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Home My WebLink AboutPV2022-069 - Misc3/23/2022 RE: Structural Certification for Installation of Residential Solar GOLBERG, ROBERT:14 SPANISH BAY DRIVE, NEWPORT BEACH, CA 92660 Attn: To Whom It May Concern MON-M Ly SO 4 ash oaf nil BUILDING DIVISION Apr 07 2022 BY: D.E.A. This Letter is for the existing roof framing which supports the new PV modules as well as the attachment of the PV system to existing roof framing. From the field observation report, the roof is made of Flat Tile roofing over roof plywood supported by 2X4 Rafters at 24 inches. The slope of the roof was approximated to be 18 degrees and the allowable maximum rafter span is 6 feet between supports. After review of the field observation data and based on our structural capacity calculation, the existing roof framing has been determined to be adequate to support the imposed loads without structural upgrades. Contractor shall verify that existing framing is consistent with the described above before install. Should they find any discrepancies, a written approval from SEOR is mandatory before proceeding with install. Capacity calculations were done in accordance with applicable building codes. Design Criteria Code 2019 California Building Code (ASCE 7-16) Risk category II Wind Load (component and Cladding) Roof Dead Load Dr 15 psf V 95 mph PV Dead Load DPV 3 psf Exposure C Roof Live Load Lr 20 psf Ground Snow S 0 psf If you have any questions on the above, please do not hesitate to call Sincerely, Eugene Munyanziza, P.E. EV Engineering, LLC projects@evengineersnet.com http://www.evengineersnet,com Exp: 06/30/2022 projects@evengineersnet.com http://www.evengineersnet.com Structural Letter for PV Installation Date: 3/23/2022 Scope of Work This Letter is for the existing roof framing which supports the new PV modules as well as the attachment of the PV system to existing roof framing. All PV mounting equipment shall be designed and installed per manufacturer's approved installation specifications. Table of Content Sheet 1 Cover 2 Attachment Uplift checks 3 Roof Framing Check 4 Seismic Check and Scope of work Engineering Calculations Summary Code ( SiYImY 1 4 41 388- Risk categor 11 Roof Dead Load Dr 15 p PV D-.• Load DPV Roof Live Load Lr 20 p Ground Snow S ME= r%Sa_:: x. Wind Load (component and Cladding) z v"3•%mp Exposure References NDS for Wood Construction Sincerely, Eugene Munyanziza, P.E. EV Engineering, LLC protects@evengineersnet.com http://www,evengineersnet.com Exp: 06/30/2022 projects@evengineersnet.com http://www.evengineersnet.com Wind Load Cont. Risk Category = V= ASCE 7-16 Figure 26.5-1191 _mph Exposure= Prying Coefficient K2t= 1.0 ASCE 7-16 Sec 26.8.2 K2=:-;m=n,=- ASCE 7-16 Table 26.10-1 Kd= 0.85 ASCE 7-16 Table 26.6-1 Ke= 0.99 ASCE 7-16 Table 26.9-1 qh= 0.002561KK tKAV2= 18.10 psf 6 16.5 Pitch = Degrees YE= Conservatively assuming all exposed ) Ya �E conservatively assuming 10 ft' effective area uplift W Zone(1) Zone(2r) Zone(2e) Zone(3) Fig. 30-3-2 GCP -2.1 -2.6 -2.7 -2.7 Eq. 29.4-7 P=gh(GC,)(VE)(YJ= -45.62 -56.48 -58.65 -58.65 GCP 0.3 Figure 30.3-2 P=gh(GCp)(YE)(Va)= 4.89 Equation 29.4-7 Rafter Attachments:0.6D+0.6W (CD=1.6) Connection Check Attachement max. MORE ft 266 lbs/in Table 12.2A - NDS 2.5 in