# 21 9.6 9.6 21 Wind Uplift Load= 5391.2# I 21 9.6 9.6 21 Net Uplift Load= 1202.4# 21 9.6 9.6 21 21 21 9.6 21 Max uplif on an anchor= 106,2# 48.6 21 21 Roof framing is shown as 1 1/2", 21 ■ 21 9.6 21 ] Type B,20 gage metal deck 21 9.6 2I 21 ] 21 I 21 48.6] Tvvical connection:Use Anchor Product; 21 9.6 21 21 U-Anchor 2400 _ ■ ■ _ - 21 9.6 9.6 21 T,,nA,,.= 991 F.S.- 3.0 21 9.6 9.6 21 IIIT„3lo,v= 330,3 48.6 21 21 48.6_ (see attached test report) (see next page for analysis of seismic loads) 2015-010-0I AnaCortea Design xlsx,Wind Uplift INTERACTIVE KBR Racking - Anacortes Courthouse Solar Jab 2015- 1218 24th Street, Anacortes, WA 010.01 RESOUR CES • • rev. descpfpllon date by drown page ARCHMTURE•PLANNINO•ENWNEERINQ • i Pu i v Structural Engineers scale 2 117 Park Place Point Richmond, CA 94601 510.232. 325 date 5/13/15 of A 510.232.5325 (FAX) Seismic (IBC/ASCE 7) Seismic Design Category- D (ASCE 7-10,Chapters 11 & 13) Occupancy Category- IV (ASCE 7-10 Table 1-1) Seismic Importance Factor,1- 1.50 (ASCE 7-10 Table 11.5-1) Soil Site Class- D (ASCE 7-10 Chapter 20) Site Location Ss= 1.089 (reference: Sheet S1.0 Latitude 48° 30' 45.36" N S1= 0.432 I approved plans) Longitude 122° 36' 45 72n W SMS=FaS,= 1.159 Fa= 1.0644 SMI=F,.S, = 0.677 F„= 1.568 S0s=2/3 SMS= 0.773 Tl=0.2 SDI/SDs= 0.117 SDI=2/3 Slot= 0.451 Ts=SDI/SDS— 0.583 for T<To,S,=SDs(0.4+0.6 T/T0) for T0<T<T„S.=SD0 for T,<T,Sa=SD,/T Component Force (ASCE Section 13.3.1) ASCE Eq. 13,3-1 Fr_ 0.4 R SIDS Wu r 1 +2 h = 0.928 Wp Controls z= h h= roof elev. 0 o L J ASCE Eq. 13.3-2 F„max=1.65051QW„= 1.855 Wp ASCE Eq. 13.3-3 Fs,min=0.3 SDs ID Wp= 0.348 Wp In= 1.5 an= 1 R„= 1.5 for ASD,USE 0.7 *Fn Vertical earthquake force=0.2 Sips D Seismic Focres on Array Array Wt- 3387# FI,= 2200# Force per Anchor= 157# USE Anchor Products U-2400 Anchor Ult Cap Shear- 972# Allow= 324# FS= 3 Capacity of 4-#12 SMS in Shear= 784# tPlalr=20 gage 2015-010-01 Anacanes Design.xlsx,Seismic INTERACTIVE KBR Racking — Anacortes Courthouse Solar Job 2015— 1218 24th Street, Anacortes, WA 010.01 R E S 0 U R CES . . . rev. description date by drawn pagepage ARCIYIECIURE•PLANKNO•ENOINEERINO Structural Engineers scale 3 117 Pork Place Point Richmond. CA 94801 510.236.7435 date 510.232.5325 (FAX) 5/13/15 of A SOLECTRIA RENEWABLES —R :asrriRn•1 .i FS5 PVI 5 EC TRIA 011 PVI 520011 PVI TL PVI 760011 • M)RES I - 4 600 VI)C • Highest itldilstry weak aril) -- — _ CFC ctti[Ienacies * I igII h'clg{lt„CORloaft klo-Si1l8ilkYir !i,e ilk indniry -•r+,r• ■ Quick and easy instaftatian ■ MIFF! petai]ngvr doge rkUiw • DC iiiSir}Ii i ci ■ Passive coating • Of arC•fnULi actnrtIera a :1 p1lt#'I I iipl OPTIONS TRANSFORM ER LESS TI IN INVERTERS • i4IeI._I11L sl iiiOriIF+rlit Solectria Renewables' PVI 3800TL, 5200TL,6600TL,and 7600TL are compact, • nee+ue s:rarle rnonitmtFig transformerless,single-phase inverters with the highest peak and CEC efficiencies in the industry.These inverters come standard with an integrated DC disconnect,DC arc-fault detection and interrupt,1 or 2 MPP tracker(s),and a user-Interactive LCD and keypad.Their small and lightweight design make for quick and easy installation and maintenance.They have an innovative passive cooling design which eliminates the need for fans in the inverter.These inverters include an enhanced DSP control, comprehensive protection functions,and advanced thermal design enabling highest reliability and uptime.They also come with a standard 10 year warranty with options for 15 and 20 years. ATOus —Built far the real world — • - - .... _ _ _ _ . .1-11 . . i i ii, I it E lE GY HE SOLAR M DULE I • L PERFORMANCE - QUALITY - AFFORDABLE I_ -_ ^71- TL - Ce Hired NfBde __._ - - • BUILT IN WASHINGTON USING CUTTING EDGE 0 I ,.wasntr�tde. *- HIGH EFFICIENCY MONOCRYSTALLINE CELLS • 25 - YEAR POWER OUTPUT WARRANTY t`; 10 -YEAR WORKMANSHIP WARRANTY EXCEPTIONAL POWER DENSITY (WATTS{m2) GENERAL