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• <br /> 411111MAIMM SHUTLER JOB <br /> _ CONSULTING SHEET No. ✓ OF <br /> -_ ENGINEERS, INC. CALCULATED BY <br /> 12503 Bel-Red Road,Suite 100 DATE <br /> Bellevue,WA 98005 <br /> (425)450-4075 * FAX(425)450-4076 SCALE <br /> CALCULATION OF SEISMIC DESIGN PARAMETERS BASED ON IBC 2018 &ASCE 7-16 <br /> (For Site Class A, B, C, D, D-Default, E with period less than 0.50 seconds) <br /> Seismic Criteria: <br /> Site Specific Report Yes <br /> Risk Category, I, II, Ill or IV(Table 1.5-1 of ASCE 7-16) = II <br /> Seismic importance factor, le (Table 1.5-2 of ASCE 7-16) = 1.00 <br /> Mapped spectral response for short periods, Ss (Site specific) = 134.30 % <br /> Mapped spectral response acceleration at a period of 1 second, Si (Site specific) = 47.60 <br /> Site soil class(From soils report) = C <br /> Response modification factor, R (Table 12.2-1 of ASCE 7-16) = 6.00 <br /> Qa (Table 12.2-1 of ASCE 7-16, footnote b for flexible diaphragms) = 2.50 <br /> Ct (Table 12.8-2 of ASCE 7-16) = 0.02 <br /> x (Table 12.8-2 of ASCE 7-16) = 0.75 <br /> Average roof height = 25.00 ft. <br /> Long period transition period, TL (Figure 22-14 of ASCE 7-16) = 6.00 <br /> Ta= Ct *(hn)x = 0.224 Sec. <br /> Fa (Table 1613.2.3(1) of IBC 2018) = 1.200 <br /> F„ (Table 1613.2.3(2) of IBC 2018) = 1.500 <br /> Maximum spectral response acceleration at short periods, SMs = Fa*Ss = 1.612 <br /> Maximum spectral response acceleration at 1-second, SM1 = F„*S1 = 0.714 <br /> Design spectral response acceleration at short periods, SDs= 2/3*SMs = 1.074 <br /> Design spectral response acceleration at 1-second, SD1 =2/3 *SM1 = 0.476 <br /> Seismic Design Category based on short period response acceleration = D <br /> Seismic Design Category based on 1-second period response acceleration = D <br /> Seismic Design Category, choose most severe of above two. = D <br /> Cs= SOS/( R/ le) = 0.179 Controls <br /> If T< TL then Cs(max) = SD1 /( T*(Rile)) = 0.355 <br /> If T> TL then CS(max) = SQ1 *TL /(T * (R/le )) = N.A. <br /> Cs(min) = 0.044 *Sips* le=> 0.01 = 0.047 <br /> If Si is equal to or greater than 0.6g, then CS(min) =0.50*Si/( R/le ) = N.A. <br /> Seismic Design Force <br /> V= Cs *W = 0.179 W <br /> Diaphragm Shear force ASCE 7-16 section 12.10.1.1 <br /> Fpx(min) = 0.2 * SDs* le*WPx = 0.215 WPx <__= Controls for diaphragm design <br /> Fpx(max) = 0.4 *Sips* le*WPx = 0.430 WPx <br /> File:Seismic cover ASCE 7-16.xls, modified 04-05-21 <br />