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Home My WebLink AboutPV2021-191 - Calcs23 1 2n September 30, 2021 RE: Project/Job # 92621203 Project Address: AHJ SC Office Design Criteria: CERTIFICATION LETTER Speth Residence 623 Irvine Ave Newport Beach, CA 92663 Newport Beach Irvine I — `" Abe De Vera Vera Date: 2021.09.30 10:30:59-0]'00' - Applicable Codes = 2019 CEBC/CBC/CRC, ASCE 7-16, and 2018 NDS - Risk Category = II - Wind Speed = 110 mph (3-s Gust- Vult), Exposure Category C, Partially/Fully Enclosed Method - Ground/Roof Snow Load = 0 psf - MPI: Roof DL = 9 psf, Roof LL =19 psf - MP2: Roof DL = 9 psf, Roof LL = 19 psf - MP3: Roof DL = 9 psf, Roof LL = 19 psf Version #93.7 -2 Per Section 1613.1, W -(PV)/ W -(exist roof) = 6.2%, Increase Seismic Shear Load < 10%, -> [OK] To Whom It May Concern, Ajobsite survey of the existing framing system of the address indicated above was performed by a site survey team from Tesla. Structural evaluation was based on site observations and the design criteria listed above. Based on this evaluation, I certify that the alteration to the existing structure by installation of the PV system meets the prescriptive compliance requirements of the applicable existing building and/or new building provisions adopted/referenced above. Additionally, I certify that the PV module assembly including all standoffs supporting it have been reviewed to be in accordance with the manufacturer's specifications and to meet and/or exceed all requirements set forth by the referenced codes for loading. The PV assembly hardware specifications are contained in the plans/docs submitted for approval. Sincerely Abe De Vera, PE, SE Structural Engineer Phone: 888.765.2489, x57526 Email: adevera@tesla.com Tesla, Inc. T S S L n Version #93.7 - 2 Landscape Hardware X -X Spacing Hardwa -Landscape Modules'StandoffSpe ifications X -X Cantilever Y -Y Spacing Y-YCantllever Configuration Uplift DCR MP1 72" 24" Uplift DCR NA Not -Staggered 62.3% MP2 72" —41" 24" 41- NA Not -Staggered 62.2% MP3 72" 24" — 41" INA Not -Staggered 62.3% Portrait Roof Pitch (Degrees) Hardware - Portrait Modules'Standoff Specil cations MPI Hardware X -X Spacing X -X Cantilever Y -Y Spacing Y -Y Cantilever Configuration Uplift DCR MPI 48" 20" 69.. NA Not -Staggered 70.1% MP2 48" 20" 69" NA Not -Staggered 70.1% MP3 48" 20" 69" PT–_ Not -Staggered 70.1% Mounting Plane Roof Pitch (Degrees) Qualification Results Member Evaluation Results MPI 23o Member Impact Check OK MP2 22' Member Impact Check OK MP3 23' Member Impact Check OK Tesla, Inc. T S S L R J, J,j j SEISMIC CONSIDERATIONS Seismic Design Criteria (per USGS) Seismic Design Code Area ASCE 7-16 Portion of Roof Weight Latitude W(PV) ',33.6237 r 3.0 psf - 2,778 lbs Longitude 2,778Ibs ---117.9138 SRA at Short Period :Ss 1.386 USGS' SRA at 1s Period S, 0.495 USGS Soil Site Class , _ D -. IBC 1613.3_.2 ' Seismic Design Category SDC _ D USGS Seismic Check Required (Ss k 0.4g & SDC >13? Yes - IBC 164.3:1 ALTERATION LATERAL DESIGN 10% EXCEPTION CHECK Weight of Proposed PV System Sum Area of MPs with PV Area Dead Load Weight Portion of Roof Weight PV System:Weight _ Total Weight of PV System W(PV) 926 sf: r 3.0 psf - 2,778 lbs 2,778Ibs Weight of Roof on Existing Building Sum Area of MPs with PV 2324 sf I Portion of Roof Weight Area -. Dead Load Weight Roof Ceiling Interior Walls (Top Half). Exterior Walls (Top Hal 2,324 sf 9.8 psf 22,719 lbs 2,324 sf 5.0 psf 11,618 lbs 771 sf 5.0 psf 3,856 lbs 771 sf 8.5 psf 6,556 lbs Net Weight of Roof Under PV Wta.isp 44,749 lbs Check % Increase of Roof Weight / Seismic Shear Load %Increase of DCR of Lateral Force ResistingSystem WtrV� Wleaso 6.2% Increase Seismic Shear Load < 10°/q -> (OKI Note: Seismic base shear is directly proportional to roof weight. STRUCTURE ANALYSIS - LOADING SUMMARY AND MEMBER CHECK - MPI Notes: i. ps = Cs -pr, Cs -root, Cs -pv per ASCE 7 [Figure 7.4-1]; 2. of = 0.7 (Ce) (Ct) (Is) pg ; Ce=0.9, Ct=1.1, Is= 1.0; Member Anaiysis Results Summary GoverningAnalysis Pre -PV Load. (Ps Post-PV Net Impact Result GravityLoading Check 28.8 19.6 -32% Pass Member Loading Summary Roof Pitch 5/12 Initial Pitch AdJust I Non -PV Areas PV Areas Roof Dead Load DL 9.0 psf x 1.09 9.8 psf 9.8 psf PV Dead Load i.PV-131. 9.0.:psf '. x 1.09 9.8,psf: Roof Live Load RLL 20.0 psf x 0.95 19.0 psi Snow Load <scl, Total toad Governin LC) TL 28.8 psf 19.6 psf Notes: i. ps = Cs -pr, Cs -root, Cs -pv per ASCE 7 [Figure 7.4-1]; 2. of = 0.7 (Ce) (Ct) (Is) pg ; Ce=0.9, Ct=1.1, Is= 1.0; Member Anaiysis Results Summary GoverningAnalysis Pre -PV Load. (Ps Post-PV Net Impact Result GravityLoading Check 28.8 19.6 -32% Pass ZEP HARDWARE DESIGN CALCULATIONS - MP! Mounting Plane Information Roofing Material ,: Comp Roof Roof Slope _ 23' Framing Type / Direction Y Y Rafters = PV System Type - Solar City SleekMountTM - Zep System Type ZS Comp Standoff Attachment Hardware --ZS Comp W with Flashing Insert - Spanning Vents No Wind Design Method Wind Pressure Exposure K� Partially/Fully-Enclosed Method Table 26.10-1 T,pograpHicFactor Ultimate Wind Speed 160 V-Ult -110 mph- p = qh (yE) (ya) (GCp), yE = 1.15, yA = 0.61 Fig. 26.5-1 B Exposure Category Ground Elevation' Factor ,Kd Ke C Table 26:9-1 _- Section 28.7 Roof .Style,.. qh = 0.00256 (Kz) (Kzt) (Kd) (Ke) (VA2) Equation 26.10-1 Gable Roof - Fig W3-2. NW,ntr45NB Mean Roof:Hei ht h 25 ft - lbs ° Section 26.2 Nnfoc- 1 Rick (:nfunnv = II _456 Wind Pressure Calculation Coefficients Wind Pressure Exposure K� 0.95 Table 26.10-1 T,pograpHicFactor K4 160 '- Section -26.8 Wind Directionality Factor p = qh (yE) (ya) (GCp), yE = 1.15, yA = 0.61 0.85 -- - Section 26.6-1 Ground Elevation' Factor ,Kd Ke 1.00 Table 26:9-1 Velocity Pressure qh qh = 0.00256 (Kz) (Kzt) (Kd) (Ke) (VA2) Equation 26.10-1 3 psf / 61 lbs - 24.9 psf T -actual Ext Pressure Coefficient (p) G p ( --•••_v—•V . Fi9.3o.3-NCOINGMSNB Ext. Pressure Coefficient (Down) GCp.