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Report (55) sTA0/?—co-fiz_ RECEIVED 71,2_3 5e0, 5-A *c.el. NOV 292.017 Version#71.0-TBD CITY OF TIGARD RU BUILDING DIVISION Abe De Dig<VLza"vv'ver:""Vera DN:<n=Abe De Vera, man=aaefera�:aarrry.rom, VeraSoAaE larCiry,r,orA2 poran,l onD5, November 21,2017 ' PR op RE: CERTIFICATION LETTERa�' + ]' j Version#71.0-TBD RU HARDWARE DESIGN AND STRUCTURAL ANALYSIS RESULTS SUMMARY TABLES Landscape _Hardware- M Landscape odues'ldoff Specifications Hardware x-x Spacing �X-X Cantilever Y-YSpacing` Y Y Cantilever Configuration Uplift DCR MP1 72" 24" 39" NA Staggered 47.0% MP3 72" 24" 39" NA Staggered 47.6% Portrait - Hardware-Portrait Modules'Standoff Specifications Hardware', X-x Spacing X-X Cantilever Y-Y Spacing _ Y Y Cantilever Configuration Uplift DCR MP1 48" 20" 64" NA Staggered 51.5% MP3 48" 20" 64" NA Staggered 52.1% Structure -- Mounting Plane ming _ Qualification Results v Type Spacing Pitch Member Evaluation Results MP1 Pre-Fab Truss 24"O.C. 32° Member Impact Check OK MP3 Stick Frame 24"O.C. 42° Member Analysis OK w/Upgrades as Specified in Plans Refer to the submitted drawings for details of information collected during a site survey. All member analysis and/or evaluation is based on framing information gathered on site.The existing gravity and lateral load carrying members were evaluated in accordance with the IEBC and the IBC. Tesla,Inc. Ti.,-- L. SE; C,atNStp14N$ n.Criterr7 Seismic Design Code ASCE 7-10 Latitude;_ - 537v -- Longitude -122.8520 S-Mat,ShoTtPeripd Se --'11960 USGS SRA at 1s Period Si 0.350 USGS Sail Site Class: D ABC-4613.5.2 Seismic Design Category SDC D USGS Seismic Check Required(Ss a 0Ag 8i SDC D)fi -, Yes IAC 16131 ALTERATION LATERAL DESIGN 10%EXCEPTION CHECK peed"L . ' ht PVSystem Weight 335 sf S# sf 1,006 lbs Total Weight of PV System W(PV) 1,006 lbs Sum Area of MPs with PV 657 sf -771N3r'tiol Ro lg :'` it De d I Roof 657 sf 9.4 psf 6,189 lbs Ceiling 657 sf Interior Walls(Top Half) 410 sf 5.0 psf 2,051 lbs Exterior Walls`(Top Ralf) 410 sf "`8.5 par--- -3;486ibs Net Weight of Roof Under PVW(exsq 15,012 lbs %Increase of OCi2 of Lateral Force w 6?% Resisting System . frYr to increase Seismic sheaf Load<,10%->104 • Note: Seismic base shear is directly proportional to roof weight. STRUCTURE ANALYSIS i.--LOADING SUMMARY ANMEMBER C ECK.-,MPI " e r_,,, r -1_ T ,, •=r PIrw les - ,- -- ' -"-'*'''' ''''''71, M P1 oi]x• 1,1.;1 ertt Br„ i '''i- rt _,, ftierfi ,, - Overhang 1.16 ft Actual W 1.60., ,:' Roonirs;,r P pf es '__ E,, Apati 1 8. 4 ft Actualf 50" Number of Spans(w/o Overhang) 3Span 2 6.22 ft Nominal Yes l:<..too ng Material Corhrp f Span: -:-fia2 ft - 1n"2) 5.-2 Re-Roof No Span 4 Sx(in."3) 3.06 ,wood athlog ' '`'des', Span5. Ax(irr44} ' 5,36 ' Board Sheathing None Total Rake Span 25.52 ft TL Defl'n Limit 120 Vaulted Ceiling No' PV -Start 74 ,ft ''Wood Species ,�. DF Ceiling Finish 1/2"Gypsum Board PV 1 End 19.42 ft Wood Grade #2 Rafter 5 di.,. ' 2!z, -PV 2 Start Fb(psi) 900 Rafter Spacing 24"O.C. PV 2 End Fv(psi) 180 Top Lat Bracing , _ Full , . RV_2Start , "tom), 1, 00,O0t# Bot Lat Bracing At Supports PV 3 End E-min(psi) 580,000 ..