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Home My WebLink AboutPV2022-039 - CalcsvV2b223�! 20 (Zv\ Cly-amd DAbct VINCI & ASSOCIATES c5lraclaral 6nyiaeers STRUCTURAL CALCULATIONS FOR PHOTOVOLTAIC ARRAY Qian Lin 25 Rue Grand Ducal Newport Beach, CA 92660 0HA � c w4-1 ` K XP. /31/ r r sl�UCTUWP � * TF OF CAY��/ CLIENT: Baker Home Energy JOB NO: 09-3457 175 E. WILBUR ROAD, STE 103 • THOUSAND OAKS, CA 91360 805.496.2100 0 VinciSE.com BUILDING DIVISION 04/19/2022 BY: Y.T. ........... DATE: 1/18/2022 VINCI & ASSOCIATES SHEET: 1 PROJECT: Qian Lin cSfiuclur¢/ iiagioeers JOB NO.: 19-3457 25 Rue Grand Ducal 175 E. WILBUR ROAD, STE 103 • THOUSAND OAKS, CA 91360 ENGR.: JRV Newport Beach, CA 92660 805.496.2100 • vinCISE.WM CLIENT: Baker Home Energy DESIGN DATA: ROOF DESIGN LOAD- OADROOFING L_I ROOFING( Built Up) = 5 psf SHEATHING = 2 ROOF RAFTERS/TRUSS = 2 MISCELLANEOUS = 1 ROOF RAFTERITRUSS DESIGN DEAD LOAD = 10.0 psf CEILING & INSULATION = 3.25 MISCELLANEOUS = 125 DESIGN DEAD LOAD = 14.5 psf DESIGN LIVE LOAD = 20 psf DESIGN SNOW LOAD = 0 psf WIND DESIGN CRITERIA: BASIC WIND SPEED = 100 mph WIND EXPOSURE = C NUMBER OF STORIES = 2 ROOF SLOPE = 1' SOLAR MODULE Solar Module Width: = 40 in Solar Module Length: = 82.4 in Solar Module Area = 22.89 ft2 Solar Module Dead Load = 3.5 psf Number of PV Modules = 47 Number of Mounts to Roof = 88 Maximum Spacing of Mounts = 4 ft O.C. Tributary Area to Mounts 22.89 ft2 x ( 47 ! 88 ) = 12.22 ft2 (Average) (4 ftoc x 82.4 in / 12"/ft ) / 2 = 13.73 ft2 (Worst Case) Solar Module Vertical Support Point Load 13.73 ft2 x 3.50 psf = 48.1 lbs TOTAL AREA OF ADDED SOLAR PANELS ( 3.33 ft x 6.87 ft ) x ( 47 Modules ) = 1075.8 ft2 DATE: 1/18/2022 VINCI & ASSOCIATES PROJECT: Qian Lin SHEET: 2 25 Rue Grand Ducal51rr chiral 6nvt )eerc 17JOB NO.: 19-3457 5 E. WILBUR ROAD, STE 103 • THOUSAND OAKS, CA 91360 Newport Beach, CA 92660 ENGR.: JRV _CLIENT: Baker Home Fnarcv 805.496.2100 • VmmSE.com 1TRUCTURAL MEMBER LAGS MUST HAVEIA IINIMUM OF 2.5" THREAD DEPTH INTO TRUCTURALBEAM APPROPRIATE WATER LGHT TO COMPLY ROOFING WITH SECT, MASTIC503 OF HE CBC 8 8963 OF THE CRC POST A 140HMEW POINT 'EXISITNG ROOF MEMBER "UNIRwI- �.W/6`16C'SYST HREAD EMBED ENT NTORAFTER LAG CENTERED IN Rmv mc..... 7 NOT TO EXCEED, 24" WITH 2.00" PENETRATION INTO JOIST PALLOW = 2.00 " x 410 lbs/in = 819.2 lbs > 151 lb Therefore O.K. FACTOR OF SAFETY: F.O.S. = 5.43 > 1.5 Therefore O.K. ZONE2 UPLIFT = 29.2_Psf-.6(3.50ps Design Force = ( Uplift x (0.6))-.6(3.50ps Net Uplift = 15.4 psf 1.87 Connections per Module (MIN) 47 Modules, 88 Connections Max Trib Area = 13.73 ft2 UPLIFT / CONN. = 13.73 ft2 x 15.4 psf = 212 lbs/conn (TABLE 12.2A) lbs/in x CD x Ct 5/16 in screw I ZONE 3 -UPLIFT = - 29 2 psf _- 0.6 (3.50 psf) Design Force = ( Uplift x (0.6)) - 0.6 (3.50 psf) Net Uplift = 15.4 psf 1.87 Connections per Module (MIN) 47 Modules, 88 Connections Max Trib Area = 9.16 ft2 UPLIFT/ CONN. = 9.16 ft2 x 15.4 psf = 141.4 lbs/conn PER 2018 NDS (TABLE 12.2A) PALLOW = 256 lbs/in x CD x Ct for (1) 5/16 in screw WITH 2.00" PENETRATION