(Down) _ ;, 0.47',. - ' FIg 8o9-MMIDIVOKsas Wind Desi n nd Pressure p p = qh (yE) (ya) (GCp), yE = 1.15, yA = 0.61 Equation 29.4-7 Wind Pressure Up (Design I Ult) plan) - -15.7 1 -26.1 psf - - Wind Pressure Down (DesignI Ult Pldownl 9.6 116 psf PV Assembly Dead Load ALLOWABLE STANDOFF SPACINGS Wind Zone Perimeter Width (a) = 8.0 ft. X -Direction Y -Direction Max Allowable Standoff Spacing Landscape 72" 41 Max Allowable Cantilever Landscape _ 24" NA StandoffConfiguration Landscape -- Not -Staggered Max Standoff .Tributary Area (Interior) ' Trib _ `- 20 sf PV Assembly Dead Load W -PV 3 psf / 61 lbs - Net Wind Uplift at Standoff (interior) T -actual -284 lbs Uplift Capacity of Standoff T -allow_ - lbs - Standoff Demand/Capacity( Interior 'DCR _456 X -Direction Y -Direction Max Allowable Standoff Spacing Portrait 48"69" Max Allowable Cantilever Portrait 20' I I NA Standoff Configuration Portrait - Not -Staggered Max Standoff Tributary Area (Interior) Trib ,'. 23 sf PV Assembly Dead Load W -PV 3 psf / 69 lbs - Net Wind Uplift at Standoff (interior) T -actual -320 lbs Uplift Capacity of Standoff T -allow -- 466 lbs -- Standoff Demand/Capacity( Interior DCR 70.1% STRUCTURE ANALYSIS - LOADING SUMMARY AND MEMBER CHECK - MP2 Notes: T. ps = us -pt; us -rooT, us -pv per AJGt ( IVigure /.4-1); 2. pt = 0.7 ((;e) (Gt) (Is) p9 ; Ce=0.9, Ct=1.1, Is= 1.0: Member Analysis Results Summary Member Loading Summary Governing Analysis Pre -PV Load (psf) Post -PV Roof Pitch 5/12 Initial I Pitch Adiust I Non -PV Areas PV Areas Roof Dead Load DL 9.0 psf x 1.08 psi 9.7 psf 9.7 psf PV Dead toad N, :': x 1 08 9.7 psf Roof Live Load LRL 20.0 psf x 0.95 19.0 psf Snow Load Ej I I I Total Load(Governing LC) cTIL 28.7 psf — 19.4 psf Notes: T. ps = us -pt; us -rooT, us -pv per AJGt ( IVigure /.4-1); 2. pt = 0.7 ((;e) (Gt) (Is) p9 ; Ce=0.9, Ct=1.1, Is= 1.0: Member Analysis Results Summary Governing Analysis Pre -PV Load (psf) Post -PV Net Impact. .Result - Gravity LoadingCheck 26.7 19.4 -32% Pass ZEP HARDWARE DESIGN CALCULATIONS - MP2 Mounting Plane Information Roofing Material K. Comp Roof Table 26.10-1 Roof Slope Framing Type / Direction PV System. Type Zap System Type Standoff (Attachment Hardware) }<n 22° V -Y Rafters _ SolarCity SleekMountTm - ZS Comp ZS Comp V4 with Flashing Insert _. Section 28.8 Spanning Vents V-Lit_110m No - Fig. 26.5-1B _ Exposure Category Wind Design Criteria Design Standard K. ASCE 7-16 Table 26.10-1 Wind Design Method }<n Partially/Fully Enclosed, Method _. Section 28.8 Ultimate Wind Speed V-Lit_110m - ph - Fig. 26.5-1B _ Exposure Category Ke _ C Section 28:7 Roof Style qh Gable Roof Fig. 30.3-2NB/C/00G/145Ne Mean Roof Height h 25 ft Section 26.2 Notes: 1. Risk Cateoory = II Uplift Capacity of Standoff T -allow Wind Pressure Calculation Coefficients Wind Pressure Exposure K. 0.95 Table 26.10-1 Topographic Factor - }<n 1.00 _. Section 28.8 Wind Directionality Factor Kd_- _ 0.85 Section 26.6-1 Ground Elevation Factor Ke 1.00 ` Table 26.9-1 Velocity Pressure qh qh = 0.00256 (Kz) (Kzt) (Kd) (Ke) (VA2) Equation 26.10-1 3 psf / 61 lbs _ 24.9 psf T-actual wi..w o.e ExtPressure Coefficient (Up) GCp (Up) -1.50 Fig. 30.3-2NEC/G/EG/RSNH Ext, Pressure Coefficient (Down) _ ; GCp{Down) , ; 0.47 Fig. 3032N9IG/G/E 5NB Design Wind Pressure p p = qh (yE) (ya) (GCp); yE = 1.15, yA = 0.61 Equation 29.4-7 Wind Pressure Up (Design.) Ult) plant -15.71 -26.1 psf Max Standoff TributaryArea (Interior) Wind Pressure Down- Design I Ult :prtl 9.6 116 psf: PV Assembly Dead Load ,. Y,,may � c..,.., - I y.,-.,u,cl rcuci riccamc �yuancauvu rauvi pei or=rlw rvo-ev r ALLOWABLE STANDOFF SPACINGS Wind Zone Perimeter Width (s)= 8.0 ft. X -Direction Y -Direction Max Allowable Standoff Spacing Landscape 72"_ 41" Max Allowable Cantilever Landscape _ 24 NA Standoff Configuration Landscape Not -Staggered Max Standoff TributaryArea (Interior) Trib '. , 20 sf PV Assembly Dead Load W -PV 3 psf / 61 lbs _ Net Wind Uplift at Standoff (Interior) T-actual -284lbs Uplift Capacity of Standoff T -allow - 456 lbs Standoff Demand/Capacity( Interior ` DCR 62.2% X -Direction Y -Direction Max Allowable Standoff Spacing Portrait 48" 69" Max Allowable Cantilever Portrait 20" NA Standoff Confi uration Portrait Not -Staggered Max Standoff Tributary Area (interior) Trib s. 23 sf PV Assembly Dead Load W -PV 3 psi) 69 lbs _ Net Wind Uplift at Standoff (Interior)... T -actual -319 lbs Uplift Capacity of Standoff T -allow 456 lbs Standoff Demand/Capacity( Interior' DCR M.1% STRUCTURE ANALYSIS - LOADING SUMMARY AND MEMBER CHECK - MP3 I401e5. 1. PS = us "pr, us -ram, us -pv per AJut t trlgGre /.4-1 f, L. PT = U. ( (us) (UO (IS) pg ; (;e=9.9, Ut=1.1, Is= 1.0; Member Analysis Results Summary Member Loading Summary Governing Analysis Roof Pitch 5/12 Initial Pitch Adjust I Non -PV Areas PV Areas Roof Dead Load DL 9.0 psf x 1.09 9.8 psf 9.8 psf PV Dead Load PV -DL 9.0 psf x 1.09 " 9.8 psf' Roof Live Load RLL 20.0 psf x 0.95 19.0 psf Snow Load SL' z Total toad(Governing LC - TL 28.8 psf 19.6 psf I401e5. 