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Madison Industries <br />Designed by: ML/JFB <br />August 4, 2016 <br />Job No: WCA17860-1 <br />Customer: Mobil Fueling Canopy <br />Structure: 65'-0" x 54'-4" (4) Column Canopy <br />Location: Tracy, CA 95377 <br />Sheet 17 <br />Roof Support <br />Beam B2 <br />Cant.: Max Unbraced Bott. Fig. Length (a") = <br />Unfactored Loads: P1DL = <br />184 lbs <br />P1 <br />P2 <br />P1LL = <br />O lbs <br />6.66 k <br />Load Combinations (Strength Design): <br />PIWIND UPLIFT = <br />0 lbs <br />w"t = 1.4wDL = <br />w <br />R1 WIND UPLIFT = <br />P2DL = <br />184 lbs <br />466 plf <br />MM <br />5.05 k <br />WO = 0.9wDL - 1.OwWIND UP = <br />P2LL = <br />lbs <br />1.86 k <br />R1 <br />257 lbs <br />? R2 <br />6.66 k <br />P2WINDUPLIFT = <br />lbs <br />R2DL+LL = <br />x <br />P1i3 = 0.9P1DL -1.OP1 WIND UP = <br />165 lbs <br />R2WIND UPLIFT = <br />DL = <br />3.26 psf <br />257 lbs <br />a <br />L b <br />P2,2 = 1.2P2DL + 1.6P21-1- = <br />LL = <br />20 psf <br />P2u3 = 0.9P2DL-1.OP2WIND UP = <br />165 lbs <br />Wind uplift = <br />-24.2 psf <br />Beam Wt/Extra Load = <br />22 plf <br />Geometry: L = <br />26.00 ft <br />Tributary Loading Strip = <br />12.25 ft <br />a = <br />14.17 ft <br />wDL = <br />61.9 plf <br />b = <br />14.17 ft <br />wLL = <br />245.0 plf <br />Span: Max Unbraced Top Fig. Length (L') = <br />8.67 ft <br />wDL+LL = <br />306.9 plf <br />Span: Max Unbraced Bottom Flg. Length (L") = <br />2.00 ft <br />wWIND UPLIFT = <br />-296 plf <br />Cant.: Max Unbraced Top Fig. Length (a') = <br />14.17 ft <br />Cant.: Max Unbraced Bott. Fig. Length (a") = <br />2.0 ft <br />Reactions: R1 DL = <br />1.86 k <br />x = pt. of max moment in span = <br />13.0 ft <br />R11-1- = <br />6.66 k <br />Load Combinations (Strength Design): <br />R1DL+LL = <br />8.52 k <br />w"t = 1.4wDL = <br />87 plf <br />R1 WIND UPLIFT = <br />-8.04 k <br />Wu2 = 1.2wDL + 1.6wLL = <br />466 plf <br />R1(CASE 2) = <br />5.05 k <br />WO = 0.9wDL - 1.OwWIND UP = <br />240 plf <br />R2DL = <br />1.86 k <br />P1,,, = 1.4P1DL = <br />257 lbs <br />R2LL = <br />6.66 k <br />P1u2 = 1.2P1DL + 1.6P1LL = <br />221 lbs <br />R2DL+LL = <br />8.52 k <br />P1i3 = 0.9P1DL -1.OP1 WIND UP = <br />165 lbs <br />R2WIND UPLIFT = <br />-8.04 k <br />P2„, = 1.4P2DL = <br />257 lbs <br />R2(cASE 2) = <br />5.05 k <br />P2,2 = 1.2P2DL + 1.6P21-1- = <br />221 lbs <br />P2u3 = 0.9P2DL-1.OP2WIND UP = <br />165 lbs <br />Selected Beam: <br />Suggested Shapes: Stress only= W8x18 <br />Material = A992 <br />Stress & deflection = W18x40 <br />FY = 50 ksi <br />Actual Stresses: <br />Beam Used = W14x22 <br />fb[span(p)] = Mspan(pvsx = <br />7.54 ksi <br />A = 6.5 int <br />fb[span(n)] = Mspan(n)/Sx = <br />13.82 ksi <br />Sx = 29.0 in <br />fb[cant(p)] = Mcant(p/Sx = <br />10.80 ksi <br />['� ' . a Ix = 199.0 in <br />fb[cant(n)] = Mcant(nVSx = <br />13.82 ksi <br />L 4 = Y� lY = 7.0 in <br />Actual deflections: SDL(Span) _ <br />-0.113 in <br />JUN 0 8 2017 d/Af = 8.20 <br />8LL(span) = <br />0.437 In <br />ry = 1.0 in <br />SDL+LL(span) = <br />0.324 In <br />J = 0.2 in <br />8DL(cant) = <br />0.277 In <br />!!, V_, :� �.� f-' �ti LTH <br />C„, = 314 In 6 <br />SLL(cant) = <br />1.273 in <br />Zx = 33.2 in <br />SDL+LL(cant) = <br />1.550 In <br />