DATA MECHANICAL DATA calf type •60 high-efficiency rnonocryslalline p-type cells oimenaaons 39.1"X 54.8"X 2" •6x I 0 cell matrix GOSS • Ultra-clear solar glass with anti-reflective coating from KhepitCoat® Wright 43 lbs • Low iron,tempered •Anti-glare prismatic subsurface texture • Multi-layered 6acksfx0 1 •Engineered adhesion for maximum weather protection • MAXIMUM RATINGS Preme •High-strength corrosion resistant anodized aluminum,available in Operational Temperature -40 +90°C black or clear coat • Compatible with standard racking,accommodating bath top-down PMox4rem System Voltage 600V -.-...-..-.-....-. .-._t7.. .._-.,...-_...............up to,. ..--...-.-......-.-......-.-............ clamps and bottom flange mounting D�:si n Lead( t703(UL ) a to 113 ibs/fla • Numerous mounting holes on inch dimension centers ____.._- • Micro-inverler and DC optimizer attachments Mctxlmurn Load(CAL 1703) 551 1rg/m515400 Po) Cabfe • 42"90C 12 AWG PV wire Maximum Wind Load 113lbs,012 Max Series Fuse tailing 15A .function lox • 3 bypass diodes •600VDC MC4 connector Max Reverse Current 15A Grounding •Certified for Wiley Electronics WEEBTM grounding clips • Eight standard grounding locations per module for NOTE: Specifications subject reduced ground wire length to change without notice SYP- haP-I F • P •\ 3.13' _, TEMPERATURE RATINGS a.94° Nominal Operating Cell Temperature(NOCT) 48.20°C ( Irarnperahsre Coefficient of P is., -0,47%/°C 99.18" Temperature Coefficient an V 0,, -cm%/°C 1.a r 42' Lr. Temperature Coefficient of I +0.04%/"C aT Tar;nperafure Coefficient at V err -0.45%/°C s' Juncl[on Sox 24- 1 .. _I_ ... - QUALIFICATIONS Fromeo°Plh:a° (A Listing UL 1703 ♦ • Eatingss C I 48' 64,67• ELECTRICAL DATA* 255T HE 260 HE 261 HE 27o HE 2.5 HE 280 UE Maximum Power-PM.:(Wp) 255 260 265 270 275 280 ir Moxifeurn Power Voilauc-v..7_,(y) 31 5 31.7 31,8 .32.0 32,1 32.3 l 1 Mnx mutr}Powea Current I.u.r(A) 8.1 8.2 8.3 8.4 8.5 8,6 �W O Mt Open Circuit VoltageVo<(V) 38.4 38.6 38.7 38.9 39.0 39.2 � energy Short Circuit Current.1:.--(A1 8,8 8.9 9.0 9.1 9.2 9.3 __.............._-._-__ The Seat Choice For Solar Power Density(WW1 155.6 158.8 161,9 164,9 168.0 171.0 itekenergy.Cam I WA. 360.647.9931 c1,1,1cnca°cle,l,lici•nary.°ryvn,hrn-W.e.cf Il,e In_klulti Yu,c5 a l Slow,d 1-.:c nrr.,:r•c I+TCI. . 6I2.3 8.G3G9 �ra�once of u,rcrv+em•ha.-s,;,„cronn,,cua I,mnymwre 2.5c77F) V07.0415 1 • . __ III!" u 1 . 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Monocrystalline silicon cells itek Energy's HE cells are among • the highest efficiency p-type cells in the world. 4. EVA encapsulant Using a time-tested formula for high 0 transmittance and superior bonding itek solar panels utilize only the -- best EVA encapsulants which come from STR,a Connecticut based company. • 5. Backsheet Multi-layered and engineered adhesion for maximum 16114 weather protection itek uses backsheets from Medico,a U.S.innovator of protective coating for 100 years. .ss' itek HE Frame Full 2"engineered box construction •Corrosion resistant aluminum alloy, available in clear coat or black 2,0011 PERFORMANCE GUARAl1ITEEDI •Accommodates both top-down stufs& and bottom mounting methods - •Flexib€e mounting options for North ao� American building dimensions(U.S. • standard) snr .,,�_...�.�.��•1.42.-_..,_-a,. Q • au power output at end of year 25 w a a 0. a% - - -- \. .d._I AAP 5 10 15 20 25 • 5 YEARS • ���I te No k energy The Best Choice For Solar .. Certified Made itekenergy.com 1 WA, 3Go.54T.9531 in Washington. MN. G12.318.6369 Sheet Metal Screw(SMS)Allowable Shear Loads (per Title 24,Part 2,Chapter 22A,Div,VII,Section 2218A,E6.3)(AISI 1996,Section E4) Material Properties F,,= 33ksi F„= 45ksi Fy= 50 ksi F„= 65 ksi Q = 3.0 Pa,=P„,/Q Gage t F. SMS d P,,=lesser of(when t2/t, < 1,0) 12 0.1046 50 #6 0.135 P .