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IIIP C:( u-sh- G Ni"-i- (. .".-..- -[' i asA, IlliiP CO( t) "t4"4- ,.. I ot,14:4S i-4.4461/eAl0, 44 Uniformly Loaded Floor Beam(2000 International Building Code(97 NDS))Ver:6.00.81 Column(2000 International Building Code(97 NDS)1 Ver:6.00.81 By: . ,Arrow Building Center on:02-27-2007 :3:21:14 PM By: . ,Arrow Building Center on:02-27-2007 :3:29:50 PM Project: STRONG ARM CONST-1000-Location:GREAT ROOM FLUSH BEAM Project: STRONG ARM CONST-1000-Location:COLUMN UNDER DROPPED DINING BEAM Summary:(2 ) 1.75 IN x 16.0 IN x 14.5 FT / 1.9E Microllam-Trus Joist-MacMillan Summary:.25 x 6.875 x 10.0 FT/Combination Symbol#48-Visually Graded Southern Pine-Dry Use Section Adequate By: 6.1% Controlling Factor: Moment of Inertia/Depth Required 15.69 In Section Adequate By: 67.0% *Laminations are to be fully connected to provide uniform transfer of loads to all members Vertical Reactions: Vert LL Rxn= 2713 LB Deflections: Live: Dead Load: DLD= 0.11 IN Dead: Vert-DL-Rxn= 1015 LB Live Load: LLD= 0.34 IN =U509 Total: Vert-TL-Rxn= 3728 LB Total Load: TLD= 0.45 IN =L/385 Axial Loads: PL= 2713 LB Reactions(Each End): Live Loads: LB Live Load: LL-Rxn= 5655 LB Dead Loads: ••.PD= 95^3 3 Lo vcad Luau: �--��- onn Coiumn J81T Weight:Weight: vc L Total Load: TL-Rxn= 7478 LB Total Loads: PT= 3728 LB Bearing Length Required (Beam only, support capacity not checked): BL= 2.85 IN Eccentricity(X-X Axis): ex= ,0.00 IN Beam Data: Eccentricity(Y-Y Axis): ey= 0.00 IN Span: L= 14.5 FT Axial Duration Factor: Cd-Axial= 1.00 Unbraced Length-Top of Beam: Lu= 0.0 FT Column Data: Live Load Deflect. Criteria: L/ 480 Length: L= 10.0 FT LL= 10.0 FT Total Load Deflect.Criteria: U 240 Maximum Unbraced Length(X-X Axis): Floor Loading: Maximum Unbraced Length(Y-Y Axis): Lv= 10.0 FT Floor Live Load-Side One: LL1= 40.0 PSF Column End Condition: Ke 1.0 Floor Dead Load-Side One: DL1= 12.0 PSF Calculated Properties: Tributary Width-Side One: TW1= 10.0 FT Column Section(X-X Axis): dx= 6.88 IN Floor Live Load-Side Two: LL2= 40.0 PSF Column Section(Y-Y Axis): dy= 3.25 IN Floor Dead Load-Side Two: DL2= 12.0 PSF Area: A= 22.34 IN2 Tributary Width-Side Two: TW2= 9.5 FT Section Modulus (X-X Axis): Sx= 25.60 IN3 Live Load Duration Factor: Cd= 1.00 Section Modulus(Y-Y Axis): Sy= 12.10 IN3 Wall Load: WALL= 0 PLF Slenderness Ratio: Lex/dx= 17. 5 Beam Loading: Ley/dy= Beam Total Live Load: wL= 780 PLF Properties For: Combination Symbol#48-Visually Graded Southern Pine Beam Self Weight: BSW= 18 PLF Compressive Stress: Fc= 2200 PSI Bepm Total Dead Load: wD= 252 PLF Modulus of Elasticity: E= 1700000 PSI Total Maximum Load: wT= 1032 PLF Bending Stress(X-X Axis): Fbx= 1600 PSI Properties For: 1.9E Microllam-Trus Joist-MacMillan Bending Stress (Y-Y Axis): Fby= 2000 PSI Bending Stress: Fb= 2600 PSI Adjusted Properties: Fc'= 506 PSI Shear Stress: Fv= 285 PSI Fc': Modulus of Elasticity: E= 1900000 PSI Adjustment Factors: Cd=1.00 Cp=0.23 Stress Perpendicular to Grain: Fc_perp= 750 PSI Column Calculations(Controlling Case Only): Adjusted Properties Controlling Load Case:Axial Total Load Only(L+ D) Fb'(Tension): Fb'= 2500 PSI Compressive Stress: fc= 167 PSI Adjustment Factors: Cd=1.00 Cf=0.96 Allowable Compressive Stress: Fc'= 506 PSI Fv': Fv'= 285 PSI Adjustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 27109 FT-LB 7.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 6132 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 130.11 N3 S= 149.33 N3 Area(Shear): Areq= 32.28 N2 A= 56.00 N2 Moment of Inertia(Deflection): Ireq= 1126.21 N4 I= 1194.67 N4 ;.'kllt'IOVVf BUILDING CENTEi; 2000 West T;�wer Dr. 'd -y J' ir_ `' `` 55082