INTO JOIST PALLOW = 2.00 " x 409.6 lbs/in 819.2 lbs > 141 lbs Therefore O.K. FACTOR OF SAFETY: F.O.S. = 5.79 > Therefore O.K. REFER TO NEXT SHEET FOR UPLIFT FORCE _CALCULA_TIONS ZONE 1 UPLIFT = 21.8 psf-.6(3.50pE Design Force= (UPiift x (0.6))-.6(3.50pE Net Uplift = 11.0 psf 1"87 Connections per Module (MIN) 47 Modules, 88 Connections Max Trib Area = 1373 2 UPLIFT / CONN. _ PER 2018 NDS FALLOW = 256 for (1) ft 13.7 ft2 x 11.0 psi 151 lbs/conn (TABLE 12.2A) lbs/in x Cox C1 5/16 in screw PER 2018 NDS FALLOW = 256 for (1) WITH 2.00" PENETRATION INTO JOIST FALLOW = 2.00 " x 410 lbs/in = 819.2 lbs > 212 lbs Therefore O.K. FACTOR OF SAFETY: 1.5 F.O.S. = 3.86 > 1.5 Therefore O.K. DATE: 1/18/2022 VINCI & ASSOCIATES SHEET: 3 PROJECT: Qian Lin c$lruc(ural 6ngineerc JOB NO.: 19-3457 25 Rue Grand Ducal 175 E. WILBUR ROAD, STE 103 • THOUSAND OAKS, CA 91360 ENGR.: JRV Newport Beach, CA 92660 605.496.2100 • VinciSE.com Company Baker Home Enerpv Wind Analysis Per ASCE 7-16 - Components and Cladding 0 Exposure Category: Importance Factor: Basic Wind Speed: C 1 100 Z�B T i 5 q l 2oM > 0 r---- , 2 1' 2 j - I� 2ii g 12e Topographical factor: 1 Flat Bldg Ht to Save : 19 ft2 Walls I 1 Bldg Ht to Ridge: 24 ft Roof -• Roof > ° Bldg L : 79.653 ft Bldg W: 30.9 ft Effective area: 1075.8 ft2 a = 3 (width of edge strips, ASCE 7-16, 28.3-1) Desian pressures for Roof Top Solar Panels qh = 18.50 /psf (4h=0.00256K,K IKdKaV2) (ASCE 7-16, 26.10) G Cp = External pressure coefficient (ASCE 7-16, 30.3.2) G Cpi = 0.18 or -0.18 (ASCE 7-16, 26.13-1, Enclosed Building) Zone 1 Zone l' Zone 2 Izone2elZone 2n Zone 2r Zone 3 IZone 3e I Zone 3r Izone 41 Zone 5 G C 0.20 0.20 0.20 0.20 0.63 0.63 -GCp -1.00 -0.40 -1.40 -1.40 -0.72 0.00 Roof Ton Solar Panels last) Zone 1 Max Pressure = -11.10 psf YE _ - 1.5 (ASCE 7-16, 29.4-7) Zone 2 Max Pressure = -10.36 psf (USING WORST CASE EDGE FACTOR) Zone 3 Max Pressure = -10.36 psf p = qh (GCp ) (YE) (Ya) (ASCE 7-16, 29. 4.4) Zone 1 Zone 1' I Zone 2 IZone 2e IZone 2n lZone 2rj Zone 3 Zone 3e I Zone 3r IZone 41 Zone 5 Positive 2.22 1.48 1.48 1.48 6.99 6.99 Negative -11.10 -2.96 -10.36 1 -10.36 -7.99 0.00 Components and Claddina Pressure fpst) Zone 1 Max Pressure = -21,83 psf GOVERNS Zone 2 Max Pressure = -29.22 psf GOVERNS Zone 3 Max Pressure = -29.22 psf GOVERNS p = qh [(G Cp) - (G Cp;)] (pressure on component, ASCE 7-16, 30.3-1) p (min) = 16 psf (ASCE 7-16, 30.2.2) Zone 1 Zone I'l Zone 2 IZone 2e Zone 2n Zone 2rl Zone 3 1 Zone 3e I Zone 3r IZone 41 Zone 5 Positive 16.00 16.00 16.00 16.00 19.69 19.69 Negative -21.83 -16.00 -29.22 -29.22 21.93 -21.93 R DATE: 1/18/2022 VINCI & ASSOCIATES SHEET: 4 PROJECT: Clan Lin c5lruclurW Gngineers JOB NO.: 19-3457 25 Rue Grand Ducal 175 E. WILBUR ROAD, STE 103 • THOUSAND OAKS, CA 91360 ENGR.: JRV Newport Beach, CA 92660 a05.496.2100 • VlnciSE.com CLIENT: Baker Home Energy LATERAL FORCES: (Base Shear Calculations - 2019 CBC / ASCE 7-16) SEISMIC: Site Class: D (Use D if unknown) S1= 0.475 (USGS Software) F" = 1.5 (Table 1613.3.3(2)) 1 = 1.0 (Table 11.5-1) R = 