=4.2(t23d)'f2 Fug 14 0.0747 50 #8 0.161 Pn,=2.7 tl d Fi1 16 0.0598 50 # 10 0.183 P,,=2.7t2dF, 18 0.0478 33 # 12 0.209 20 0.0359 33 P„,=lesser of(when t2/t,>2.5) 22 0.0299 33 P„,=2.7 t, d F,,, 24 0.0239 33 Pns=2.7 t2 d Fug #6 #8 # 10 #12 t1 t2 t,/t1 Fi1 F„2 P„s Pas P,, Pas Pns P„., Pn5 I Pas 24 24 1.000 45 45 257 86 280 93 299 100 319 106 24 22 1.251 45 45 365 122 405 135 437 1 146 474 158 24 20 1.502 45 45 392 131- 468 156 531 177 594 198 24 18 2.000 45 45 392 131 468 156 531 177 607 202 22 24 0.799 45 45 257 86 280 93 299 100 319 106 ................... 22 22 1.000 45 45 359 120 392 131 418 139 447 149 22 20 1.201 45 45 475 158 525 175 565 188 611 204 22 18 1.599 45 45 490 163 585 195 665 222 759 253 20 24 0.666 45 45 257 86 280 93 299 100 319 106 20 22 0.833 45 45 359 120 392 131 418 139 447 149 20 20 1.000 45 45 472 157 516 172 550 183 588 196 20 18 1.331 45 45 589 196 702 234 798 266 905 302 18 18 I.000 45 45 726 242 793 264 845 282 903 301 18 16 1.251 45 65 784 261 935 312 1063 354 1214 405 18 14 1.563 45 65 784 261 935 312 1063 354 1214 405 18 12 2.188 45 65 784 261 935 312 1063 354 1214 405 16 18 0.799 65 45 726 242 793 264 845 282 903 301 16 16 1.000 65 65 1417 472 1602 534 1708 569 1825 608 16 14 1.249 65 65 1417 472 1690 563 1921 640 2193 731 16 12 1.749 65 65 1417 472 1690 563 1921 640 2193 731 14 18 0.640 65 45 726 242 793 264 845 282 903 301 14 16 0.801 65 65 1417 472 1602 534 1708 569 1825 608 14 14 1.000 65 65 1770 590 2111 704 2384 795 2548 849 14 12 1.400 65 65 1770 590 2111 704 2399 800 2740 913 12 18 0.457 65 45 726 242 793 264 845 282 903 301 12 16 0.572 65 65 1417 472 1602 534 1708 569 1825 608 12 14 0.714 65 65 1770 590 2111 704 2384 795 2548 849 12 12 1.000 65 65 2478 826 2956 985 3359 1120 3837 1279 • t, -Thickness of member in contact with the screw head t,-Thickness of member not in contact with the screw head 2015-0IUAt Anueurtes SMS Londs.xls,Shear I N T E R A C T I V� KBR Racking - Anacortes Courthouse Solar lab 2015- 1218 24th Street, Anacortes, WA 010.01 R ESO U R CES . . . rev. description date by drawnP page ARCHITECTURE.PLANNINO.ENONEFFtINa MW Structural Engineers ecole 6 117 Park Place Point Richmond, CA 94801 510.236.7435 date 510.232.5325 (FAX) 5/13/15 of A Sheet Metal Screw(SMS)Allowable Tension Loads (per Title 24,Part 2,Chapter 22A,Div.VII,Section 2218A,E6.4)(AISI 1996,Section E4) Material Properties F,,= 33ksi Fn= 45ksi Fy= 50 ksi F,,— 65 ksi 12 = 3.0 P,,=P,,,/C2 Gage I t Fv SMS d d, P ,=lesser of(Perot or P.) 12 ' 0.1046 50 #6 0.135 0.283 14 0.0747 50 #8 0.161 0.283 P„o,_.85 t,,d F,2 16 0.0598 50 # 10 0.183 0,3125 tc=lesser of depth of penetration or t2 18 0.0478 33 #12 0.209 0.4375 20 0.0359 33 P = 1.5 tl d,,F„1 22 0.0299 33 24 0.0239 33 #6 #8 # 10 # 12 t2 tz/tl Ful Fug Pnl Pat Pnl Pol Pnt Pet Pnt I Pal 24 24 1.000 45 45 123 41 147 49 167 56 191 64 24 22 1.251 45 45 154 51 184 61 209 70 239 80 24 20 1.502 45 45 185 62 221 74 251 .. 287 96 24.. . .... 18 2.000 45.. .. .45 247 82 294 98 335 112 382..... . 127 22 24 0.799 45 45 123 41 147 49 167 56 191 64 22 22 1.000 45 45 154 51 184 61 209 70 239 80 22 20 1.201 45 45 185 62 221 74 251 84 287 96 22 18 . ...1.599... 45.... 45 247 82. ... 294 98 335 .. . 112 382........127 20 24 0.666 45 45 123 41 147 49 167 56 191 64 20 22 0.833 45 45 154 51 184 61 209 70 239 80 20 20 1.000 45 45 185 62 221 74 251 84 287 96 20 18 1.331 45 45 247 82 294 98 335 112 382 127 18 18 1.000 45 45 247 82 294 98 335 112 382 127 2300 7 65 446 149 532 17 65 202 691 18 16 1.251 45 _...18 14 1.563 45 65 557 186 664 221 755 252 863 288 18 12 2.188 45 65 780 260 930 310 1058 353 1208 403 16 18 0.799 65 45 247 82 294 98 335 112 382 127 16 16 1.000 65 65 446 149 532 177 605 202 691 230 16 14 1.249 65 65 557 186 664 221 755 252 863 288 16 12 1.749 65 65 780 260... 