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� <br /> H N Lehtinen By �at� <br /> En�ineerin� <br /> 321G Wetmorc Avc. Pagc No. 2 of <br /> Evcrett, WA 98201 <br /> �a2s�2s2-23�.� <br /> WIND DESIGN <br /> DESIGN WIND PRESSUR�S FOR STRUCTUR�S OR ELENIENTS OF <br /> S7RUC7'UR�S SHALL I3E DETERMIN�D POR ANY IiEIGHT IN <br /> ACCORDANC� WITH TIiE POLLOW[NG FORMULA: <br /> 1' = CeCgCisI <br /> P = design wind pressure <br /> Ce = corobined height, exposure and gust tactor coefficient <br /> (Tablc No. IG-G). <br /> Cq = pressure coefficient for the structure or porNon under <br /> considcrallon (Tablc No.l6-li). <br /> qs = wind stagnation pressure at the standard hcig6t of 33 feet <br /> (Table No.16-r). <br /> I = importancc factor(Tablc No.23-K). <br /> P15 = .G2x 1.3x 1fi.4PSFx 1.0 = 13.2PSF <br /> P20 = .G7 x 1.3 x 1G.4 PST x 1.0 = 14.2 PSF <br /> P20= .72 x 1.3 x 16.4 PSF x 1.0 = 15.3 PSF <br /> SEISMIC DESIGN � <br /> THE TOTAL DESIGN J3ASE SHEAR IN A GIVEN DIRECTION SHALL � <br /> II� DET�RMIN�D FROM THE FOLLOWING FORNfULA: <br /> V= (3.0 Ca / R) W= (3.0 x 0.361'4.5)W=,24 W <br /> V = total design lateral force or shear at the Ibase of the building. <br /> Ca = numcrical cocfficicnt specificd (Tablc 16-0). <br /> R = numcrical cucPficient (Tablc 16-P). <br /> �'V = total scismic dcad load. <br />� <br /> 5 <br /> . �q <br />