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V.� JOB NAME:NV5-ZAP Energy <br /> 1 w to, waiter JOB NUMBERD24-24007.00 DATE:11/03/2024 <br /> ,AAVI0 p moore ENGINEER RC DWG.REF <br /> NVA <br /> TAB NO. SHEET NO. 5 of 6 <br /> Capacity of 1"thick outside panel to resist Out-of-plane seismic load from full shielding thickness <br /> Distributed out-of-plane load wp:=Cp•ymat•ttotal wp=16.7 psf <br /> on panel <br /> Panel span Lpane :=4 ft <br /> 2 <br /> Panel moment demand M wp•Lpanel Mpanel—33.4 Ibf•ft <br /> panel'— 8 J' <br /> Design moment demand M 0.7•M M 23.4 Ibf•ft <br /> g ASD:— panel ASD— <br /> (ASD) ft <br /> 2 3 <br /> Section modulus per 1 ft Spanel:=1, 12 in•tly Spanel—2.0 in <br /> width of panel 6 1 ft ft <br /> Fy.panel:=2800 psi <br /> Allowable moment panel M Fy.panel Spanel M 279.4 Ibf•ft <br /> p a.panel:= a.panel— <br /> 1.67 ft <br /> Panel moment utilization Upanel:= MASD Uponel=870 <br /> Ma.panel <br /> 1" thick exterior panel can resist out of plane seismic load from 6" thick shielding <br /> Bending check of backinaAheathina panel fasteners attach to <br /> Reference bending stress Fb:=900 psi From NDS Table 4A for No.2 <br /> Douglas Fir <br /> Backing thickness tbkng:=1.5 in <br /> Backing width Bbkng:=3.5 in <br /> 2 <br /> Backing section modulus Sbkng:= Bbkng 6tbkng Sbkng=1.313 in3 <br /> (weak axis) <br /> Duration factor CD:=1.6 <br /> Span of backing Lbkng:=24 in <br /> Allowable bending Ma bkng:=CD•Fb-Sbkng Ma.bkng=157.5 Ibf•ft <br /> moment <br /> due to out-of- Fp.aap Lbkng <br /> Bending = . <br /> d f M M bkng.00p:— bkng.00p 668 Ib f-p <br /> 1 <br /> plane demand 4 <br /> Bending due to in-plane Mbkng.ip:=Fp.ip•yscw Mbkng.ip=22.3 Ibf•ft <br /> demand <br /> max(Mbkng.00p:Mbkng.ip) <br /> Utilization Ubkng:= Ubkng=42% <br /> Ma.bkng <br /> X:\D24\2024\24007-00 NV5-ZAP Energy\2-Design\Analysis\Shielding Attach ment\Shielding attachment-20241104.mcdx <br />