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ERSFA Design Group.LLC PROJECT NO. SHEET NO. <br /> STRUCTURAL I GEOTECHNICAL!SPECIAL INSPECTIONS <br /> MFR22-156 <br /> PROJECT DATE <br /> Kobuke Residence Underpinning 8/19/2022 <br /> SUBJECT BY <br /> Wind Design Criteria MEK <br /> Wind Analysis for Low-rise Building,Based on ASCE 7-16 <br /> INPUT DATA <br /> Exposure category(26.7.3) B <br /> Basic wind speed(26.5.1) V = 98 mph <br /> Topographic factor(26.8&Table 26.8-1) Krt = 1.00 Flat ._ <br /> Building height to eave he = 9 ft r <br /> d <br /> Building height to ridge hr = 14 ft s <br /> Building length L = 67 ft <br /> Building width B = 41 ft B <br /> Ground Elevation Above Sea Level E= 196 ft 1 <br /> Velocity pressure I <br /> qh=0.00256 Kh Kzt Kd Ke VA2 = 14.63 psf <br /> where: qh=velocity pressure at mean roof height,h.(Eq.26.10-1 &Eq.30.3-1) <br /> Kh=velocity pressure exposure coefficient evaluated at height,h,(Tab.26.10-1) = 0.700 <br /> Kd=wind directionality factor.(Tab.26.6-1,for building) = 0.85 <br /> Ke=ground elevation factor.(Tab.26.9-1) = 1.00 <br /> h=mean roof height = 11.50 ft <br /> <60 ft,Satisfactory (ASCE 7-16 26.2.1) <br /> Design pressures for MWFRS <br /> p=qh[(G Cpf)-(G Co)] Pmin= 16 psf for wall area(28.3.4) <br /> where: p=pressure in appropriate zone.(Eq.28.3-1). Pmin= 8 psf for roof area(28.3.4) <br /> G Cp f=product of gust effect factor and external pressure coefficient,see table below.(Fig.28.3-1) <br /> G Cp i=product of gust effect factor and internal pressure coefficient.(Tab.26.13-1,Enclosed Building) <br /> = 0.18 or -0.18 <br /> a=width of edge strips,Fig 28.3-1,note 9, MAX[MIN(0.1B,0.1L,0.4h),MIN(0.04B,0.04L),3] = 4.10 ft <br /> [Net Pressures(psf),Load Case A <br /> Roof angle 8 = 13.71 Roof angle 0 = 13.71 <br /> Surface Net Pressure with Surface Net Pressure with <br /> GCp{ (+GCpi) (-GCPI) GC�f (+GCPI) (-GCpi) <br /> 1 0.48 9.59 4.32 1 -0.45 -3.95 -9.22 <br /> 2 -0.69 -7.46 -12.73 2 -0.69 -7.46 -12.73 <br /> 3 -0.43 -3.71 -8.98 3 -0.37 -2.78 -8.05 <br /> 4 -0.37 -2.80 -8.06 4 -0.45 -3.95 -9.22 <br /> 1E 0.72 13.17 7.90 5 0.40 8.48 3.22 <br /> 2E -1.07 -13.02 -18.29 6 -0.29 -1.61 -6.88 <br /> 3E -0.66 -7.09 -12.36 1E -0.48 -4.39 -9.66 <br /> 4E -0.55 -5.44 -10.71 2E -1.07 -13.02 -18.29 <br /> 3E -0.53 -5.12 -10.39 <br /> 4E -0.48 -4.39 -9.66 <br /> 5E 0.61 11.56 6.29 <br /> 6E -0.43 -3.66 -8.92 <br /> x x Y a <br /> a a <br /> r f. <br /> E <br /> . r It r 1 1 IE ' 5 <br /> ram., .1[ <br /> Load Case A(Transverse) Load Case B(Longitudinal) <br /> Basic Load Cases <br /> II L <br />