930 310 1058 353 1208 403 14 18 0.640 65 45 247 82 294 98 335 112 382 127 14 16 0,801 65 65 446 149 532 177 605 202 691 230 14' 14 1.000 65 65 557 186 664 221 7.55 252 863 288 14 12 1.400 65 65 780 260 930 310 1058 353 1208 403 12 20 0.343 65 45 I85 62 221 74 251 84 287 96 12 16 0.572 65 65 446 149 532 177 605 202 691 230 12 14 0,714 65 65 557 186 664 221 755 252 863 288 12 12 1.000 65 65 780 260 930 310 1058 353 1208 403 tl -Thickness of member in contact with the screw head t2,-Thickness of member not in contact with the screw head 2015-010-01 Anacor[cs Sh15 Loads.sls,Tension 1 N T E R A C T 1 VE KBR Racking — Anacortes Courthouse Solar Job 2015— 1218 24th Street, Anacortes, WA 010.01 RESO U R CES rev. description date by drawn Pace Aga417Eo111RE•FLANNIN O•RICINr£PoNO PMW Structural Engineers scale 7 117 Park Place Point Richmond, CA 94801 510.236.7435 date 510.232,5325 (FAX) 5/13/15 of A Load Resistance Testing Nautilus Engineering Of Anchor Products U-Anchor 2400 Consulting Engineering Oakwood Village, Ohio 440-786-7363 Per the request of Anchor Products,Nautilus Engineering on September 201, 2012 witnessed the full scale load testing of the U-Anchor 2400 mechanically attached. STANDARDS: TAS 117-95, Appendix B — Test Procedure for Dynamic Pull-Through Performance of Roofing Membranes over Fastener Heads or Fasteners with Metal Bearing Plates, ©FBC, 1995. Review&Analysis: Based on the testing &analysis set forth herein, it is our professional opinion that the Membrane U-Anchor 2400 mechanically attached when installed in accordance with Anchor Products' published installation requirements,carries an ultimate design load of 991 lbf per part.The safety factor applied to establish allowable load should be in accordance with the type of roof decking to which the plate is to be secured. Analysis and allowable-load determination for use with fasteners in structural concrete decking should include review of center- to-center limitations and margins associated there with based on the compressive strength of the concrete and the type and embedment-depth of fastener selected. The configuration and load-response of the U-Anchor 2400 would permit optional insulation and/or cover board between the single-ply roof membrane and the deck for wood and concrete deck applications. Insulation and or cover board are required atop steel decks, as these components serve to resist any rotational load the part incurs. Table 1:Fastener Withdrawal From Purlin Using Deckfast#12 Purlin Fasteners Dekfast#12 18GA. 16GA. 14GA. 12GA. • 3/16" 1/4" Purlin 375 599 869 1477 2300 2300 fasteners Table 2: Comparative Fastener Withdrawal Performance Alternate Substrates Static Target Fastener Substrate Withdrawal Minimum Margin Over (lbf) Per Fastener Minimum (lbf) OMG#12 Standard Min. 15/32-inch Plywood 411 248 1.7 Roofgrip Min.22 ga. Steel 372 248 1.5 OMG#14 Roofgrip Min. 15/32-inch plywood 431 248 1.7 Min.22 ga. Steel 382 248 1.5 2,5000 psi concrete 783 248 3.2 OMG#15 Roofgrip Min. 15/32-inch plywood 409 248 1.7 Min.22 ga. Steel 529 248 2.1 OMG Stainless#12 Min. 15/32-inch plywood 277 248 1.1 Standard Min.22 ga. Steel 346 248 1.4 OMG#14 Heavy Duty Min. 15/32-inch plywood 275 248 1.1 Min.22 ga. Steel 303 248 1.2 3,000 psi concrete 1596 248 6.5 OMG CD-10 3,000 psi concrete 1066 248 4.3 OMG Fluted Nail 3,000 psi concrete 1074 248 4.34 " c16".(;'/f.,e_LAV--7-_—•••., 'fo,ar;i,,r�tk� Shear Load Resistance Testing Nautilus Engineering Anchor Products U-Anchor 2400 Consulting Engineering 7761 First Place Oakwood Village, Ohio 440-786-7363 Per the request of Anchor Products, Nautilus Engineering on March 13th, 2013 witnessed the full scale shear testing of the U-Anchor-2400 at the following distances from the base of the U-anchor: 0,2",4". STANDARDS:TAS 117-95, Appendix B— Test Procedure for Dynamic Pull-Through Performance of Roofing Membranes over Fastener Heads or Fasteners with Metal Bearing Plates, ©FBC, 1995. Attending Technicians: Anchor Products Nautilus Engineering Gary Calderwood Ron Farleman 1. Load Resistance—90 degree