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Holmes US <br />523 West 6th St. Suite 1122 <br />Los Angeles, CA 90014 <br />Project Job Ref. <br />Section Sheet no./rev. <br /> 1 <br />Calc. by <br />C <br />Date <br />4/29/2024 <br />Chk'd by Date App'd by Date <br />WIND LOADING <br />In accordance with ASCE7-16 <br />Using the directional design method <br />Tedds calculation version 2.1.13 <br /> <br />Building data <br />Type of roof;Flat <br />Length of building ;b = 90.50 ft <br />Width of building ;d = 42.50 ft <br />Height to eaves;H = 15.00 ft <br />Mean height;h = 15.00 ft <br />General wind load requirements <br />Basic wind speed;V = 95.0 mph <br />Risk category;II <br />Velocity pressure exponent coef (Table 26.6-1);Kd = 0.85 <br />Ground elevation above sea level ;zgl = 0 ft <br />Ground elevation factor ;Ke = exp(-0.0000362  zgl/1ft) = 1.00 <br />Exposure category (cl 26.7.3);B <br />Enclosure classification (cl.26.12);Partially enclosed buildings <br />Internal pressure coef +ve (Table 26.13-1);GCpi_p = 0.55 <br />Internal pressure coef –ve (Table 26.13-1);GCpi_n = -0.55 <br />Gust effect factor;Gf = 0.85 <br />Minimum design wind loading (cl.27.1.5);pmin_r = 8 lb/ft2 <br />Topography <br />Topography factor not significant ;Kzt = 1.0 <br />Velocity pressure equation ;q = 0.00256  Kz  Kzt  Kd  V2  1psf/mph2; <br />Velocity pressures table <br />z (ft)Kz (Table 26.10-1)qz (psf) <br />15.00 0.57 11.19 <br />Peak velocity pressure for internal pressure <br />Peak velocity pressure – internal (as roof press.);qi = 11.19 psf <br />Pressures and forces <br />Net pressure;p = q  Gf  Cpe - qi  GCpi; <br />21