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John S. Apolis, P.E. CSES, Inc. Job number: 2015.102 <br /> Project: Griffin Date: 15-Feb-18 <br /> Architect: Page number: <br /> BEAM DESIGN (Uniform Load+Concentrated Load) <br /> 2015 International Building Code(IBC) 2015 NDS' <br /> Beam Description: ,AStA4C'Vr Oat1151-.6 :).-a c575 <br /> Enter'1'for snow load: <br /> Enter'1'for repetitive member: <br /> Enter'I'for wet use: <br /> Geometry and Loads: <br /> Span: 16 ft Tributary Width: 2 ft <br /> DL unit load: 12 psf LL unit load: 25 psf <br /> Add'!unif.DL: lb/ft Add'l unif.LL: lb/ft <br /> Concentrated DL: 144 lbs Concentrated LL: 480 lbs <br /> C ix>(L-x)= 12 ft <br /> Total point load: ' 624 lbs <br /> DL uniform load: 24 lb/ft Max DL reaction: 300 lbs <br /> LL uniform load: 50 lb/ft Max LL reaction: 760 lbs <br /> Total load: 74 lb/ft Max Total reaction: 1,060 lbs <br /> Material Properties: <br /> E 1.3 x 10A6 psi E 1.3 x 10'6 psi <br /> Fb 850 psi Fb' 787 psi <br /> Fv 150 psi Fv' 150 psi <br /> Fc perp 405 psi Fe perp' 405 psi <br /> Emin 0.47 x 10A6 psi Emin' 0.47 x 10A6 psi <br /> Deflection analysis: <br /> For total load:Allowed deflection criteria,span/ 240 <br /> For LL only:Allowed deflection criteria,span/ 360 <br /> Max.allowed total deft: 0.8 in Max LL deft: 0.5333333 in <br /> Total deft, *I: 133.4 Required 1: 167 inA4 <br /> LL deft. *1: 94.8 Required 1: 178 inA4 <br /> Actual deflections: TOTAL: 0.375 inches LL 0.266 inches <br /> Force analysis: Max Shear: 1060 lbs <br /> Max.moment: 3780 ft-lb Shear 0 d= 991 lbs <br /> Selected Member: (2) HF #2 1.5 x 11.25 <br /> Member properties: Provided: Required: <br /> Moment of inertia: 356.0 inA4 177.7 inA4 <br /> Section Modulus:: 63.3 in'3 57.7 in'`3 <br /> Section Area: 33,8 in^2 9.9 in^2 <br /> Bearing Area: 2.6 in^2 <br /> Minimum bearing dimensions: 3.0 x 0.9 inches <br /> 61) <br /> a <br />