DFL Assumed 1.4 760 lbs Lag Screw Penetration Uplift (lbs) Prying Coefficient 361.0 Allowable Capacity= Zone Trib Width Area (ft) Zone(1) 6 16.5 Zone(2r) 6 16.5 Zone(2e) 6 16.5 Zone(3) 6 16.5 Conservative Max= MORE ft 266 lbs/in Table 12.2A - NDS 2.5 in DFL Assumed 1.4 760 lbs Uplift (lbs) Down (lbs) 361.0 130.1 441.6 130.1 457.8 130.1 457.8 130.1 457.8 < 760 1. Pv seismic dead weight is negligible to result in significant seismic uplift, therefore the wind uplift governs 2. Embedment is measured from the top of the framing member to the tapered tip of a lag screw. Embedment in sheading or other material does not count. projects@evengineersnet.com http://www.evengineersnet.com Roof Framing Snow Load Fully Exposed pg= 0 psf Ct = 1.1 CQ = 0.9 Is = 1.0 pf = 0 psf pfmin. = 0.0 psf pa = 0 psf Conservatively (Cs=1) 0 pif Max Length, L = Tributary Width, WT= Dr= PvDL= Load Case: DL+0.7510.6W+S 24 in 15 psf 30 plf 3 psf 18 plf 0.75(Pnet+Ps)+ PpCos(B)+Ppi= 52 pif Mdown 236 lb -ft Mallowable = Sx x Fb' (wind)= 456 Ib -ft > 236 Ib -ft m0�'¢m�€i Load Case: DL+S Ps+PP„Cos(B)+PDI-= 48 plf Mdown= 216 lb -ft Mallowable = Sx x Fb'(wind)= 456 lb -ft > Load Case: DL+0.6W Pnet+PPVCos(B)+PDL= 53.9 plf Max Moment, M,= 242 Ib -ft Mallowable=SxxFb'(wind)= 6341b -ft > Pv max Shear= 130.1 lbs Shear, V,= wL/2+Pv Point Load = 274 lbs Max Shear, V,= wL/2+Pv Point Load = 274 Ib Member Capacity 216 lb -ft 242 lb -ft i314;€i?= Depth, d = 3.5 in Width, b = 1.5 in Crass-Sectonal Area, A= 5.25 in' Moment of Inertia, I,,, = 5.35938 in- aecvon ivioauws, a„= 3.UbLS III Allowable Moment, Mail= Fb'S„ = Design Value CL CF C; Cr KF Adjusted Value Fb = 900 psi 1.0 1.5 1.0 1.15 2.54 0.85 0.8 1553 psi F„= 180 psi N/A N/A 1.0 N/A 2.88 0.75 0.8 180 psi E = 1600000 psi NFA- N/A 1.0 N/A N/A N/A N/A 1600000 psi E.in = 580000 psi N/A N/A 1.0 N/A 1.76 0.85 N/A 580000 psi Depth, d = 3.5 in Width, b = 1.5 in Crass-Sectonal Area, A= 5.25 in' Moment of Inertia, I,,, = 5.35938 in- aecvon ivioauws, a„= 3.UbLS III Allowable Moment, Mail= Fb'S„ = 396.2 Ib -ft Allowable Shear, Vail = 2/3F,'A = 630.0 Ib DCR=MdMall = 0.52 < 1 DCR=Vo/Vap = 0.44 < 1 projects@evengineersnet.com http://www.evengineersnet.com Siesmic Loads Check Roof Dead Load 15 psf % or Roof with Pv 50% Dpv and Racking 3 psf Average Total Dead Load 16.5 psf Increase in Dead Load 5.0%:iii:; H11 The increase in seismic Dead weight as a result of the solar system is less than 10% of the existing structure and therefore no further seismic analysis is required. Limits of Scope of Work and Liability We have based our structural capacity determination on information in pictures and a drawing set titled PV plans - GOLBERG, ROBERT. The analysis was according to applicable building codes, professional engineering and design experience, opinions and judgments. The calculations produced for this dwelling's assessment are only for the proposed solar panel installation referenced in the stamped plan set and were made according to generally recognized structural analysis standards and procedures. projects@evengineersnet.com http://www.evengineersnet.com 3/23/2022 RE: Structural Certification for Installation of Residential Solar GOLBERG, ROBERT:14 SPANISH BAY DRIVE, NEWPORT BEACH, CA 92660 Attn: To Whom It May Concern BUILDING DIVISION Apr 07 