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<br />~arrett . ~ <br />Wind load Calculations <br /> <br />0-15 Exp. B <br /> <br />Footing Depth: <br /> <br />FBC 2004 1805.7.2.1 d = <br /> <br />.5A(1 +(1 +(4.3h/A)) 1/2) <br />..- <br />1.65 <br /> <br />A= <br /> <br />2.34P/(S1b) <br />0.60 <br /> <br />Weight of Footing: <br /> <br />Wf= <br /> <br />150*A*D <br />11500 Ibs <br /> <br />-- <br /> <br />Calculations: <br /> <br />Bearing Area: <br /> <br />A= <br /> <br />20.00 sq. ft. <br /> <br />--- <br /> <br />Soil Pressure: <br /> <br />~ <br /> <br />Overturning Moments: <br /> <br />~I== <br /> <br />Ps= <br /> <br />612.50 <br /> <br />psf <br /> <br />Soil Pressure <br />~actor of Safety i <br /> <br />OK <br />3.3 <br /> <br />Overturning moment due to wind: <br />I: <br />Weight of Footing and Sign: <br />I <br /> <br />M1 = <br />M2= <br />IM3= <br />--L- <br />I <br />. JM~~- <br /> <br />(f1)( ci1-+HT <br />i (f2)(d2+H) <br />(f3)(d3+H) <br /> <br />..- u ---t------- - <br /> <br />---r-- -- <br /> <br />1 I <br />~-- <br /> <br />I <br />i I <br />.-- --.-.------+--------. -.- <br />WSF wAH + Ws <br />WSF 12250 Ibs <br /> <br />i ft-Ibs <br />- I <br /> <br />Resisting Moment Due Weight: <br /> <br />MR= <br />MR= <br /> <br />(WsF)(W/2) <br />12250.00 ft-Ibs <br /> <br />w = 100 pcf density of concrete <br />H = Height of footer i <br /> <br />Resisting Soil Moment: <br /> <br />~! R1= ~ . (ASL)L)(D/3) .. <br />R1= ~_ 5444.44 I I <br /> <br />R2= (ASL)(L)(D/3) i ! <br />'~I I I <br />! R2= 5444~+--- I =t= <br /> <br />. It~_-----~~~~tg~~~~:--+ Fact:;~:~afe~ ~: <br /> <br /> <br />MT= 4036~+041ft-ibS I I <br /> <br />Ma = (F1D1+F2D2+F3D3) ! I <br />1Ma = 13297.435~ft-lbS--+------- ---I-----i. <br />Me = Main Assumes footing rigid subjecting <br />!-- <br />Mc = 1648.7176 ft-Ibs column to bending stresses <br /> <br />.--- <br /> <br />Active Soil Resistance <br /> <br /> <br />~ <br /> <br />-- <br /> <br />Total Resisting Moment: <br />~ <br />Moment about (a) Ma: <br /> <br />Column Design: <br />Yield Strength (psi): <br /> <br />Section Required: <br />46000 <br /> <br />Sx= <br />Sx= <br /> <br />Mc/Fb <br />0.4301002 in^3 <br /> <br />! <br /> <br />Moment of Inertia: <br /> <br />1= <br /> <br />609::797 in~ <br /> <br />3.4638899 in^3- - I <br /> <br />I <br />I <br />I_~__- <br />Column___L Ok <br />Factor of Safety i 8.1 <br /> <br />. '---- <br /> <br />f--- <br /> <br />Column Analysis: <br /> <br />Section Designed: <br /> <br />Sx= <br />Sx= <br /> <br />Anchor Bolts: <br />Bolt Yield Strength <br />Area of bolt Ab in2 <br />based on minor dia. <br /> <br />In Tension <br />64000 <br />1.334 for 3/4 inch <br />.606 for 1 inch <br />.969 for 1.25 inch <br /> <br />P= <br />P= <br /> <br />I <br />~-- <br />Mc/L I <br />2198.2901!lbs . .. <br />...------r--------- --------..------. <br /> <br />S= <br />S= <br /> <br />IP/Ab I <br />6581.7069 Ibs/in^2 <br /> <br />Bolt Tension <br />Factor of Safety <br /> <br />Ok <br />9.7 <br /> <br />Bolt Yield Strength In Shear <br />f = Shear force I==:- 55000 <br />d = bolt minor diameter <br />Assume pure shear <br /> <br />S= <br />S= <br /> <br />- <br />P/2nAb <br />907.62 <br /> <br />Bolt Shear <br />Factor of Safety <br /> <br />Ok <br />70.5 <br /> <br />Florida #44816 <br />New York #063279-1 <br /> <br />Page 2 of 2 <br /> <br /> <br />John Francis Barrett, PE <br />8259 Barton Farms Blvd. <br />Sarasota, FL 34240 <br /> <br />C:\Windloading\JM Stewart\ <br />8402 <br />