Horizontal(Shear) 1.1 Scope: 1.1.1 Shear load resistance testing was conducted for the U-Anchor 2400 1.2 Procedure: 1.2.1 Each specimen is installed into the testing device by clamping the assembly firmly to the base of the load frame. The bracket of the loading device is secured to the anchor bolt at 90 degrees and an initial load is applied to remove any slack from the loading device. The anchor is them pulled at a rate of/a"in/min. and the highest load is recorded. Testing was conducted at three levels. First: flush with base plate. Second: 2"up from base plate. Third: 4"up from base plate. Review&Analysis: On testing & analysis set forth herein, it is our professional opinion that the U-Anchor 2400 when installed in accordance with Anchor Product's published installation requirements, will give the following results: Center bolt deforms the base plate. See results in table one per sample. Not weld separation or fastener withdrawal. Table: 1 Load Resistance-Shear (Horizontal) Test No. Force Applied from Peak Loads (Ibf) Failure Mode base Plate ( in inches) 1 0 972 Bolt deforms base plate 2 2" 867 Bolt deforms base plate 3 4" 836 Bolt deforms base plate Tcrst#a F.-;•'='irilV d ss}titlitie,541Ynl'tl�+�l tttr. >.ureirt ff 110109 Up f;ioi 11. abase o; e 972 0o;u; Vest# Put : .,,f,:1;; 90zr s off von n,o;!uu red 2 iodic-is ttfr from t)ro base isirtto, iFor.c=NF57ix rtird�;. Kest#3 9oirr Alihlird 90<4. at's of rt* ti;:af rrrorrsOved R ir;ches up from tf3e bar'Mae, .a ., Please ertrttn t Nautilus f:rag,xeering>with any querliorrc regarding din, these results, FARLENAN ivAL ,++aaa�t,ushhG41/40 OTCWINDSPEED BY LOCATION Applied Technology Council ininimmomr - Search Results c.3r,_,3v�����,., Latitude: 48.5126 • Longitude: -122.6127 • ASCE 7-10 Wind Speeds (3-sec peak gust MPH*): • Risk Category I: 100 Risk Category II: 110 • Risk Category III-IV: 115 Ejttt� .. „st • - MRI** 10 Year: 72 MRI** 25 Year: 79 • MRI** 50 Year: 85 ,,,r1:,y MRI** 100 Year: 91 Ili 7; Hep date l®20156eode ASCE 7-05: 85 ASCE 7-93: 70 "MPH(Mlles per hour) **MRI Mean Recurrence Interval(years) Users should consult with local building officials to determine If there are community-specific wind speed requirements that govern. WIND SPEED WEB SITE DISCLAIMER: While the information presented on this web site is believed to be correct,ATC assumes no responsibility or liability for its accuracy.The material presented In the wind speed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the wind speed report provided by this web site.Users of the information from this web site assume all liability arising from such use.Use of the output of this web site does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site(s)described by latitude/longitude location in the wind speed report. Sponsored by the ATC Endowment Fund Applied_T hnnptpgy Council 201 Redwood Shores Parkway,Suite 240 Redwood City,California 94065(650)595-1542 Design Maps Summary Report 5/13/15 9:13 AM USGS Design Maps Summary Report User-Specified Input Report Title KBR Anacortes Courthouse Solar Wed May 13, 2015 16:13:05 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 48.5126°N, 122.6127°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category IV (e.g. essential facilities) iJQbm A �- Anacortes AM E !iI C mapquest ei2015.Mtpoutst Serpi dada 02035"i MapQuest USGS-Provided Output Ss = 1.082 g SMs = 1.155 g Sos = 0.770 g Si = 0.429 g SM1 = 0.674 g SD1 = 0.449 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. http://ehp2-earthquake.wr.usgs.gov/designrnaps/us/summary.php7temp...5378102943b2.64964899&reportTitle=KBR+Anacortes+Courthouse+Solar Page 1 of 2 Design Maps Summary Report 5/13/15 9 13 AM MCEa Response Spectrum Design Response Spectrum 0,99 1,20 0.90 1.0e 07 Ass 0.64 0,94 O.Ss a.7 o.ea 0.so M 0.4V 111 a 48 0,32 0,as 0.24 0.24 0.16 0,12 o,os 0.00 1 I I 0,00 I 1 I I --I 0,00 0.20 0.40 0,60 0,a0 1,00 1,20 1,40 1.60 190 200 0,00 0..