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0 0 <br /> Seismic Design 2015 IBC ASCE 7-10 <br /> Risk Category Type • II Table 1604.5 Table 1.5-1 <br /> Seismic Importance Factor IE= 1.00 Table 1.5-2 <br /> Site Class S.C.= D (Assumed) Section 1613.3.2 Table 20.3-1 <br /> 0.2s Spectral Response Ss= 1.369 Figure 1613.3.1(1-6) Figure 22-1 <br /> 1.0s Spectral Response S1= 0.521 Figure 1613.3.1(1-6) Figure 22-2 <br /> Site Coefficient(short period) Fa= 1 Table 1613.3.3(1) Table 11.4-1 <br /> Site Coefficient(1.0 second) Fv 1.5 Table 1613.3.3(2) Table 11.4-2 <br /> SMs=Fa*SS SMs= 1.369 Section 1613.3.3 Section 11.4.3 <br /> SM1=F *S1 SM1= 0.7815 Section 1613.3.3 Section 11.4.3 <br /> SDs=2/3*SMs SDS= 0.913 Section 1613.3.4 Section 11.4.4 <br /> SD1=2/3*SM1 SD1= 0.521 Section 1613.3.4 Section 11.4.4 <br /> Seismic Design Category SDC= D Table 1613.3.3(1-2) Section 11.6 <br /> Lateral Resisting System Wood Shear Walls <br /> Response Modification Coeff. R= 6.50 Table 12.2-1 <br /> System Overstrength Factor no= 3.0 Table 12.2-1 <br /> Deflection Amplification Factor Cd 4.0 Table 12.2-1 <br /> Horizontal Irregularities --- NA Table 12.3-1 <br /> Vertical Irregularities --- NA Table 12.3-2 <br /> Analysis Procedure --- ELF Table 12.6-1 <br /> Equivalent Lateral Force Design Section 12.8 <br /> Structure Type for Period All Other Structural Systems Table 12.8-2 <br /> Building Period Coefficient Ct= 0.02 Table 12.8-2 <br /> Building Period Coefficient x= 0.75 Table 12.8-2 <br /> Building Height hn= 18 <br /> Building Period,Ta=Cthnx Ta= 0.175 Section 12.8.2.1 <br /> CS=SDs/(R/IE) Cs= 0.140 Eqn. 12.8-2 <br /> Max Cs=SD1/(T*R/IE) Max Cs= 0.459 Eqn. 12.8-3 <br /> Min.Cs=0.044*SDs*IE Min.Cs= 0.040 Eqn. 12.8-5 <br /> Min.Cs=0.5*S1/(R/IE),SDC E&F Min.Cs= N.A. Eqn. 12.8-6 <br /> Seismic Response Coeff.,Cs Cs= 0.140 Section 12.8.1.1 <br /> =alk Description By Date <br /> LAT 4/14/2020 <br /> Checked Date <br /> A Seismic Summary <br /> ENGINEERING Scale Sheet No <br /> 250 4th Ave South Project Job NoNTS <br /> Suite 200 4 <br /> Edmonds,WA 98020 Jacques Residence 20139.10 <br />