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HomeMy WebLinkAboutPV2021-102 - Calcs (2)TVersQ091.8-2 PV2oil -102 June 21,2021 I411, NDitn4hiamm Rd, RE: CERTIFICATION LETTER Project/Job # 92620668 Project Address: Jenkins Residence 1412 Nottingham Rd Newport Beach, CA 92660 AHJ Newport Beach SC Office Irvine Design Criteria: -Applicable Codes = 2019 CEBC/CBC/CRC, ASCE 7-16, and 2018 NDS BUILDING DIVISION - Risk Category = II - Wind Speed = 110 mph (3-s Gust- Vult), Exposure Category C, Partially/Fully Enclosed Method - Ground/Roof Snow Load = 0 psf I t NI Z t,;. - - MP3: Roof DL = 9.5 psf, Roof LL = 19.5 psf - MP1A: Roof DL = 10.5 psf, Roof LL = 19.5 psf MY; UKP - MP1 B: Roof DL = 14 psf, Roof LL = 19.5 psf Per Section 1613.1, W -(PV)/ W -(exist roof) = 3%, 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 Paul Zacher, P.E. Professional Engineer T: 916.961.3960 x101 email: paul@pzse.com Paul Zacher T = 5 L n DIGITALLY SEALED 06/22/2021 Tesla, Inc. Version #91.8. 2 HARDWARE DESIGN AND STRUCTURAL ANALYSIS RESULTS SUMMARY TABLES Landscapes Hardware X -X Spacing Hardware'- Landscape Modules' Standoff Specifications X -X Cantilever Y -Y Spacing Y -Y Cantilever Configuration Uplift DCR MP3 20" Member Impact Check OK MPIA 20" Member Impact Check OK MPI B MP3 48" MP3 72" 24" 41" NA Not -Staggered 52.8% MP1A 72" 24" 41" NA Not -Staggered 52.8% MP113 64" 24" 41" NA Not -Staggered 47.0% Portrait Hardware X -X Spacing Hardware - Portrait Modules' Standoff Specifications X -X Cantilever Y -Y Spacing Y -Y Cantilever Configuration Uplift DCR MP3 20" Member Impact Check OK MPIA 20" Member Impact Check OK MPI B MP3 48" 20" 69" NA Not -Staggered 59.5% MP1A 48" 20" 69" NA Not -Staggered 59.5% MP1B 64" 20" 69" NA Not -Staggered 79.3% Mounting Plane Roof Pitch (Degrees) Qualification Results Member Evaluation Results MP3 20" Member Impact Check OK MPIA 20" Member Impact Check OK MPI B 20" Member Impact Check OK Tesla, Inc. T = 5 L n SEISMIC CONSIDERATIONS Seismic Design Criteria (per USGS) Seismic Design Code - Area ASCE 7-16 I Latitude W(PV) 33.6287:. 3.0 psf 810 Ibs Longitude 810 lbs -1179011 SRA at Short Period Ss 1.386 USGS SRA at1sPeriod S, 0.495 USGS Soil Site Class D IBC 1613.3.2 Seismic Design Category SDC D USGS Seismic Check Required (Ss >_0.4g. - Yes IBC 1613.1 &SDC i:D? ALTERATION LATERAL DESIGN 10% EXCEPTION CHECK Weight of Proposed PV System Sum Area of MPs with PV - Area DeadLoad Weight I PV System Weight Total Weight of PV System W(PV) 270 sf' 3.0 psf 810 Ibs Roof Ceiling Interior Walls (Top Half) Exterior Walls (Top Hain 810 lbs Weight of Roof on Existing Building Sum Area of MPs with PV 3.0% 1171 sf I Portion of Roof Weight Area .Dead Load Weight Roof Ceiling Interior Walls (Top Half) Exterior Walls (Top Hain 1,171 sf 11.2 psf 13,080 be 1,171 sf 5.5 psf 6,438 lbs 547 sf 5.0 psf 2,737 lbs 547 sf :: 8.5 psf 4,653 be Net Weight of Roof Under PV WI°,,;ap 26,909 Ibs Check % Increase of Roof Weight/ Seismic Shear Load %Increase of DCR of Lateral