2022 BY: D.E.A. This Letter is for the existing roof framing which supports the new PV modules as well as the attachment of the PV system to existing roof framing. From the field observation report, the roof is made of Flat Tile roofing over roof plywood supported by 2X4 Rafters at 24 inches. The slope of the roof was approximated to be 18 degrees and the allowable maximum rafter span is 6 feet between supports. After review of the field observation data and based on our structural capacity calculation, the existing roof framing has been determined to be adequate to support the imposed loads without structural upgrades. Contractor shall verify that existing framing is consistent with the described above before install. Should they find any discrepancies, a written approval from SEOR is mandatory before proceeding with install. Capacity calculations were done in accordance with applicable building codes. Design Criteria Code 2019 California Building Code (ASCE 7-16) Risk category II Wind Load (component and Cladding) Roof Dead Load Dr 15 psf V 95 mph PV Dead Load DPV 3 psf Exposure C Roof Live Load Lr 20 psf Ground Snow S 0 psf If you have any questions on the above, please do not hesitate to call Sincerely, Eugene Munyanziza, P.E. EV Engineering, LLC proiects@evengineersnet.com http://www.evengineersnet.com Exp:06/30/2022 projects@evengineersnet.com http://www.evengineersnet.com Structural Letter for PV Installation Date: Job Address: Job Name: Job Number: Scope of Work This Letter is for the existing roof framing which supports the new PV modules as well as the attachment PV system to existing roof framing. All PV mounting equipment shall be designed and installed per manufacturer's approved installation specifications. Table of Content Sheet 1 Cover 2 Attachment Uplift checks 3 Roof Framing Check 4 Seismic Check and Scope of work Engineering Calculations Summary ••• 115: i'a 1�"f'i�.c 11 •� #�a il• Risk category Roof Dead Load Dr 15 psf PV 1-.• Load D Roof Live Load Lr 20 psf Ground Snow S MM=Psf Wind Load (component and Cladding) V mph Exposure Ys - References NDS for Wood Construction Sincerely, Eugene Munyanziza, P.E. EV Engineering, LLC projects@evengineersnet.com http://www.evengineersnet com Exp:06/30/2022 projects@evengineersnet.com http://www.evengineersnet.com Wind Load Cont. Risk Category= II V- Cmph ASCE 7-16 Figure 26.5-16 Exposure = 'N ®- Kz,= 1.0 ASCE 7-16 Sec 26.8.2 Kz = MWO_".-. ASCE 7-16 Table 26.10-1 Kd= 0.85 ASCE 7-16 Table 26.6-1 Ke= 0.99 ASCE 7-16 Table 26.9-1 qh= 0.00256K,K,,KdKeV2= 18.10 psf Pitch=wm-w Degrees VE=Conservatively assuming all exposed VA conservatively assuming 10 ftz effective area uplift (WI Zone(1) Fig. 30-3-2 GCP -2.1 Eq. 29.4-7 P=gh(GCP)(VE)(VJ= -45.62 GCP 0.3 P=gh(GCP)(VE)(VJ= 4.89 Rafter Attachments: 0.6D+0.6W (CD=1.6) Connection Check Attachement max. s Zone(2r) Zone(2e) Zone(3) -2.6 -2.7 -2.7 -56.48 -58.65 -58.65 Figure 30.3-2 Equation 29.4-7 266 lbs/in Table 12.2A - NDS 2.5 in DFL Assumed 1.4 760 lbs Uplift (lbs) Down (lbs) 361.0 130.1 441.6 130.1 457.8 130.1 457.8 130.1 457.8 < 760 1. Pv seismic dead weight is negligible to result in significant seismic uplift, therefore the wind uplift governs 2. Embedment is measured from the top of the framing memberto the tapered tip of a lag