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Page:2 <br /> Multi-Loaded Bearnf AISC 9th Ed ASD I Ver 5.05 <br /> By:Jeff.inhir,47n- DFP PLANNING&DESIGN on:08-19-2003: 11:15:02 AM <br /> r_ -_ . ._Lcro ion: GAR o$G PLF <br /> r�nt�.:..2 Load �tZL-Lei-fi-2= <br /> Trapezoidal 4 375 PLF <br /> Left DeadLive Load:eTRD-Left-4-2= <br /> Lpeft Lcratl. TT_RL.R Phhtg-4-2= 680 PLF <br /> j `,--7- <br /> Load <br /> i 4htad DeadLoad: A-4F-`� .5 r <br /> Load Start: 23.0 Load End: f` A.?- 5.5 FT <br /> Load'en7h- 35 kV <br /> °rone:ties for.�W1�3LA..6 FY= 29000 KSI <br /> Yield Stress: E=^ 12.06 IN <br /> Modulus Elasticity: 3 /; p nt <br /> t il.J4 IN <br /> Web Thickinws: <br /> vc}.�e;. 9.993IN <br /> Flange Width: btz{f= 0.57 lel <br /> ,� 1 57 IN <br /> Flange Thickness: <br /> a Web Toe f:f Fillet Ix= 421.25 IN F <br /> Moment. �� :_ 70.6050lld4 <br /> Moment of Inertia About X-X Axis: 5x= <br /> Section Modulus About X-X Axis: x= 0.6INN <br /> 3 <br /> :,,i,Flange+ 1 r3 of Web: <br /> Radius of Gyration as �.vifiprz:s,,, ;. <br /> Design Prilba ties per AISC Steel Construction Manual: ��— I}-f7 <br /> Range Buckling Ratio: AFBR= 10.83 <br /> Allowable Flange Buckling Ratio: WBR= 10.83 <br /> Web Buckling Ratio: 134 67 <br /> It ie%.^�+Z <br /> AlloK.a:le :'e Budding Ratio: Lb= 23.0 F f <br /> �'w7t�'4iTv' as <br /> Controlling Unbraced Length: Lc= 30 5FT <br /> Limiting Unbraced Length for Fb=_66*Fy: Lu= 22.06 FT <br /> L Length for Fb 6'Fti Cb: n_F1 = 15.21KSI <br /> Moment Gradient Bending Coefficient <br /> Allowable fb per ASD Egn F1-6: F1-7= 16.39KSI <br /> Allowable fb per ASO Eqn P1-7: F1-7= 26.39 I<SI <br /> Aif` abie fb per ASD Ego F1-8: . �.,I_ - net 2 S <br /> Elastic Limit of ASC Egn F1-6: F6 20.72 FT <br /> AllowableKSI <br /> Bending Stress: hlf�nr_ 31.62 <br /> Web Height to Thickness Ratio: hrt+rwLimit= 63.33 <br /> Thickness Ratio fnr Fv=4*Fy: h 3 <t,i <br /> Limiting Web Height to F sxi+..nx.c:aa � - : <br /> �y� <br /> Allowable Shear Stress <br /> Design Requirements Comparison: M= 120744 FT-LB <br /> Controlling Moment M= <br /> span2(Center Ft from left support of Spin) <br /> rt <br /> r='G <br /> C� 1 moment created by combining all dead ices and live itads a spari_i'64x— 121599 FT-LB <br /> L <br /> Nominal Moment Strength: r 4366915LB <br /> Controlling Sherr: 3(Right��� <br /> At left support of span, Span) )cr <br /> Critical shear created by combining all dead toads and live loads ons ^`(s L <br /> 914 8 <br /> Nominal Shear Strength: Ire4= 37 sr� >=G914 B <br /> Moment of Inertia(Deflection): 1= 425.00 1N4 <br />