Footing Design [ 2003 International Building Code (01 NDS) ] Ver: 6.00.63 By: MARK STEWART , MARK STEWART HOME DESIGN on: 04-13-2005 : 1:02:35 PM Project: GAVRUIC - Location: f-25 Summary: Footing Size: 4.5 FT x 4.5 FT x 12.00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (7) min. Footing Loads: Live Load: PL= 10000 LB Dead Load: PD= 15000 LB Total Load: PT= 25000 LB Ultimate Factored Load: Pu= 38000 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 4.5 FT Length: L= 4.5 FT Depth: Depth= 12.00 IN Effective Depth to Top Layer of Steel: d= 8.25 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1235 PSF Effective Allowable Soil Bearing Pressure: Qe= 1350 PSF Required Footing Area: Areq= 18.52 SF Area Provided: A= 20.25 SF Baseplate Bearing: Bearing Required: Bearing= 38000 LB Allowable Bearing: Bearing-Allow= 47600 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 13194 LB Allowable Beam Shear: vc1= 37868 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 49.00 IN Punching Shear: Vu2= 36044 LB Allowable Punching Shear (ACI 11-35): vc2-a= 103084 LB Allowable Punching Shear (ACI 11-36): vc2-b= 150068 LB Allowable Punching Shear (ACI 11-37): vc2-c= 68723 LB Controlling Allowable Punching Shear: vc2= 68723 LB Bending Calculations: Factored Moment: Mu= 256500 IN-LB Nominal Moment Strength: Mn= 396163 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.48 IN Steel Required Based on Moment: As(1)= 0.88 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI-10.5.4):As(2)=1.30IN2 Controlling Reinforcing Steel: As-reqd= 1.30 IN2 Selected Reinforcement:#4 Bars @ 7.00 IN. O.C. E/W / (7) Min. Reinforcement Area Provided: As= 1.37 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 24.00 IN ********************************* Footing Design [ 2003 International Building Code (01 NDS) ] Ver: 6.00.63 By: MARK STEWART , MARK STEWART HOME DESIGN on: 04-13-2005 : 1:02:36 PM Project: GAVRUIC - Location: f-26 Summary: Footing Size: 5.0 FT x 5.0 FT x 12.00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (8) min. Footing Loads: Live Load: PL= 14000 LB Dead Load: PD= 15000 LB Total Load: PT= 29000 LB Ultimate Factored Load: Pu= 44800 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 5.0 FT Length: L= 5.0 FT Depth: Depth= 12.00 IN Effective Depth to Top Layer of Steel: d= 8.25 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1160 PSF Effective Allowable Soil Bearing Pressure: Qe= 1350 PSF Required Footing Area: Areq= 21.48 SF Area Provided: A= 25.0 SF Baseplate Bearing: Bearing Required: Bearing= 44800 LB Allowable Bearing: Bearing-Allow= 47600 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 16240 LB Allowable Beam Shear: vc1= 42075 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 49.00 IN Punching Shear: Vu2= 42933 LB Allowable Punching Shear (ACI 11-35): vc2-a= 103084 LB Allowable Punching Shear (ACI 11-36): vc2-b= 150068 LB Allowable Punching Shear (ACI 11-37): vc2-c= 68723 LB Controlling Allowable Punching Shear: vc2= 68723 LB Bending Calculations: Factored Moment: Mu= 336000 IN-LB Nominal Moment Strength: Mn= 452371 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.49 IN Steel Required Based on Moment: As(1)= 1.16 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI-10.5.4):As(2)=1.44IN2 Controlling Reinforcing Steel: As-reqd= 1.44 IN2 Selected Reinforcement:#4 Bars @ 7.00 IN. O.C. E/W / (8) Min. Reinforcement Area Provided: As= 1.57 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 27.00 IN ********************************* Footing Design [ 2003 International Building Code (01 NDS) ] Ver: 6.00.63 By: MARK STEWART , MARK STEWART HOME DESIGN on: 04-13-2005 : 1:02:36 PM Project: GAVRUIC - Location: f-27 Summary: Footing Size: 5.25 FT x 5.25 FT x 12.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (8) min. Footing Loads: Live Load: PL= 18500 LB Dead Load: PD= 15000 LB Total Load: PT= 33500 LB Ultimate Factored Load: Pu= 52450 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 5.25 FT Length: L= 5.25 FT Depth: Depth= 12.00 IN Effective Depth to Top Layer of Steel: d= 8.25 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 6.00 IN Column Depth: n= 6.