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19011 Wood-Sno Road NR,Suite 100 <br /> Woodvtvik,WA 98072-4436 <br /> ' Phone:425-814-944B <br /> E NG.INEE.RI Fax:425-821 2120 <br /> Pacific Ridge Homes Revision Dale: 1/11/2021 <br /> Thelon (Elevations A & B) <br /> Redundancy, p 1.0 I wF(Section 12.3.4) <br /> ' Design Base Shear <br /> SMS = Fass (Eq. 11.4-1) SM1 = F„S1 (Eq. 11.4-2) <br /> = 1.80 = 0.80 <br /> S os = 1/S Ms (Eq. 11.4-3) S a I = %S M 1 (Eq. 11.4-4) <br /> = 1.20 = 0.60 <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„ = 24 ft <br /> Approximate Fundamental Period, T. = Ct (h„)" (Eq. 12.8-7) <br /> T= T,, = 0.22 <br /> TL = 6 (Figs. 22-14 thru 22-17) <br /> Calculated design base shear. <br /> V= C, W (Eq. 12.8-1) <br /> Sns <br /> CS = /R` (Eq. 12.8-2) <br /> 1� <br /> C, = 0.18 <br /> The total design base shear need not exceed: <br /> (Eq, 12.8-3) (Eq. 12.8-4) <br /> SDI SPITL <br /> for T ' TL CS = (RN for T> TL CS = <br /> T kIe) Tz e J <br /> C, = 0.43 Ca = 11.78 <br /> Cs = 0.43 Ts TL <br /> CS = 0.64 1.5 times Cs in accordance with 11.4.8 <br /> The total design base shear shall not be less than: <br /> C, = 0.044S os 1, >_0.01 (Eq, 12.8-5) <br /> CS = 0.05 <br /> E nor where S s > 0.6g: <br /> I <br /> C, = 0.5S,1(Rlio) (Eq. 12.8-6) <br /> C, = 0.00 <br /> C, = 0.18 <br /> V= 0.18 W Date:4/6/2022 <br /> Page: 1.1.3 <br /> f <br /> t <br />