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tiP Ste-+) Srul �e- ^ uA. ,- 1.5 t'40 k+;sr L.r it>) B C5 -) Lem os, - (,...is L r,<, Multi-Loaded Beam(AISC 9th Ed ASD 1 Ver:6.00.81 Multi-Loaded Beam(AISC 9th Ed ASD 1 Ver:6.00.81 • By: . ,Arrow Building Center on:02-27-2007:3:55:26 PM By: . ,Arrow Building Center on:02-27-2007:3:53:35 PM Project: STRONG ARM CONST-1000-Location: BEAM UNDER BREAKFAST RM Project: STRONG ARM CONST-1000-Location: CENTER BEAM UNDER KITCHEN Summary: Summary: A992-50 W12x30 x 12.5 FT A992-50 W12x45 x 20.0 FT Section Adequate By: 150.9% Controlling Factor: Moment Section Adequate By:298.3% Controlling Factor: Moment Center Span Deflections: • Center Span Deflections: DLD Center= 0.08 IN Dead Load: DLD-Center= 0.05 IN Dead Load: Live Load: LLD-Center= 0.10 IN= L/1448 Live Load: LLD-Center= 0.13 IN = U1798 Total Load: TLD-Center- 0.15 IN=L/992 Total Load: TLD-Center= 0.21 IN= L11121 Center Span Left End Reactions(Support A): Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 5826 LB Live Load: LL-Rxn-A= 6462 LB Dead Load: DL-Rxn-A= 2493 LB Dead Load: DL-Rxn-A= 3588 LB TV�oI l nrl• TL o n_ �.,,,,,,, L- i oidi Luau: T L-Rail-i,= O320 Lo Bearing Length Required (Beam only,support capacity not checked): BL-A= 0.74 IN Bearing Length Required (Beam only,support capacity not checked): BL-A= 1.08 IN Center Span Right End Reactions(Support B): Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 7636 LB Live Load: LL-Rxn-B= 1615 LB Dead Load: DL-Rxn-B= 3470 LB Dead Load: DL-Rxn-B= 1235 LB Total Load: TL-Rxn-B= 11106 LB Total Load: TL-Rxn-B= 2850 LB Bearing Length Required (Beam only,support capacity not checked): BL-B= 0.74 IN Bearing Length Required (Beam only, support capacity not checked): BL-B= 1.08 IN Beam Data: Beam Data: Center Span Length: L2= 12.5 FT Center Span Length: L2= 20.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 12.5 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom=s 360 FT Live Load Deflect. Criteria: L/ 360 Live Load Deflect. Criteria: Total Load Deflect.Criteria: L/ 240 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Center Span Loading: Uniform Load: Uniform Load: Live Load: wL-2= 560 PLF Live Load: wL-2= 0 PLF Dead Load: wD-2= 168 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 30 PLF TotalBeaLoelf lf Weight: BS 2= 45 PLF = 45 PLF Total Load: wT-2= 758 PLF Point Load 1 Point Load 1 PL1-2= 8077 LB Live Load: PL1-2= 6462 LB Live Load: PD1-2= 3923 LB Dead Load: PD1-2= 3488 LB Dead Load: Location(From left end of span): X1-2= 8.0 FT Location(From left end of span): X1-2= 4.0 FT Properties for:W12x30/A992-50 Properties for:W12x45/A992-50 Yield Stress: Fy= 50 KSI Yield Stress: Fy= 50 KSI Modulus of Elasticity: E= 29000 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 12.34 IN Devil. d= 12.06 l : Web Thickness: tw= 0.26 IN Web Thickness: tw= 0.34 !N Flange Width: bf= 6.52 IN Flange Width: bf= 8.04 IN Flange Thickness: tf= 0.44 IN Flange Thickness: tf= 0.58 IN Distance to Web Toe of Fillet: k= 0.74 IN Distance to Web Toe of Fillet: k= 1 JO/ I^! Moment of Inertia About X-X Axis: Ix= 238.00 IN4 Moment of Inertia About X-X Axis: !x= 348.00 :' 4 Section Modulus About X-X Axis: Sx= 38.60 1N3 Section Modulus About X-X Axis: Sx= 57.70 'N3 Radius of Gyration of Compression Flange+1/3 of Web: rt= 1.73 IN Redius of Gyration of Compression Flange+ 1/3 of Web: rt= 2.1 . !N Design Properties per AISC Steel Construction Manual: Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 7.41 Flange Buckling Ratio. FBR= 7.30 Allowable Flange Buckling Ratio: AFBR= 9.19 Allowable Flange Buckling Ratio: .AFBF:= c'••1.9 Web Buckling Ratio. WBR= 47.46 Web Buckling Ratio: WBR= 36.OG • Allowable Web Buckling Ratio: AWBR= 90.51 Allowable Web Buckling Ratio: AWBR- 90 51 Controlling Unbraced Length: Lb= 0.0 FT Controlling Unbraced Length: L`'= 0.t' FT Limiting Unbraced Length for Fb=.66*Fy. Lc= 5.84 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 7.21 -T Allowable Bending Stress: Fb= 33.0 KSI Allowable Bending Stress: Re= 33.0 ..Sl Web Height to Thickness Ratio: h/tw= 44.08 Web Height to Thickness Ratio: h/trv= 32.57 Limiting Web Height to Thickness Ratio for Fv=.4*F : h/tw-Limit= 53.74 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 5:=,74 Allowable Shear Stress: y Fv= 20.0 KSI Allowable Shear Stress: Fv= 20.0 K.Si Design Requirements Comparison: Design Raouirements Comparison: Controlling Moment: M= 42300 FT-LB Controlling Moment: M= 39840 FT-LE 8.0 Ft from left support of span 2(Center Span) 4.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Critical moment created by combining all dead loads and live loads on spans)2 Nominal Moment Strength: Mr= 106150 FT-LB Nominal Moment Strength: Mr= 158675 F I-LEE Controlling Shear: V= 11106 LB Controlling Shear: v v V= 10050 L3 At right support of span Y Renter pan At ~~ J~u vim~ Critical shear created by combining all dead loads and live loads on span(s)2 Critical shear created by combining all dead loads and live loads on span(s)2 NVr= 64168 LB Nominal Shear Strength: Vr= 80802 Lb MomentominaShear Strength:ekeg= 59.19 1N4 Moment of Inertia(Deflection): Ire 74.51 ,N4 of Inertia(Deflection): ARROW '= 348.00 'N.1 1= 238.00 IN4 G U,wING DENTE x 2000 West Tower pr, t;t!Water� t N 55082 _. U)J B�. LD NG GEN E r 2000 West Tower Dr. Stillwater MN 55082 .. i