6.5 (Table 12.2-1) SMs = Fa * Be = 1.601 (Eq. 16-37) SMI= Fv * S1 = 0.713 (Eq. 16-38) TL = 8S (Figure 22-12) T = Ct * (hn)x = 0.182s (Eq. 12.8-7) h,= 19.0 ft Ss= 1.33 (USGS Software) Fa = 1.2 (Table 1613.3.3 (1)) SDs = '/3 * SMs = 1.07 (Eq. 16-39) Sol = '/3 * SM1 = 0.48 (Eq. 16-40) Ct = 0.02 (Table 12.8-2) X = 0.75 (Table 12.8-2) **GOVERNS** VMIN = ( SDs) / ( R / I) = 0.16 W (Eq. 12.8-2) NEED NOT EXCEED: IF T5 TL USE: V = ( SDI)/ T *(R / I) = 0.40 W (Eq. 12.8-3) IF I/ TL USE: V = ( SDI)*(TL) I T' *( R / 1) = 17.65 W (Eq. 12.8-4) SHALL NOT BE LESS THAN: V = 0.01 W (Eq. 12.8-5) 1/18/22, 10:05 AM U.S. Seismic Design Maps 1 OSHPD 25 Rue Grand Ducal, Newport Beach, CA 92660, USA Latitude, Longitude: 33.626638, -117.8767963 m°i o� -p Big Canyon or o;� ® Park Newport Apartments, Tree Rd Ody a Duffy Rental Newport beach ® es 3 Google /1 Shell m a 9 Map data 02022 Date 1118/2022, 10:04:50 AM Design Code Reference Document ASCE7-16 Risk Category II Site Class _ D - Default (See Section 11.4.3) Type Value Description Ss 1.334 MCER ground motion. (for 0.2 second period) S, '.0.475 MCER ground motion. (for 1.0s period) SMs 1.601 Site -modified spectral acceleration value SM1 null -See Section 11.4.8 Site -modified spectral acceleration value SDS 1.068 _ Numeric seismic design value at 0.2 second SA SDI null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 12 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.578 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGA, 0.694 Site modified peak ground acceleration TL 8 Long -period transition period in seconds SsRT 1.334 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.458 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SSD 2.589 Factored deterministic acceleration value. (0.2 second) S1RT 0.475 Probabilistic risk -targeted ground motion. (1.0 second) S1UH 0.514 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. SID 0.828 Factored deterministic acceleration value. (1.0 second) PGAd 1,05 Factored deterministic acceleration value. (Peak Ground Acceleration) Gas 0.915 Mapped value of the risk coefficient at short periods CRI 0.924 Mapped value of the risk coefficient at a period or 1 s https://seismicmaps.org 1/2 DATE: 1/18/2022 VINCI $ ASSOCIATES SHEET: 6.1 PROJECT: Qian Lin c31rud"a/ Gngineers JOB NO.: 19-3457 25 Rue Grand Ducal 175 E. WILBUR ROAD, STE 103 • THOUSAND OAKS, CA 91350 ENGR.: JRV Newport Beach, CA 92660 805.498.2100 • VinciSE.com CLIENT: Baker Home Energy LATERAL FORCES 2019 CBC: SEISMIC BASE SHEAR- V= HEAR•V= 0.164 W (SEE PREVIOUS) TWO STORY STRUCTURE h, = 5.0 ft h1 -h2 = 9.0 ft h2 = 10.0 ft F1': ROOF = 15 PSF = 336.2088 F2': FLOOR = 15 PSF = 336.21 plf x 0.6 = WALLS = 7 plf TRIB 2ND FLR WALLS = 7 21.5 TRIB 11T FLR WALLS = 7 x 0.164 29 3.53 PSF x 0.164 4.76 PSF F1 = F2 (F1' x h1) = 4.85 psf (F1' x h1) + (F2' x h2) F2 = F1' + F2' = 8.29 psf WIND LOADS: Ps= A kzn l.PS30 (Eq. 28.6-1) A= 1.21 PS30A= 19.20 psf PSA 23.27 psf Iw= 1.00 PS30B= -10.00 psf PSB -12.12 psf k,1, 1.00 PS30C= 12.70 psf Psc 15.39 psf PS30D= -5.90 psf Pso -7.15 psf TOTAL F1OLT: _ ( 5 ft+ 9 ft /2 ) x (23.2704 psf +12.12 psf = 336.2088 plf >> 336 plf F1ASD = 336.21 plf x 0.6 = 201.7253 plf >> 202 plf F2ULT = ( 9 ft /2 + 10 ft /2 ) x (23.2704 psf +12.12 = 336.2088 plf >> 672P If F2ASD: = 336.21 plf x 0.6 = 201.7253 plf >> 403 plf DATE: 1/18/2022 VINCI & ASSOCIATES SHEET: 7 PROJECT: Qian Lin 61ruclura/ &zgineere JOB NO.: 19-3457 25 Rue Grand Ducal 175E.WILBURROAD, STE103•THOUSAND OAKS, CA91360 ENGR.: JRV Newport Beach, CA 92660 $05.496.2100 • VinciSE.com CLIENT: Baker Home Energy CHECK IMPACT OF NEW SOLAR PANELS ON SEISMIC LOAD TOTAL ROOF AREA: ( 79.7 ft x 30.9 ft + ( 51.5 ft x 6.2 ft ) + ( 30.2 ft x 11.0 ft + ( 16.5 ft x 6.2 ft ) _ EXISTING ESTIMATED SEISMIC LOAD (BASE SHEAR) 3213.35 ft2 x 4.85 psf = 15581.4 Ibs AREA OF ADDED SOLAR PANELS (PER PAGE 1) WEIGHT OF PANELS: 3.5 psf ADDED SEISMIC LOAD 3.5 psf x 1075.8 ft2 x 0.16 = % INCREASE = 618.2 = 15581.42882 3213.3482 ft2 1075.8 ft2 618.2 lbs 4.0% < 10% Therefore O.K. Per CEBC SECTION 503.4 WoodWorkso I Loads: Design Check Calculation Sheet Wood Works Sizer 2019 (Update 3) Check Top Chord of Existing Truss Jan. 18, 2022 10:31 Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Analysis/Design Roof -DL Dead Full Area No 157 17.00(24.0") Roof-LLR Roof constr. Full Area Yes fb 20.00(24.0") Pvl Dead Point No 2.75 48 PV2 Dead Point No 4.75 48 Ilbs PV3 Dead Point No 8.25 48 PV4 Dead Point No 10.25 48 PV5 Dead Point No 13.75 48 Pv6 Dead Point No 15.75 48 setting used: 1/2"f PV7 Dead Point No 19.25 48 PVB Dead Point No 21.25 48 lbs PV9 Dead Point No 24.75 48 lbs PV10 Dead Point No 26.75 48 lbs Pvll Dead Point No 30.25 48 Its PV12 Dead Point No 32.25 48 lbs ,Self -weight Dead Full UDL I No 1 2.0 if Maximum Reactions (lbs) and Bearing Lengths (in) : 8.25' 33.156' 16.5' 24.75' 33' Unfactored: Anal sis Value Design Value Unit Analysis/Design Shear fv Dead 157 225 506 fv/Fv' = 410 506 fb 191 Roof Live Factored: 148 psi 403 0.53 377 Bending(-) 403 = 1122 148 Total Bearing: 305 fb/Fb' = 909 786 0.08 909 339 Length 0.50* 0.78 Live Defl'a 0.67 = c L/999 0.78 L/240 0.50* Min neq'd 0.50* 0.78** 0.18 0.67- 0.55 = 0.78** in 0.50* *Minimum bee rn lent setting used: 1/2"f rend su ports -- vimimum offering iengm governeo Dy me requxea wiam of the supporting member. Lumber -soft, D.Fir-L, No.2, 2x6 (1-1/2"x6.1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Roof joist spaced at 24.0" c/c; Total length: 33.19'; Clear span(horz): 8.188', 8.188', 8.188', 8.188'; Volume= 1.9 cu.ft.; Pitch: 1/12 Lateral support: top = continuous, bottom = at all supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. WARNING: Member length exceeds typical stock length of 18.0 It Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Anal sis Value Design Value Unit Analysis/Design Shear fv = 16 Fv' = 225 psi fv/Fv' = 0.34 Bending(+) fb = 885 Fb' = 1682 psi fb/Fb' = 0.53 Bending(-) fb = 1122 Fb' = 1318 psi fb/Fb' = 0.85 Dead Defl'n 0.08 = < L/999 Live Defl'a 0.09 = c L/999 0.41 = L/240 in 0.23 Total Defl'n 0.18 = L/556 0.55 = L/180 in 0.32