^,0 0,40 0,60 0.90 100 1,20 1.40 160 1.80 2.00 Period« T(sec) Period, T(sec) For PGAM, T1, Cas, and CP1 values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein This tool is not a substitute for technical subject-matter knowledge. http'//ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?temp,.5 3 78102 94 3b2.64964899&reportTitle=KBR+Anacortes+Courthouse+Solar Page 2 of 2 Design Maps Detailed Report 5/13/15 9:14 AM usGs Design Maps Detailed Report ASCE 7-10 Standard (48.5126°N, 122.6127°W) Site Class D - "Stiff Soil", Risk Category IV (e.g. essential facilities) Section 11.4.1 — Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain Si). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Figure 22-111] SS = 1.082 g From Figure 22-2 t23 S1 = 0.429 g Section 11,4.2 — Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20. Table 20.3-1 Site Classification Site Class vs N or Nch s„ A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w > 40%, and • Undrained shear strength s„ < 500 psf F. Soils requiring site response analysis See Section 20.3,1 in accordance with Section 21.1 For SI: lft/s = 0.3048 rn/s 11b/ft2 = 0.0479 kN/m2 • http://ehp2-earthquake.wr,usgs.gov/designmaps/us/report.php7templa...55378102943b2.64964899&reportTitle=KBR-rAnacortes+Courthouse+Solar Page 1 of 6 Design Maps Detailed Report 5/13/15 9:14 AM Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (MCER) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient Fa Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period Ss S 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss ? 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1,0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and Ss = 1.082 g, Fe = 1.067 Table 11.4-2: Site Coefficient F„ Site Class Mapped MCER Spectral Response Acceleration Parameter at 1-s Period Sr < 0.10 Si = 0.20 S1 = 0,30 S, = 0.40 S1 ? 0.50 i i A 0.8 0,8 0,8 0.8 0.8 1 B 1.0 1.0 1,0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11,4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S1 For Site Class = D and Si. = 0.429 g, Ft, = 1.571 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/report.php7templa...55378102943b2.64964899&reportTitle=KBR+Anacortes+Courthouse+5olar Page 2 of 6 Design Maps Detailed Report 5/13/15 9:14 AM Equation (11.4-1): Sms = F5Ss = 1.067 x 1.082 = 1.155 g Equation (11.4-2): 5,M1 = FS1 = 1.571 x 0.429 = 0.674 g Section 11.4.4 — Design Spectral Acceleration Parameters Equation (11.4-3): SD, = % SMS = % x 1.155 = 0.770 g Equation (11.4-4): Sol = % SM1 = % x 0.674 = 0.449 g Section 11.4.5 — Design Response Spectrum From Figure 22-12[3] TL = 0 seconds Figure 11.4-1: Design Response Spectrum T,4T, .=S„(0.4TO9AT/TO So, 0.770 - T t.T 'T . Ge $� T <T ' .$ 4-S iT th T TL S kJ,/TV I SSaA=0,449 Ld to T =0.117 T5 1.S 3 LC.:"1 Period,T(sec) http://ehp2-earthquake,wr.usgs.gov/designmaps/usfreport.php?tempia...55378102943b2.64964899&reportTitle=KBR+Anacortes+Courthouse+Solar. Page 3 of 6 Design Maps Detailed Report 5/13/15 9:14 AM Section 11.4.6 — Risk-Targeted Maximum Considered Earthquake (MCER) Response Spectrum The MCER Response Spectrum is determined by multiplying the design response spectrum above by IS. s a c I T =0.117 o.se4 1.000 Period,T(sec) http://ehp2-earthquake.wr.usgs.gov/designmaps/us/report.php7templa...55378102943b2.64964899&reportTitle=KBR+Anacortes+Courthouse+Solar Page 4 of 6 Design Maps Derailed Report 5/13/15 9:14 AM Section 11.8.3 — Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7 [4] PGA = 0.445 Equation (11.8-1): PGAM = FPGAPGA = 1.055 x 0.445 = 0.47 g Table 11.8-1: Site Coefficient FrcA Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA <_ PGA = PGA = PGA = PGA >_ 0,10 0.20 0.30 0.40 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C E 1.2 1.1 1.0 1.0 r 1.4 1.2 I 1.1 1.0 