1. PS = us "pr, us -ram, us -pv per AJut t trlgGre /.4-1 f, L. PT = U. ( (us) (UO (IS) pg ; (;e=9.9, Ut=1.1, Is= 1.0; Member Analysis Results Summary Governing Analysis Pre -PV Load (psf) I Post -PV Net -IT pa Result Gravity Loading Check 28.8 19.6 -32 Pass I ZEP HARDWARE DESIGN CALCULATIONS- MP3 Mounting Plane Information Roofing Material K. "Comp Roof' Table 26.10-1 Roof Slope_ Framing Type / Direction PV System Type Zap SystemType Standoff (Attachment Hardware) - 23° Y -Y Rafters _ SolarCity SleekMountT"' ZS Comp ZS Comp V4 with Flashing Insert V-Ult Spanning Vents Ka No Exposure Category Ground Elevation factor Wind Design Method Wind Pressure Exposure K. +_Partially/Fully Enclosed. Method Table 26.10-1 Topographic Factor' 7 Ultimate Wind Speed _ 1.06 V-Ult 110 mph Ka Fig M.5-1 6 Exposure Category Ground Elevation factor Ke C Table 26:9-1 Section 26:7 Roof Style_ qh = 0.00266 (Kz) (Kzt) (Kd) (Ke) (VA2) Equation 26.10-1 Gable Roof Fi_a a� aoa2auo�GMSNB Mean Roof Height '-M4 lbs ,:h26 _ _ ft T -allow Section 26.2 Nntac- 1 Rick Ca}ennry = 11 Standoff Demand/Ca aclt Interior DCR ; b2.3% Wind Pressure Calculation Coefficients Wind Pressure Exposure K. 0.95 Table 26.10-1 Topographic Factor' 7 K., _ 1.06 Y6:8 Wind Dlrectionalit Factor y Ka - 0.85 � � _' _Section Section 26.6-1 Ground Elevation factor Ke 1.00 Table 26:9-1 VelocityPressure qh qh = 0.00266 (Kz) (Kzt) (Kd) (Ke) (VA2) Equation 26.10-1 3 psf / 61 lbs 24.9 psf T -actual WI.A 13 EM. Pressure Coefficient (Up) GCp (Up) -1.50 Fig. 3o3 -2N C/ IECRisa6 Ext. Pressure Coefficient (Down) GCp (Down) _ _ 0.47 Fu ao,.anaaoFc ae Design Wind Pressure p p = qh (yE) (ya) (GCp); yE = 1.15, yA = 0.61 Equation 29.4-7 Wind Pressure Up (Design I Ult).. - Pt„Pt -15.7.1 -26.1. psf - Max Standoff Tributary Area (Interior) Wind Pressure Down Design I Ult PLdprij9.6 116' sf PV Assembly Dead Load rvuws. i. yF — midy ¢dye rauor arta yrs =Solar ranee rressure tquaiization tactor per titAOG YVZ-ZU1 / ALLOWABLE STANDOFF SPACINGS Wind Zone Perimeter Width(a)=8.0 ft. _- X -Direction Y -Direction Max Allowable Standoff Spacing Landscape 72" 41" Mex Allowable Cantilever Landscape 24" NA Standoff Confi uration Landscape Not -Staggered _ Max Standoff Tributary Area (Interior) Trib 'i 20 sf - PV Assembly Dead Load W -PV 3 psf / 61 lbs Net Wind Uplift at Standoff (Interior) T -actual '-M4 lbs --' Uplift Capacity of Standoff T -allow 456 lbs Standoff Demand/Ca aclt Interior DCR ; b2.3% X -Direction Y -Direction Max Allowable Standoff Spacing Portrait 48" 69" Max Allowable Cantilever Portrait 20 NA - Standoff Configuration Portrait Not -Staggered Max Standoff Tributary Area (Interior)_ Trib ': 23 sf PV Assembly Dead Load W -PV 3 psf / 69 lbs Net Wind Uplift at Standoff (Interior) T-actual -320Ibs Uplift Capacity of Standoff T -allow - 456 lbs Standoff Demand/Capacity( Interior DCR 70.1%P