-el er )..oa ' itch E ,:, 4112 Ii; al , ,, „Pitch% jrus ,7`. , Non as 'P Area t Roof Dead Load DL .5 psf x 1.18 7.7 psf 7.7 psf PV,Diad Load PV- . 0 f 1.18, ,v,,3.5.--0-*.. Roof Live Load RLL 20.0 psf x 0.83 16.5 psf I we&Sn l oa , �,.` SIY "25.0 oati----::_; I I 1 25.0 at, 2 M.psf Tata-F.-toad(Goveming ;) TL . „ - 32.7 psf - 36.Zpsf Notes: 1. ps=Cs*pf;Cs-roof,Cs-pv per ASCE 7[Figure 7-2] 2. pf=0.7(Ce)(Ct)(Is)pg; Ce 0.9,Ct=1.1,Is=1.0 - Merril s' ,', E, a1y =Resu1 7. . ,-_ _ i . .,::).4";'-'-i:-@:1;-4t7',=•nabs . = ,,4Ri wP1f .'7-` (lb4 ). Poa "V, � mpact ,' ? , " suit Gravity Loading Check -1,467.7 -1,520.9 4% Pass ZEP HARDWARE DESIGN 4 c55 Z$ "=i Y mss`•`.ta, CALCULATIONS- ''',3,!..43'333-3343' , . „ fjo fngg'Material Comp Roof Roof Slope 32° -raining'Type i Direction. - Y-Y Rakers PV System Type SolarCity SleekMountT"' System Type ZS Comp Standoff(Attachment Hardware) Comp Mount Type C up nuu,�-.Vi�nts, No Design Code IBC 2012 ASCE 7-10 Wind Design-Method Partially/Fully Enclosed Method Ultimate Wind Speed V-Ult 120 mph Fig. 1609A Exposure Category C Section 26.7 Roof Style Gable Roof Fig.30.4-2A/B/C-5A/B Kean Roof Hei Iht h 2;5 ft = Sectio*26.2 d Presstiire CaIcuIatioit G rats ; Wind Pressure Exposure KZ 0.95 Table 30.3-1 Topographic Factor 1(2 9.00 Section 26.8 Wind Directionality Factor Kd 0.85 Section 26.6-1 Importance Factor i I. NA Velocity Pressure qn qh=0.00256(Kz)(Kzt)(Kd)(VA2) 29.6 psf Equation 30.3-1 Ext. Pressure Coefficient(Up) GCp(Up) -0.95 Fig.30.4-2A/B/C-5A/B Ext. Pressure'COeffiient(Down), GCp(Down •° D88' F 30.4-2A/B/c-5th, Design Wind Pressure p p=qh (GCp) Equation 30.4-1 Wind Pressure Up Piupi 2L2 psi Wird Pressure Down _ pw 25.9 psf ALLOWABLE STANDOFF SPACINGS = .ill .,;. .._ .., . . ,..� moti } ''"., Max Allowable Standoff Spacing Landscape 72" 39 Max Allowable Cantilever '' Landsc _a€.. . 24'' ' _ _-NA Standoff Config uration Landscape Staggered Max Steadoff urtaaryArea Trib 2d sf PV Assembly Dead Load W-PV 3.0 psf Net W Sta d Tactual -300' a=` Uplift Capacity of Standoff T-allow 637 lbs Stand pdr : :3DCR' 47 a Max Allowable Standoff Spacing Portrait 48" 64" - acAI)oweble Centile er 20" Standoff Configuration Portrait Staggered ;Max.Standoff'Tributary„Ares : T E `, _ 2.1sf PV Assembly Dead Load W-PV 3.0 psf et ind Uplift atStandoff = 6 '€T a tual8.lbs _ -- Uplift Capacity of Standoff T-allow 637 lbs Sfand ff..Demand/C paoi t R4/0 ;; . STRUCTURE ANALYSE LOADING S°UMMARY;AND MEMBER CHECK,-'lid MP3 thf mE ntc. 3�� " m «i+ ' Overhang 1.16 ft Actual W 3.00 ,,., ,,, * „tk* TSpan Span <- 1 3. ft , �E aD °' ,. X6.43'" Number of Spans(w/o Overhang) 1 2 Nominal Yes dig' ter al Comp-hoof Span 3 A(in ) ` _ 19 07 Re-Roof No Span 4Sx(in.