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V.� JOB NAME:NV5-ZAP Energy <br /> 1 kw um waiter JOB NUMBER D24-24007.00 DATE:11/03/2024 <br /> ,&VATII p moore ENGINEER RC DWG.REF <br /> QVA <br /> TAB NO. SHEET NO. 2 of 6 <br /> Verify panels won't buckle due to self-weight <br /> Panel Unbraced Length Lc.mat:=48 in-2.3 in Lc.mar=3.500 ft <br /> Thickness per panel layer tlyr:=1 in <br /> Compressive strength safety f1,:=1.67 <br /> factor(ASD) <br /> Height of panel above existing Habv.mar:=12 ft <br /> Assume up to 12 ft of panel <br /> bearing above existing panel <br /> Cross section area of Alyr'•=tlyr l <br /> 12 in A =12.000 in (max shield panel height is 16 <br /> • yr ft) <br /> panel layer per linear foot 1 ft <br /> 3 4 <br /> Out of plane moment of Ilyr:= 1 •12 in• t/yr I1yr=1.000 in <br /> inertia per linear foot of 12 1 ft ft <br /> panel layer <br /> kwr <br /> Radius of gyration per rlyrlinear foot rlyr=0.289 in <br /> 2 <br /> Elastic buckling Stress Fe.lyr:- n •Em, Fe./yr 81.1 psi <br /> of single (Lc.mar 1 <br /> rlyr J <br /> Nominal compressive stress Fn.lyr:=0.822•Fe.lyr Fn.lyr=66.7 psi Factor per NDS 2018 for <br /> compressive strength of <br /> Allowable compressive stress F .— Fn.lyr F = .9 psi' Wood <br /> P a.lyr•— Fa. 39 <br /> P <br /> joc <br /> Compression load demand Fu.asd:=1•0•Vmat•Habv.mar F,,,asd=5.253 psi <br /> on panel edge(ASD) <br /> Utilization U:= Fu.asd U=13% <br /> Fa.lyr <br /> Panels can support weight of panels above without buckling <br /> X:\D24\2024\24007-00 NV5-ZAP Energy\2-Design\Analysis\Shielding Attach ment\Shielding attachment-20241104.mcdx <br />