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<br />John ~arrett . ~ <br />Windload Calculations <br /> <br />0-15 Exp. B <br /> <br />For: J.M. Stewart Co. <br /> <br />.:"'L"U.Z.~~J."..LL\"'v"kLY WITH ALL <br />PREV AlLING CODES, FWRIDA BUILDING <br />CODE, NATIONAL ELECTRlCCODEAND <br />CITY OF ZEPHYRHILLS ORDINANCES <br /> <br />Calculations: Bearing Area: A= (L)(W) <br /> A= 13.75 sq. ft. <br /> Bearing Dead Force Rz= (n)(r)(A)/2 <br /> Allowed Rz= 13750 Ibs <br /> Overturning <br /> Moments: M1 = (f1)(d1+H) 1971.81 ft-Ibs <br /> Mz= (f2)(d2+H) 10550.75 ft-Ibs <br /> M3= (fa)(da+H) 0.00 ft-Ibs <br /> M4= (f4)(d4+H) 0.00 ft-Ibs <br /> M6= (fs)(ds+H) 0.00 ft-Ibs <br /> M6= (fs)(ds+H) 0.00 ft-Ibs <br />Overturning moment due to wind: Mo= 12522.56 ft-Ibs <br />Weight of Footing and Sign: WSF wn(LHW) + Ws w = 100 pcf density of concrete <br /> WSF 6000 Ibs H = depth of footer <br />Resisting Moment Due Weight: MR= (WsF)(W/2) Footer Ok <br /> MR= 7500.00 ft-Ibs Factor of Safety 1.9 <br />Resisting Soil Moment: Ms= 2rU3(H2+W2) <br /> Ms= 16316.67 ft-Ibs <br />Total Resisting Moment: Mr= 23816.67 ft-Ibs <br />Moment about (a) Ma: M - (F 101 +F zDz+F 3D3+F 4D4+F &D&+F 606) <br /> a- <br /> M - 7250.873 ft-Ibs Assumes footing rigid subjecting column to <br /> a- <br /> bending stresses <br />Column Design: Me= Main <br /> Mc= 3625.436 ft-Ibs <br /> J <br /> Section Required: Sx= Mc/Fb /7 r/Ll'.l ~Ef RFi: VIE (Vii n <br /> Sx= 0.945766 in^3 [\'\TIE ......11 ?'- f'1 \' ) It<. l\ ..1/ <br /> FU!~.( d\JG 0EPT "PPROV(l bA" W f ';}... tor <br />Column Analysis: U <br /> Moment of Inertia: 1= 6.943665 in^4 <br /> Section Designed: Sx= IIc <br /> Sx= 3.471832 in^3 Column Ok <br /> Factor of Safety 3.7 <br />Anchor Bolts: In Tension P= Mc/L <br />Bolt Yield Strength 64000 p= 4833.915 Ibs <br />Area of bolt Ab in2 .302 for 3/4 inch <br />based on minor dia. .552 for 1 inch S= P/Ab <br /> .893 for 1.25 inch S= 16006.34 Ibs/in^2 Bolt Tension Ok <br /> Factor of Safety 4.0 <br /> In Shear <br />Bolt Yield Strength 55000 s= P/2td <br />Kpsi S= 1759.67 Bolt Shear Ok <br />P - Shear force Factor of Safety 31.3 <br />t - plate thickness <br />d - bolt minor diameter Cv= V/QDzH <br />Assume sign slides no tip Cv= 0.014 <br />Grade 2 <br /> <br />Florida #44816 <br />New York #063279-1 <br /> <br />Page 2 of2 <br /> <br /> <br />John F. Barrett, PE <br />3/17/2005 <br /> <br />John Francis Barrett, PE <br />8259 Barton Farms Blvd. <br />Sarasota, FL 34240 <br /> <br />D:\Jms 7-98\937585.xls <br />