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Seismic Load Calculation for Components and System
<br /> j (Reference: IBC 2015 Section 1613&ASCE 7-10 Section 13.3)
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<br /> Seismic Force:
<br /> 0.2s Spectral Response Acceleration,Site Class 8,S, - 1.281 (ASCE 7,Figure 21 10 iru 22-0
<br /> 1.0s Spectral Response Acceleration,Site Class B.Ss UA87 (ASCE 7,Figure 22-1 thru 22-6)
<br /> Site Class D (ASCE 7,Section 11.4.2)
<br /> Seismic Design Category = D (ASCE 7,Tables 11.6-1&11.6-2)
<br /> Site Coefficient per S,&Site Class,F. - 1.00 (ASCE 7,Table 11.4-1)
<br /> Site Coefficient per Sr&Site Class,F„ - 1.51 (ASCE 7,Table 11.4-2)
<br /> SMs-F,S, 1.281 (ASCE 7,Section 11.4.3)
<br /> SMs=F„5s = 0.137 (ASCF 7,Section 11A3)
<br /> Sts=2/3 SMs - 0.854 (ASCE 7,Section 11.4.4)
<br /> Sol=2/3 SMs 0.491 (ASCE 7,Section 11.4.4)
<br /> (Per ASCE 7-10_133]
<br /> Component AmpFdication Factor,ap - 1.0 (ASCE 7,Table 13.6-1)
<br /> Component Response Modification Factor,Ap - 2.5 (ASCE 7,Table 13.6-1)
<br /> Component Importance Factor,le - 1.0 (ASCE%,Table 1.5-2)
<br /> Component Operating Weight,WV = Wa (lb)
<br /> Height in structure at lowest point of attachment of component,z, 116 (ft)
<br /> Height in structure at highest point of attachment of component,:, = 116 (ft)
<br /> Average Roof Height of.Structure,h = 110.833 (ft)
<br /> Seismic design force,F, = 0 4 JI^ (1+2z/h)
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<br /> c (E q•13-1-1)
<br /> Max-seismic design force,Fp,,,, = 1.6S,s1„W, (Eq.13.3-2)
<br /> Min.seismic design force,F.O. = 0.3S,,IpW, (Eq.133-3)
<br /> Seismic design force at lowest point.Fps = 0.423 Wp
<br /> F.I—F 0.423
<br /> Seismic design force at highest point,Fpr = 0.423 W,
<br /> Min.seismic design force,Fp,,;,, - 0.256 W�
<br /> Max.seismic design farce,Fp,,,,, - 1.366 Wp
<br /> Seismic design force,FP(ASID) = 11302 Wp
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<br /> L C ISTD 1/25/2017
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<br /> Seismic Loads For Components&Systems
<br /> d.T.S.
<br /> 250 4t4 Ava.5—v— WA299-Port Gardner
<br /> erre 200
<br /> Edmonds,WA 9902U 17015.102 _
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