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Dibble Engineers Inc JOB TITLE Charter club <br /> 1029 Market Street,Suite 200 <br /> Kirkland,WA 98033 JOB NO. 23-079 SHEET NO. <br /> (425)828-4200 CALCULATED BY SSH DATE <br /> CHECKED BY TSC DATE 4118/23 <br /> Wind Loads -MWFRS h560'(Low-rise Buildings)except for open buildings <br /> Kz=Kh(case 1)= 0.70 Edge Strip (a)= 4.1 ft <br /> Base pressure(qh)= 14.6 psf End Zone (2a)= 8.2 ft <br /> GCpi= +/-0.18 Zone 2 length = 20.5 It <br /> Wind Pressure Coefficients <br /> CASE A CASE B <br /> e=18.4 deg <br /> Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi <br /> 0.52 0.70 .45 7 <br /> 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 <br /> 3 -0.47 -0.29 -0.65 -0.37 -0.19 -0.55 <br /> 4 -0.42 -0.24 -0.60 -0.45 -0.27 -0.63 <br /> 5 0.40 0.58 0.22 <br /> 6 -0.29 -0.11 -0.47 <br /> 1 E 0.78 0.96 0.60 -0.48 -0.30 -0-66 <br /> 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1-25 <br /> 3E -0.67 -0.49 -0.85 -0.53 -0.35 -0.71 <br /> 4E -0.62 -0.44 -0.80 -0.48 -0.30 -0.66 <br /> 5E 0.61 0.79 0.43 <br /> 6E -0.43 -0.25 -0.61 <br /> Ultimate Wind Surface Pressures (psf) <br /> 1 10.2 4.9 .0 -9.2 <br /> 2 -7.5 -12.7 -7.5 -12.7 <br /> 3 -4.2 -9.5 -2.8 -8.1 <br /> 4 -3.4 -8.7 -4.0 -9.2 <br /> 5 8.5 3.2 <br /> 6 -1-6 -6.9 <br /> 1 E 14.1 8.8 -4.4 -9.7 <br /> 2E -13-0 -18.3 -13.0 -18.3 <br /> 3E -7.2 -12.5 -5.1 -10.4 <br /> 4E -6.4 -11.7 -4.4 -9.7 <br /> 5E 11.6 6.3 <br /> 6E -3.7 -8.9 <br /> Parapet <br /> Windward parapet= 0.0 psf (GCpn=+1.5) Windward roof <br /> Leeward parapet= 0.0 psf (GCpn=-1.0) overhangs= 10.2 psf (upward)add to <br /> windward roof pressure <br /> Horizontal MWFRS Simple Diaphraam Pressures(DSf) WINDWARD <br /> Transverse direction(normal to L) OVERHANG t i wINDwARDR« <br /> LEEWARD Roos <br /> Interior Zone: Wall 13.6 psf ! t t I I I I I I I <br /> Roof -3.2 psf " VERTICAL. <br /> End Zone: Wall 20.5 psf 8 <br /> Roof -5.8 psf " <br /> Longitudinal direction(parallel to L) <br /> interior Zone: Wall 10.1 psf TRANSVERSE ELEVATION <br /> End Zone: Wall 15.2 psf W1I4DWARDRCOP <br /> "NOTE:Total horiz force shall not be less than that determined ! T L"P-DROOF <br /> III I ! ! 1 1 1 _ <br /> by neglecting roof forces(except for MWFRS moment frames). VERTICAL <br /> The code requires the MWFRS be designed for a min ultimate <br /> force of 16 psf multiplied by the wail area plus an 8 psf force <br /> applied to the vertical projection of the roof. R <br /> LONGITUDINAL ELEVATION <br />