screw. Embedment in sheading or other material does not count. projects@evengineersnet.com http://www.evengineersnet.com Lag Screw Penetration Prying Coefficient Allowable Capacity= Zone Trib Width Area (ft) Zone(1) 6 16.5 Zone(2r) 6 16.5 Zone(2e) 6 16.5 Zone(3) 6 16.5 Conservative Max= Zone(2r) Zone(2e) Zone(3) -2.6 -2.7 -2.7 -56.48 -58.65 -58.65 Figure 30.3-2 Equation 29.4-7 266 lbs/in Table 12.2A - NDS 2.5 in DFL Assumed 1.4 760 lbs Uplift (lbs) Down (lbs) 361.0 130.1 441.6 130.1 457.8 130.1 457.8 130.1 457.8 < 760 1. Pv seismic dead weight is negligible to result in significant seismic uplift, therefore the wind uplift governs 2. Embedment is measured from the top of the framing memberto the tapered tip of a lag screw. Embedment in sheading or other material does not count. projects@evengineersnet.com http://www.evengineersnet.com Vertical Load Resistin Roof Frami Snow Load O��C�'1!I►�I��i1►�Ce� Fully Exposed pg= 0 psf CQ = 0.9 Pf = 0 psf 1pfmin. = 0.0 psf Ps = 0 psf Max Length, L = Tributary Width, WT= Dr= PvDL= Load Case: DL+0.7510.6W+S Ct = 1.1 Is = 1.0 Conservatively (Cs=1) 24 in 15 psf 30 plf 3 psf 18 plf 0 pIf 0.75(Pnet+Ps)+ PP„ cos(0)+PDL= 52 plf Mdown 236 lb -ft Mallowable = Sx x Fb' (wind)= 45616 -ft > 23616 -ft Load Case: DL+S Ps+PP„cos(0)+PDL= 48 pIf Mdmn= 216 lb -ft Mallowable = Sx x Fb'(wind)= 456 lb -ft > Load Case: DL+0,6W Pnet+ PP,cos(0)+PDL= 53.9 pIf Max Moment, M,= 242 Ib -ft Mallowable = Sx x Fb'(wind)= 634 lb -ft > Pvmax Shear= 130.1 lbs Shear, V wL/2+Pv Point Load = 274 lbs Max Shear, V,= wL/2+Pv Point Load = 274 Ib Member Capacitv 216 Ib ft u i4i 242 16 -ft ;QK''d N NEM 3.5 in Width, b = 1.5 in Cross-Sectonal Area, A = 5.25 int Moment of Inertia, I. = 5.35938 in- �,ecnon ivioauius, Dx, = 3.UbZb III Allowable Moment, Ma11= Fb'S�= Design Value CL CF Ci Cr KF 4) X Adjusted Value Fb= 900 psi 1.0 1.5 1.0 1.15 2.54 0.85 0.8 1553 psi Fv= 180 psi N/A N/A 1.0 N/A 2.88 0.75 0.8 180 psi E= 1600000 psi N/A N A 1.0 N/A N/A N A -N7A- 1600000 psi Emin = 580000 psi N/A N/A 1.0 N/A 1.76 0.85 N/A 580000 psi Depth, d = 3.5 in Width, b = 1.5 in Cross-Sectonal Area, A = 5.25 int Moment of Inertia, I. = 5.35938 in- �,ecnon ivioauius, Dx, = 3.UbZb III Allowable Moment, Ma11= Fb'S�= 396.2 Ib -ft Allowable Shear, Va11= 2/3F A= 630.0 Ib DCR=Mu/Ma11 = 0.52 < 1 DCR=V„/Vail = 0.44 < 1 projects@evengineersnet.com http://www.evengineersnet.corn r Siesmic Loads Check Roof Dead Load 15 psf % or Roof with Pv 50% Dpv and Racking 3 psf Average Total Dead Load 16.5 psf Increase in Dead Load 5.0% DK The increase in seismic Dead weight as a result of the solar system is less than 10% of the existing structure and therefore no further seismic analysis is required. Limits of Scope of Work and Liability We have based our structural capacity determination on information in pictures and a drawing set titled PV plans - GOLBERG, ROBERT. The analysis was according to applicable building codes, professional engineering and design experience, opinions and judgments. The calculations produced for this dwelling's assessment are only for the proposed solar panel installation referenced in the stamped plan set and were made according to generally recognized structural analysis standards and procedures. projects@evengineersnet.com http://www.evengineersnet.com