Force WIPvv W(e%1st) 3.0% Resistih System Increase Seismic Shear Load < 10%, -> [OK] Note: Seismic base shear is directly proportional to roof weight. STRUCTURE ANALYSIS - LOADING SUMMARY AND MEMBER CHECK - MP3 Notes: i. ps = us -pt; Cs -root, Cs -pv per Asci 7 [Figure 7.4-1]; 2. pf = 0.7 (Ce) (Ct) (Is) pg ; Ce=0.9, Ct=1.1, Is= 1.0; Member Analysis Results Summary Member Loading Summary I Net Impact I Result Roof Pitch 5/12 Initial Pitch Adjust Non -PV Areas PV Areas Roof Dead Load DL 9.5 psf x 1.06 10.1 psf 10.1 psf PV Dead toad PV -DL 9.0 psf x 1.06 : 9.6. psf Roof Live Load RLL 20.0 psf x 0.96 19.5 psf Snow Load SL' .2 Total Load(Governing LC 1TL 29.6 psf 19.7 psf Notes: i. ps = us -pt; Cs -root, Cs -pv per Asci 7 [Figure 7.4-1]; 2. pf = 0.7 (Ce) (Ct) (Is) pg ; Ce=0.9, Ct=1.1, Is= 1.0; Member Analysis Results Summary GoverningAnalysis Pre -PV Load (psf)Post-PV I Net Impact I Result Gravity Loading Check 29.6 19.7 1 -340/6 1 Pass ZEP HARDWARE DESIGN CALCULATIONS - MP3 Mounting Plane Information RoofingMaterial ' IBC 2018 Comp Roof Table 26.10-1 Roof Slope Framing Type / Direction PV System Type Zap System Type Standoff (Attachment Hardware) Ka 20° Y -Y Rafters. SolarCity SleekMountT"' ZS Comp ZS Comp V4 with Flashing Insert Section 26.8 Spanning Vents V-Ult No Fig. 26.5-113 Exposure Category Wind Design Criteria Design Code IBC 2018 ASCE 7-16 Table 26.10-1 Wind Design Method Ka Partially/Fully Enclosed Method Section 26.8 Ultimate Wind Speed V-Ult 110 mph Fig. 26.5-113 Exposure Category Ke C Section 26.7 Roof Style qh Hip Roof ria 303-0 GMIOGIKSA Mean Roof Height h 25 ft Section 26.2 Notes: 1. Risk Cateoont = II Wind Pressure Calculation Coefficients Wind Pressure Exposure K. 0.95 Table 26.10-1 Topographic Factor Ka 1.00 Section 26.8 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 Wind Pressure - EM. Pressure Coefficient (Up) GCp (Up) -1.30 Fig. 303-3N9CVOGP 5P0 Ext. Pressure Coefficient (Down) GCp (Down) 0.59 Fre 303@N9CG VGI WD Desian Wind Pressure p p = qh (yE) (ya) (GCp); yE _ 1.15, yA =,0.61 Equation 29.4-7 Wind Pressure Up (Design I Ult) P(PPI -13.61.22.6 psf . Max Standoff Tributary Area (Interior):. Wind Pressure Down (Design I Ult , d,, 9.6 116 psf-' PV Assembly Dead Load (votes: 1. yt = Array tage tactor ana yA = JOlar tanel Pressure tqualizatlon tactor per JtAol; VVL-LUI 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 2411 NA Standoff Configuration Landscape Not -Staggered Max Standoff Tributary Area (Interior):. Trio 20 sf PV Assembly Dead Load W -PV 3 psf / 61 lbs Net Wind Uplift at Standoff (Interior) T -actual -241 lbs Uplift Capacity of Standoff T -allow - 456 lbs Standoff Demand/Capacity( Interior D 52.8% 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 -271 lbs Uplift Capacity of Standoff T -allow 456 lbs Standoff Demand/Ca acit Interior DCR 59.5% STRUCTURE ANALYSIS - LOADING SUMMARY ANDMEMBERCHECK - MP1A Notes: 1. ps = Cs'pf; Cs -roof, Cs -pv per ASCE 7 [Figure 7.4-1]; 2. pf = 0.7 (Ce) (Ct) (Is) pg ; Ce=0.9, Ct=1.1, Is= 1.0: Member Analysis Results Summary Member Loading Summary Result Gravit Loading Check 30.7 20.8 -32°/, Roof Pitch 5/12 Initial I Pitch Adjust I Non -PV Areas PV Areas Roof Dead Load DL 10.5 psf x 1.06 11.2 psf 11.2 psf PV Dead Load PV -DL 9.0 psf x 1.06 -:9.6 psf Roof Live Load RLL 20.0 psf x 0.98 19.5 psf Snow Load —f SL1 P Total Load(Governing LC TL 30.7 psf 20.8 psf Notes: 1. ps = Cs'pf; Cs -roof, Cs -pv per ASCE 7 [Figure 7.4-1]; 2. pf = 0.7 (Ce) (Ct) (Is) pg ; Ce=0.9, Ct=1.1, Is= 1.0: Member Analysis Results Summary Governing Analysis Pre -PV - Load ps Post -PV Net Impact Result Gravit Loading Check 30.7 20.8 -32°/, Pass ZEP HARDWARE DESIGN CALCULATIONS - MP1A Mounting Plane Information Roofing Material - Comp Roof ` Ext. Pressure Coefficient, (Down) '. Roof Slope Wind Pressure Exposure K. - -. 20' Table 26.10-1 Framing Type / Direction 1.00 Y -Y Rafters _ Fig. 26.5-18 PV System Type Section 26.6-1 SolarCity SleekMountTM Section 26.7 Zap System Type -:9.6 116' sf `. ZS Comp.. reg 3as2aBlaDIV isae Standoff Attachment Hardware Velocity Pressure ZS Comp V4 with Flashing Insert Section 26.2 Spanning Vents No ,. 456 lbs Wind Desi n Criteria Design Code I7hT ASCE 7-16 Ext. Pressure Coefficient, (Down) '. Wind Design Method Wind Pressure Exposure K. Partially/Fully Enclosed Method Table 26.10-1 Ultimate Wind Speed 1.00 110 mph Fig. 26.5-18 Exposure Category Section 26.6-1 C Section 26.7 Roof Style -:9.6 116' sf `. Hip Roof reg 3as2aBlaDIV isae Mean Roof Hei ht Velocity Pressure 25 ft Section 26.2 I1 1. m1i u GCp (Up) -1.30 Wind Pressure Calculation Coefficients Ext. Pressure Coefficient, (Down) '. GCp (Down) Wind Pressure Exposure K. 0.95 Table 26.10-1 Topographic Factor Kt 1.00 Section 26.8 Wind Directionality Factor Kid 0.85 Section 26.6-1 Ground Elevation Factor Ke 1.00 Table 26.9-1 -:9.6 116' sf `. PV Assembly Dead Load qh = 0.00256 (Kz) (Kzt) (Kd) (Ke) (V^2) Equation 26.10-1 Velocity Pressure qh 24.9 psf -241 lbs ier.-.d. o. - Ext. Pressure Coefficient (Up) GCp (Up) -1.30 ray 303iB Ext. Pressure Coefficient, (Down) '. GCp (Down) 0.59 Fig. ao92aercwFlc�lisoia 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) Nupt -13.6 i -22.6; psf Max Standoff Tributary Area (Interior) Wind Pressure Down (Design I Ult 13down -:9.6 116' sf `. PV Assembly Dead Load Notes: 1. yE = Array tdge tractor ano yA = Jolar ranee riessuiu Eq.u,.iw,. F.IW ALLOWABLE STANDOFF SPACINGS X -Direction Y -Direction Max Allowable Standoff Spacing Landscape 72" 41" Max Allowable Cantilever Landscape 24" NA Standoff Confi uration 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 -241 lbs Uplift Capacity of Standoff T -allow 456 lbs Standoff Demand/Capacity( Interior DCR 52.8% ' 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 169 lbs Net Wind Uplift at Standoff (Interior) T -actual:. _ -271 lbs Uplift Capacity of Standoff T -allow 456 lbs Standoff Demand/Capacity( Interior -DCR 59.5% STRUb URE ANALYSIS -LOADING SUMMARY AND MEMBER CHECK - MP1B Notes: 