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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 21 <br />Roof Support <br />Beam B3 <br />Cant.: Max Unbraced Bott. Flg. Length (a") = <br />Unfactored Loads: P1DL = <br />152 lbs <br />P1 <br />P2 <br />PILL = <br />0 lbs <br />5.50 k <br />Load Combinations (Strength Design): <br />PIWIND UPLIFT = <br />0 lbs <br />wul = 1.4wDL = <br />w <br />R1 WIND UPLIFT = <br />P2DL = <br />152 lbs <br />396 plf <br />mm <br />4.41 k <br />P2LL = <br />lbs <br />R2DL = <br />R1 <br />P1ut = 1.4P1DL = <br />213 lbs <br />R2 <br />5.50 k <br />P2WIND UPLIFT = <br />lbs <br />R2DL+LL = <br />7.28 k <br />I <br />x <br />137 lbs <br />R2wIND UPLIFT = <br />-6.65 k <br />DL = <br />3.26 psf <br />R2(cASE 2) = <br />a <br />L <br />j< <br />b <br />LL = <br />20 psf <br />137 lbs <br />>,- <br />NE <br />Selected Beam: <br />Wind uplift = <br />-24.2 psf <br />Suggested Shapes: Stress only = W8x18 <br />Beam Wt/Extra Load = <br />27 plf <br />Geometry: L = <br />26.00 ft <br />Tributary Loading Strip = <br />10.13 ft <br />a = <br />14.17 ft <br />wDL = <br />60.0 plf <br />b = <br />14.17 ft <br />WLL = <br />202.5 plf <br />Span: Max Unbraced Top Flg. Length (L') = <br />8.67 ft <br />wDL+LL = <br />262.5 plf <br />Span: Max Unbraced Bottom Flg. Length (L") = <br />2.00 ft <br />wWIND UPLIFT = <br />-245 plf <br />Cant.: Max Unbraced Top Flg. Length (a') = <br />14.17 ft <br />Cant.: Max Unbraced Bott. Flg. Length (a") = <br />2 ft <br />Reactions: R1DL = <br />1.78 k <br />x = pt. of max moment in span = <br />13.0 ft <br />R1LL = <br />5.50 k <br />Load Combinations (Strength Design): <br />R1 DL+LL = <br />7.28 k <br />wul = 1.4wDL = <br />84 plf <br />R1 WIND UPLIFT = <br />-6.65 k <br />Wu2 = 1.2wDL + 1.6wLL = <br />396 plf <br />R1(CASE2) = <br />4.41 k <br />WO = 0.9wDL - 1.3wWIND UP = <br />264 plf <br />R2DL = <br />1.78 k <br />P1ut = 1.4P1DL = <br />213 lbs <br />R2LL = <br />5.50 k <br />P1u2 = 1.2P1DL + 1.6131LL = <br />182 lbs <br />R2DL+LL = <br />7.28 k <br />P1i3 = 0.9P1DL -1.3P1 WIND UP = <br />137 lbs <br />R2wIND UPLIFT = <br />-6.65 k <br />P2ut = 1.4P2DL = <br />213 lbs <br />R2(cASE 2) = <br />4.41 k <br />P2i2 = 1.2P2DL + 1.6P2LL = <br />182 lbs <br />P2u3 = 0.9P2DL-1.3P2WIND UP = <br />137 lbs <br />Selected Beam: <br />Suggested Shapes: Stress only = W8x18 <br />Material = A992 <br />Stress & deflection = W18x35 <br />FY = 50 ksi <br />Actual Stresses: <br />Beam Used = W14x22 <br />fb[span(p)] = Mspan(p/Sx = <br />7.48 ksi <br />A = 6.5 int <br />fb[span(n)] = Mspan(n)/Sx = <br />11.79 ksi <br />Sx = 29.0 in3 <br />fb[cant(p)] = Mcant(p)/Sx = <br />8.56 ksi <br />Ix = 199.0 in <br />fb[cant(n)] = Mcant(n/Sx = <br />11.79 ksi <br />JUN G 8 2017 ly = 7.0 in <br />Actual deflections: SDL(span) = <br />-0.100 in <br />d/Af = 8.20 <br />81-L(span) = <br />0.361 in <br />fit. X21"" .� - .a-..=�1L� 1 7 rY <br />�\ ` ' 21"" 7. ! `' J 1.0 in <br />S - <br />DL+LL(span) - <br />0.261 in <br />....� J= 0.2 in 4 <br />SDL(cant) = <br />0.247 in <br />CW = 314 in s <br />SLL(cant) = <br />1.052 In <br />Zx = 33.2 in <br />SDL+LL(cant) = <br />1.299 in <br />