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r- 1.-3 K i *tt\- [-- 14k4k, 7-3----- (- . ut- 0_,(91u,k.t_A) 0 e.� Column(2000 International Building Code(97 NDS)1 Ver:6.00.81 Multi-Loaded Beam(2000 International Building Code(97 NDS)1 Ver: 6.00.81 By: . ,Arrow Building Center on:02-27-2007: 3:18:23 PM By: . ,Arrow Building Center on:02-27-2007 : 3:14:54 PM - Project: STRONG ARM CONST-1000-Location: KITCHEN FLUSH BEAM COLUMN Proiect: STRONG ARM CONST-1000-Location: FLUSH KITCHEN BEAM Summa 5.25 x 5.5 x 10.0 FT/Combination Symbol#50-Visually Graded Southern Pine-Dry Use Summary:(3 )1.75 IN x 16.0 IN x 16.0 FT / 1.9E Microllam-Trus Joist-MacMillan Section Adequate By: 66.4% Vertical Reactions: Ar-Section Adequate By:27.0% Controlling Factor:Section Modulus/Depth Required 14.2 In Live: Vert-LL-Rxn= 8108 LB *Laminations are to be fully connected to provide uniform transfer of loads to all members Dead: Vert-DL-Rxn= 4866 LB Center Span DLoections: Total: Vert-TL-Rxn= 12974 LB Dead odLD-Center= 0.19IN Axial Loads: Live Load:: LLD-Center= 0.3311 IN=L/628 Live Loads: PL= 8108 LB Total Load: TLD-Center= 0.50 IN= U384 Dead Load P L= 47861LB Center Span Left End Reactions(Support A): ('..i,,r,,r coif'.". ' ,-'1• on I r) L_ive Load: LL Rxn A= 8108 LB --._..... .._.. .._,�.... ........•.- ..v 6.1.., Dead Load: 'CL-RA.-,A= ..,Olt Lu Total Loads: PT= 12974 LB Total Load: TL-Rxn-A= 12894 LB Eccentricity(X-X Axis): ex= 0.00 IN Bearing Length Required (Beam only,support capacity not checked): BL-A= 3.27 IN Eccentricity(Y-Y Axis): ey= 0.00 IN Center Span Right End Reactions(Support B): Axial Duration Factor: Cd-Axial= 1.00 Live Load: LL-Rxn-B= 5526 LB Column Data: Length: L= 10.0 FT _ Dead Load: DL-Rxn-B= 3532 LB LB Maximum Unbraced Length (X-X Axis): Lx= 10.0 FT Total Load: TL RxL-B= 2,30 IN Maximum Unbraced Length (Y-Y Axis): Ly= 10.0 FT Beam Data:Bearing Length Required (Beam only,support capacity not checked): BL B= 2.30 IN Column End Condition: Ke= 1.0 Center Span Length: L2= 16.0 FT Calculated Properties: Column Section(X-X Axis): dx= 5.50 IN Center Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT Axis): d = 5.25 IN Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 16.0 FT Column Section (Y-Y ) Live Load Duration Factor: Cd= 1.00 Area: A= 28.88 IN2 Live Load Deflect. Criteria: U 360 Section Modulus(X-X Axis): Sx= 26.47 IN3 Total Load Deflect. Criteria: U 240iii Section Modulus(Y-Y Axis): Sy= 25.27 IN3 Center Span Loading: Slenderness Ratio: Lex/dx= 21.82 Uniform Load: Ley/dy= 22.9 Live Load: wL-2= 680 PLF Properties For: Combination Symbol#50-Visually Graded Southern Pine Dead Load: wD-2= 410 PLF Compressive Stress: Fc= 2300 PSI Beam Self Weight: BSW= 26 PLF Modulus of Elasticity: E= 1900000 PSI Total Load: wT-2= 1116 PLF Bending Stress(X-X Axis): Fbx= 2100 PSI Point Load 1 Bending Stress(Y-Y Axis): Fby= 2300 PSI Live Load: PL1-2= 2754 LB Adjusted Properties: Dead Load: PD1-2= 1338 LB Fc': Fc'= 1335 PSI Location(From left end of span): X1-2= 0.5 FT Adjustment Factors: Cd=1.00 Cp=0.58 Properties For: 1.9E Microllam-Trus Joist-MacMillan Column Calculations(Controlling Case Only): Bending Stress: Fb= 2600 PSI Controlling Load Case:Axial Total Load Only(L+ D) Shear Stress: Fv= 285 PSI Compressive Stress: fc= 449 PSI Modulus of Elasticity: E= 1900000 PSI Allowable Compressive Stress: Fc'= 1335 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb'(Tension): Fb'= 2500 PSI Adjustment Factors: Cd=1.00 Cf=0.96 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 36749 FT-LB 7.84 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 7629 LB At a distance d from right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 176.38 IN3 S= 224.00 IN3 Area(Shear): Areq= 40.15 IN2 A= 84.00 IN2 Moment of Inertia (Deflection): Ireq= 1119.87 IN4 1= 1792.00 IN4 mifiOW BUIl PING CENTER 2000 Was t -rower Dr. Stillwater, MN 5 082