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class = D and PGA = 0.445 g, Fp = 1.055 Section 21.2.1.1 — Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) From Figure 22-17 153 CRS = 0.973 From Figure 22-18[6] CR1 = 0.942 http://ehp2-earthquake.wr.usgs.gou/designmaps/us/report.php?templa...553781U2943b2.64964899&reportTitle=KBR+Anacortes+Courthouse+Solar Page 5 of 6 Design Maps Detailed Report 5/13/15 9:14 AM Section 11.6 — Seismic Design Category Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter RISK CATEGORY VALUE OF Sos I or II III IV Sos < 0.167g A A A 0.167g 5 Sos < 0.33g B B C 0.33g 5 Sos < 0.50g C C D 0.50g 5 Sos D D D For Risk Category = IV and Sps = 0.770 g, Seismic Design Category = D Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter RISK CATEGORY VALUE OF Sol I or II III IV Sal < 0.067g A A A 0.067g 5 Sol < 0.133g B B C 0.133g 5 S01 < 0.20g C C D 0.20g 5 Sni D D D For Risk Category = IV and Si. = 0.449 g, Seismic Design Category = D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category E "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References 1. Figure 22-1: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7._Figure_22-1.pdf 2. Figure 22-2: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2.pdf 3. Figure 22-12: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-12.pdf 4. Figure 22-7: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure22-7.pdf 5. Figure 22-17: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-17.pdf 6. Figure 22-18: http://earthquake,usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-18.pdf http://ehp2-earthquake.wr.usgs.gov/designmaps/us/report.php7templa...5 5 3 78 102 94 3b2.64964899&reportTitle=KRR+Anacortes+Courthouse+Solar Page 6 of 6 -- — — — — — — 1 ( k T 21 '-g 1 6 - b i. .cin OF ANAUURTES JF-RIVI I' L :P 4.1 . jAPPROVEDpLANs . / — 6 �Ai1 NCB 147'-04" _.4a047_, _, i r ' k 2 �,„ � �, II:- M. Mir - - [ OVED BY I BJ `� 10 FE LD INSPECTION. OVER 1C� 67'-61 6 !IIMO AAP IrNni,..a0-; N or croF ; NCT IN .I. DFL nit M`MIf: I [ L - D - \ D 111. . . _ Pv MODULE 9'- 11�" AERORACK RAIL 121 '-011 6„ u \ Seismic Anchor E N E F A L NOTES CLIENT. maw',we: [:HECREb BY. s:r.L!: GWestern Soler r.oTS KB58 Modules (Itek 270W) RAC O pao,iE:t AND ADDRES DC Output: 15.66kW (DC) I AI�nlicAwerk ,Suite 105 Anacortes Public SafetyBuildingCourt House AeroRack: 10 Degree Tilt without side spoilers Toronto,oflrailoalE7 Row Spacing: 4.59 ft 1218 24th Street.Anacortes.INA 98221 U.S.A Ted! 1.88-13.6131.3204 Fs]x.9+17.933.5373 — QRAWIN[3 T TLE, MraYING NO: R€V.Nt: LATE. ',woeIcOraoklnR.com PROFESSIONAL ENGINEER'S SEAL AERORACKLAYOUT_.10 DEGREES -- — 1 04/30/20]5 , . ,p r 1 r Al 2 415 1 > it ,i, llit 1_ ---- 15.95 kW Photovoltaic System, (58) Itek Energy Module Array, 275 Watt, Monocrystalline Modules, Vmp=32.1 V. Imp=8.5 A, Vac=39.0 V. Isc=9,2 A "--+ T Solectria Renewables (by Itek) 7600TL Inverter #1: (3) Strings of(10) Modules, Vmp: 321.0 Volts DC, Imp: 8.5 Amps (Per String of 10 Modules) Solectria 7600TL #2: (2) Strings of(9) Modules and (1) String of(10) Modules, Vmp: 288.9 Volts DC, Imp: 8.5 Amps (Per String of 9 Modules) Modules and KB Racking Racking Solar Array Grounded per NEC 690 Using Continuous UL Approved WEEB Grounding System All Rooftop Cabling To Inverters Use Priority Wire and Cable, 10 AWG (UL) PV Wire, 600V, 90C Wet or 105C Dry, Sun Resistant UV Cable Prime Consultants Inc. dba. Western Solar Inc. 319 E. Champion St. ..i Bellingham, WA 98225- LICu: WESTES':910J0 ‘.1 a l (2) 3/4" EMTs Installed Project Manager: from Roof-top Array to ; .. „a Joshua Miller Solectria Renewable Inverter 4041 Home Road Locations to Include Bellingham, WA 98226 Total of(6) 10 THHN — Tel: 360-393-1288 (1) - 8 THHN Ground Per Solectria Inverter 0 CI Installing Electrician: (2) Solectria Renewables Inverter Prime Consultants Inc. Manufactured by Itek Energy (WA) output is A ' 0 dba. Western