^3) 20.70 plywood Sheathfing YYes •:` ` paa lx(in^4) -'-',40:8-1, Board Sheathing None Total Rake Span 20.18 ft TL Defl'n Limit 120 Vaulted Ceiling- -; . No - . PV a• , ' 3.33 ft Wood Species"- =OF Ceiling Finish 1/2"Gypsum Board PV 1 End 11.25 ft Wood Grade #2 Rafter iope '-,---'1._4?° P1/ Stasi) ' '-:--1_ __ Rafter Spacing 24"O.C. PV 2 End Fv(psi) 180 14tt4t racingFull' PV 3 Start - �, [p ) 1,600,000 Bot Lat Bracing At Supports PV 3 End E-min(psi) 580,000 ���' ' _ _ co��fi,_ 1 1. It ft'ii . _.EPitch A ,., . h � , _ ,}/Area a= 3, P��aa.... Roof Dead Load DL 8.5 psf x 1.35 11.4 psf 11.4 psf 1)1/Dead-toad PV,Di. 3.0 psi' x1.36 • 4.0 psf Roof Live Load ' RLL 20.0 psf x 0.65 13.0 psf Live/Snow toad 4.0 •, 25.0 psf - •t` t 25.0 psf . 25.0 psf Total Load(Governing LC}, '1 38.4 psf - 40.5 psf I Notes: 1. ps=Cs*pf;Cs-roof,Cs-pv per ASCE 7[Figure 7-2] 2. pf=0.7(Ce)(C1)(Is)pg; Ce 0.9,C1=1.1,I5=1.0 ft ent- f _ E---'-'1,,-;--t--74,'7 I Ti1..�. s.. .- 16, -1 i e nt €,t1 Lo'ca Ca a K1 CRR tee¢ + Bending Stress •si 1,088.3 8.1 ft 1,428.3 76% Pass MR HARDWARE DESIGN CALCULATIONS - MP3. . - . amu I;ilane t.OW1. ii -'€ ,, _ R, -Ing Material, - Cornp=Roof {. Roof Slope 420 fig Type/Direction , Y-Y Rafters PV System Type SolarCity SleekMountT"' Zep System Type - ZS Comp _ Standoff(Attachment Hardware) Comp Mount Type C Spannirg_Vents" No Wind Des __; =' ..i0K =g iii €E�_ '" I Design Code IBC 2012 ASCE 7-10 wind Design Method Partially/fully Enclosed Method - Ultimate Wind Speed V-Ult 120 mph Fig. 1609A i xppsure'Category C Section 28,7 Roof Style Gable Roof Fig.30.4-2/B/C-5ANB Mean-Roof Height h 25 ft - _ Section i,2 __, Wind,,Pir iWire'entWard 'ic ,, ,` ;IL Wind Pressure Exposure KZ 0.95 Table 30.3-1 Topographic Fair i€,* 1.00 Section 26.8 Wind Directionality Factor Kd 0.85 Section 26.6-1 ttn-portance Factor: .., 1 - NA VelocityPressure qh=0.00256(1(z)(Kzt)(Kd)(V^2) qh 29.6 psf Equation 30.3-1 M_ €ii_ c 1` d Pressure '-i-,-,&. _� Ext. Pressure Coefficient(Up) GCp(Up) -0.95 Fig.30.4-2A/BIC-5AB 'Ext.-Pressure Ment(Down) --=',tCI?(Downy 0.86 Pig.10.4-2A/BfC-5A(B:' Design Wind Pressure p p=qh (GCp) Equation 30.4-1 Wind-Pressure Up pta) '-28.2 psf=_. - - Wind PressuroDown ptdo,wnt 25.9 psf ALLOWABLE STANDOFF SPACING , " ,AitX-OtrectiorilV,I, ' b E ': ,.«Y-Dtrectt'ot'i ....'. Max Allowable Standoff Spacing Landscape 72" 39° M Towable CantileverLandscape e, Standoff Configuration Landscape Staggered Max Standoff Trib'utery area , :':• Tri _; ;,, E , PV Assembly Dead Load W-PV 3.0 psf tett Wind Upl ' t' indoff T-4s1-0a1 -- .303 lbs Uplift Capacity of Standoff T-allow 637 lbs S ndoffDetnand/Capacity :PCR, .- 4'7 6010,..-, r E= '4, e ,.. it„ -,.L . 7= ice,::. ... � , '. Max Allowable Standoff Spacing Portrait 48" 64 MaxAliowitile Cantilever . Portrait': `,„- - Standoff Configuration Portrait Staggered Max Stand triba'tary Area Tr'lb 't f PV Assembly Dead Load W-PV 3.0 psf Net Windt t-at tandof _T=actual _ -04 lbs Uplift Capacity of Standoff T-allow 637 lbs Standoff Demand/Capacity h 52A% ',