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H N Lehtinen <br />Engineering <br />3216 Wetmore Ave. <br />Everett, WA 98201 <br />(425)252-2373 <br />WIND DESIGN <br />By. Date <br />Page No. of <br />DESIGN WIND PRESSURES FOR STRUCTURES OR ELEMENTS <br />OF STRUCTURES SHALL BE DETERMINED FOR ANY HEIGHT <br />IN ACCORDANCE WITH THE FOLLOWING FORMULA: <br />P=CeCggsI <br />P = design wind pressure <br />Ce = combined height, exposure and gust factor coefficient <br />(Table No.16-G). <br />Cq = pressure coefficient for the structure or portion under <br />consideration (Table No.16-H). <br />qs = wind stagnation pressure at the standard height of-33-feet <br />(Table No.16-F). <br />I = importance factor (Table No.23-I).. <br />P15=MxT.3z16.4PSFx1.0=13.2PSF. <br />P20=.67x1.3x16.4PSFx1.0=14.2PSF <br />P20= .72 x 1.3 x 16.4 PSF x 1.0 = 15.3 PSF <br />SEISMIC DESIGN <br />THE TOTAL DESIGN BASE SHEAR IN -A GIVEN DIRECTION <br />SHALL BE DETERMINED FROM THETOLLOWING'FORMULA: <br />V= (3.0 Ca / R) W= (3.0 x 0.36,15.5)W=1 W <br />V $ total design lateral force or shear at the base of the building. <br />Ca numerical coefficient -specified (Table'16-0). <br />R = numerical coefficient (Table 16-P). <br />W = total seismic dead load. <br />