Solar Inc. PVI 7600TL, 7500 watt peakp I 1 4041 Home Road 31.7 Amps at 208 VAC each Bellingham, WA 98226 Installed in Upstairs Utility Room LICE+: WESTES:' 872DD 125 Amp, 120/208 Volt, 3-Phase Photovoltaic Sub-Array Combiner Panel Includes (2) 40 Amp, 120/208 Volt, Single-Phase Solar Interconnect Breakers i Installed in Upstairs Utility Room with (2) Solectria Renewables Inverters Client Name: *Dedicated Combiner Panel - No Loads To Be Added To This Panel': APSB 1 1/4" Conduit (3) #3 THHN Community Solar (1) 84' THHN Ground Line 1218 24th Street PSE REAP Solar Production Meter Anacortes, WA 3-Phase, 5 Jaw Meter Base Primary PSE CT Meter - 120/208V Installed by Northside Back Entrance — 1 #Z03 499 132 Project Size: of APSB Facility Adjacent to Net Meter Located on Northside of APSB Facility 15.95 kW PV System i .1 , I Adjacent to Solar Production Meter Iy Load I • Main Switchboard Drawn by: •, General Electric, 1000A, 3PH, 4W Joshua Miller, MI — 100A, 3 Phase 120/208 Volt ,.__ININ,__ 208Y/120 VAC Located in Primary Issue Date: Dedicated Photovoltaic AC Disconnect Electrical Roof on Northside of APSB 4-30-2015 Installed Adjacent to flet/Production Meters Facility with Access From North Exterior by Northside Back Entrance of APSB Facility Entrance Door One Line Electrical vsl 50A, 120/208V, 3PH, Solar Interconnect Breaker L 1 26202"-2 0089 09 i 0/ 01 1 001 1 . ::rm i '. Fes 008036 1 50,6_I �►� C? :: City of Anacortes Permit#: BLD-2011-0337 904 6th Street Issue date: 09/19/2011 P.O.Box 547 Expire date: 03/17/2013 O! Anacortes, WA 98221-0547 ,•1'�� , , T. (360) 293-1901 Job Address: 1218 24TH ST Permit Type: Mechanical Permit ANACORTES WA 98221-2565 Project: APN: P118162 Remarks: Replace boiler. Owner: CITY OF ANACORTES Contractor: BLYTHE PLUMBING&HEATING INC Address: PO BOX 547 Address: 2201 HUMBOLDT ST ANACORTES WA 98221-0547 BELLINGHAM WA 98225-4120 Phone: (360)293-1901 Phone: (360)733-7810 License#: General Information: Fees: #of Boilers> 100000 BTU 1 Mechanical Permit Fees 50.65 Total Calculated: 50.65 Deposits/Receipts: 0.00 Total Due: 50.65 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. e7T" v‘C)11.1454ert7r.-0—, NATUR OWNER OR AUTHORIZED AGENT ISSUED BY MECHANICAL PERMIT APPLICATION °tit . 0A Building Department 1.-1, :sir P.O. Box 547 Anacortes, WA 98221 °°Oy.- Phone No.: 360-293-1901 FAX: 360.293.1938 SITE ADDRESS: 1 2-I g v--tvt. .i.-- CONTRACTO �.�! i f Name' 1: j t I e p W`rn\ I Oh 117 . PROJECT DESCRIPTION 2�0 1 New Work 'Kqi kt.,� Address v l (• fify /a Alteration I„O i,/�j li I City/State/Z' `�I y/ C Phon ID FAX 1 Permit Fee 23.50 (I State License#171,\-1fi ' Exp 0)2- Type of Equip. Fee Each No. Amount City of Anacortes Business License#IpC)b (%-' I' Air Cond.Unit 10.65 PROPERTY OWNER Refrigeration Unit 10.65 Name Forced Air System 14.80 Address Floor Furnace 14.80 City/State/Zip Wall Heater 14.80 Phone FAX Clothes Dryer 10.65 E-mail Address Ventilation Fan 7.25 APP NT �n+ Range Hood 10.65 Namejil W.,9El 1)1A/ I 5 '( • ' Gas Fireplace 10.65 Address l )V AY() f,S - Gas Water Heater 10.65 City/State/Zip Gas Piping 4.75 Phone ''^^ FAX .�(�> , Other -(Des ribe Q /'!11 E-mail AddressY/l C,&�I l VLii vi r -C l ei cS oik ' i CON T n TOTAL FEES DUE Vii?9 NameIC V " r 4 V� Address VIAb\a+. `J City/Sta /Zip/� e 1.\ I�ti''nV' \'j k t 1- Phone V �y AX (P1 - �, U�/ jt�,t/� E-mail Address 0 ,I�a,ie S 10` 1 ���1 "'-,-L O ` I HEREBY ACKNOWLEDGE I HAVE READ THIS PERMIT APPLICATION AND STATE THE INFORMATION IS CORRECT,AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATE LAWS REGULATING ACTIVITIES COVERED BY THIS PERMIT APPLICATION. WITH THIS PERMIT ALL CONTRACTORS AND SUBCONTRACTORS SHLL HAVE A CURRENT WASHINGTON STATE COIj1RACTORS LICENSE AND A CITY BUSINESS LICENSE.STOP WORK ORDERS WILL BE ISSUED TE I-ERE CONTR 0 /SUBCONTRACTORS ARE WORKING WITHOO OPER ' ICE�SE. � APPLICAN S SIG AT RE DAE Last Updated 11-29-05