1. ps = Cs*pf; Cs -roof, Cs -pv per ASCE 7 [Figure 7.4-1]; 2. pf = 0.7 (Ce) (Ct) (Is) pg ; Ce=0.9, Ct=1.1, Is= 1.0; MemberAnalysiS Results Summary Member Loading Summary Result Gravity Loading Check 1 34.4 1 27.7 -20% Roof 5112 Initial Pitch Adjust Non -PV Areas I PV Areas .Pitch Roof Dead Load DL 14.0 psf x 1.06 14.9 psf 14.9 psf PV Dead Load -+ PV -DL 12.0 psf ,. x 1.06 12.8 psf < Roof Live Load RLL 20.0 psf x 0.98 19.5 psf Snow load SL 1,2 Total Load(Governing LC TL 34.4 psf 27.7 Psf' Notes: 1. ps = Cs*pf; Cs -roof, Cs -pv per ASCE 7 [Figure 7.4-1]; 2. pf = 0.7 (Ce) (Ct) (Is) pg ; Ce=0.9, Ct=1.1, Is= 1.0; MemberAnalysiS Results Summary GoverningAnalysis Pre -PV Load (PsPost-PV Net Impact Result Gravity Loading Check 1 34.4 1 27.7 -20% Pass ZEP HARDWARE DESIGN CALCULATIONS - MP1B Mounting Plane 'Information Roofing Material IBC 2018 : Comp Roof Table 26.10-1 Roof Slope Framing Type / Direction PV System Type Zep System Type Standoff (Attachment Hardware) K, 20" Y -Y Rafters SolarCity SleekMountTm ZS Comp ZS Comp V4 with Flashing Insert Section 26.8 Spanning Vents V-Ult No Fig 26.571 B Exposure Category Wind Design Criteria Design Code IBC 2018 ASCE 7 16 Table 26.10-1 Wind Design Method ' K, Partially/Fully Enclosed Method Section 26.8 Ultimate Wind Speed V-Ult 110 mph Fig 26.571 B Exposure Category Ke C Section 26.7 Roof Style qh HIP, Roof Fre 3oa2NBIW'GIEG/K5NB Mean Roof Height h 25 ft Section 26.2 P Wind Pressure Calculation Coefficients Wind Pressure Exposure K2 0.95 Table 26.10-1 Topographic Factor K, 1.00 Section 26.8 Wind Directionality Factor Kd 085 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 / 54 lbs 24.9 psf T-actual Wind Pressure Ext. Pressure Coefficient (Up) GCp (Up) -1.30 FIB 3032N91C0EG/K5NB Ext. PressureCoefficient(Down) `. GCp (Down) '. 0.59 Fig. 3032Na�CiTMGA 5N 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):° :p(aP) -13.6 1,22.6 psf Max Standoff Tributary Area (Interior) Wind Pressure Down: (Design I ult p 9.6 116 psf PV Assembly Dead Load (votes: 1. yt =Array Loge ractor anu yrt = ooiar rami rieasuie cyuencaurnl rauui pei OMr Vw -V4 -4U I r ALLOWABLE STANDOFF SPACINGS Wind 7nne Perimeter Width (a) = 8.0 ft. - X -Direction Y -Direction Max Allowable Standoff Spacing Landscape 64 41" Max Allowable Cantilever Landscape 24" NA Standoff Configuration Landscape Not -Staggered Max Standoff Tributary Area (Interior) Trib ;; 18 sf _ PV Assembly Dead Load W -PV 3 psf / 54 lbs Net Wind Uplift at Standoff (Interior) T-actual -214lbs Uplift Capacity of Standoff T -allow 456 lbs Standoff Demand/Capacity( Interior DCR 4Z0% X -Direction Y -Direction Max Allowable Standoff Spacing Portrait 64" 69" Max Allowable Cantilever _ Portrait 20" NA Standoff Confi uration Portrait Not -Staggered Max Standoff TributaryArea (Interior). ; Trib 30 sf _ PV Assembly Dead Load W -PV 3 psf / 91 lbs Net Wind Uplift at Standoff (Interior) T -actual -362 lbs Uplift Capacity of Standoff T -allow 456 lbs Standoff Demand/Capacity( Interior DCR 79.3%"