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19011 Wood-Sno Road NE,Suite 100 <br /> A IL Woodin-,7le,WA 98072-4436 <br /> Phone_425-814-8448 <br /> `d%.;I N Ill N I IN G Fay:425-811-2120 <br /> Linton Remodel Revision Date: 1/23/2023 <br /> 2s-664-16 <br /> Redundancy,p i.o w (Section 12,3.4) <br /> Design Base Shear <br /> S nas = F a S s (Eq. 11.4-1) S M 1 = F v S j (Eq. 11.4-2) <br /> 1.492 = 0.820 <br /> S DS = '/a S MS (Eq. 11.4-3) SDI = 3/3 S M 1 (Eq. 11.4-4) <br /> = 0.994 = 0.547 <br /> Seismic Design Category: Structure Period and Weight: <br /> Short Period-- D <br /> 1-Second Period— D Ct = 0.020 Table 12.8-2 <br /> x = 0.75 <br /> Building Height(Mean Roof), h = 28 ft <br /> Approximate Fundamental Period, Ta = Ct (h„)" (Eq. 12.8-7) <br /> T = Ta = 0.24 <br /> TL = 6 (Figs. 22-14 thru 22-17) <br /> Calculated design base shear <br /> V= C S W (Eq. 12.8-1) <br /> SDS <br /> C.s = (R (Eq. 12-8-2) <br /> rP) <br /> C S = 0.153 <br /> The total design base shear need not exceed: <br /> (Eq_ 12-8-3) (Eq. 12.8-4) <br /> SDI SD1TL <br /> for T TL CS = R for T> TL CS = l <br /> T\ �J T' T, <br /> CS = 0.345 CS = 8.513 <br /> C S = 0.345 T<_ TL <br /> CS = 0.518 1.5 times Cs in accordance with 11.4.8 <br /> The total design base shear shall not be less than: <br /> CS = 0.044SDSle 70.01 (Eq- 12.8-5) <br /> Cs = 0.044 <br /> nor where S >_ 0.6g: <br /> CS = 0.5Si/(R/1e) (Eq. 12.8-6) <br /> CS = 0.000 <br /> CS = 0-153 <br /> V= 0-153 W <br /> Date: 11/8/2023 <br /> Page: L1.3 <br />