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1215 PSF Effective Allowable Soil Bearing Pressure: Qe= 1350 PSF Required Footing Area: Areq= 24.81 SF Area Provided: A= 27.56 SF Baseplate Bearing: Bearing Required: Bearing= 52450 LB Allowable Bearing: Bearing-Allow= 107100 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 19357 LB Allowable Beam Shear: vc1= 44179 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 57.00 IN Punching Shear: Vu2= 49767 LB Allowable Punching Shear (ACI 11-35): vc2-a= 119914 LB Allowable Punching Shear (ACI 11-36): vc2-b= 155678 LB Allowable Punching Shear (ACI 11-37): vc2-c= 79943 LB Controlling Allowable Punching Shear: vc2= 79943 LB Bending Calculations: Factored Moment: Mu= 413044 IN-LB Nominal Moment Strength: Mn= 453033 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.47 IN Steel Required Based on Moment: As(1)= 1.43 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI-10.5.4):As(2)=1.51IN2 Controlling Reinforcing Steel: As-reqd= 1.51 IN2 Selected Reinforcement:#4 Bars @ 8.00 IN. O.C. E/W / (8) Min. Reinforcement Area Provided: As= 1.57 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 28.50 IN ********************************* Multi-Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00.63 By: MARK STEWART , MARK STEWART HOME DESIGN on: 04-13-2005 : 1:02:37 PM Project: GAVRUIC - Location: gt-1 Summary: 5.125 IN x 15.0 IN x 15.0 FT / 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 22.6% Controlling Factor: Section Modulus / Depth Required 13.55 In Center Span Deflections: Dead Load: DLD-Center= 0.12 IN Live Load: LLD-Center= 0.35 IN = L/515 Total Load: TLD-Center= 0.47 IN = L/382 Camber Required: C= 0.18 IN Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 4641 LB Dead Load: DL-Rxn-A= 3920 LB Total Load: TL-Rxn-A= 8561 LB Bearing Length Required (Beam only, support capacity not checked):BL-A=2.57IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 4224 LB Dead Load: DL-Rxn-B= 1085 LB Total Load: TL-Rxn-B= 5309 LB Bearing Length Required (Beam only, support capacity not checked):BL-B=1.59IN Beam Data: Center Span Length: L2= 15.0 FT Center Span Unbraced Length-Top of Beam:Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam:Lu2-Bottom=15.0FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 100 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 19 PLF Total Load: wT-2= 119 PLF Point Load 1 Live Load: PL1-2= 2640 LB Dead Load: PD1-2= 0 LB Location (From left end of span): X1-2= 9.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 0 PLF Left Dead Load: TRD-Left-1-2= 1050 PLF Right Live Load: TRL-Right-1-2= 1050 PLF Right Dead Load: TRD-Right-1-2= 0 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 9.0 FT Load Length: C-1-2= 9.0 FT Properties For: 24F-V4- Visually Graded Western Species Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 240 PSI Modulus of Elasticity: Ex= 1800000 PSI Ey= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 650 PSI Bending Stress of Comp. Face in Tension:Fb_cpr= 1850 PSI Adjusted Properties Fb' (Tension): Fb'= 2400 PSI Adjustment Factors: Cd=1.00 Fv': Fv'= 240 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 31357 FT-LB 7.35 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= 7159 LB At a distance d from left 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= 156.78 IN3 S= 192.19 IN3 Area (Shear): Areq= 44.74 IN2 A= 76.88 IN2 Moment of Inertia (Deflection): Ireq= 1008.27 IN4 I= 1441.41 IN4 ********************************* Multi-Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00.63 By: MARK STEWART , MARK STEWART HOME DESIGN on: 04-13-2005 : 1:02:37 PM Project: GAVRUIC - Location: gt-2 Summary: 5.125 IN x 13.5 IN x 14.0 FT / 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 24.4% Controlling Factor: Section Modulus / Depth Required 12.17 In Center Span Deflections: Dead Load: DLD-Center= 0.11 IN Live Load: LLD-Center= 0.34 IN = L/491 Total Load: TLD-Center= 0.45 IN = L/373 Camber Required: C= 0.16 IN Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 3963 LB Dead Load: DL-Rxn-A= 3101 LB Total Load: TL-Rxn-A= 7064 LB Bearing Length Required (Beam only, support capacity not checked):BL-A=2.12IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 3817 LB Dead Load: DL-Rxn-B= 875 LB Total Load: TL-Rxn-B= 4691 LB Bearing Length Required (Beam only, support capacity not checked):BL-B=1.41IN Beam Data: Center Span Length: L2= 14.0 FT Center Span Unbraced Length-Top of Beam:Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam:Lu2-Bottom=14.0FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 100 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 17 PLF Total Load: wT-2= 117 PLF Point Load 1 Live Load: PL1-2= 2640 LB Dead Load: PD1-2= 0 LB Location (From left end of span): X1-2= 8.5 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 0 PLF Left Dead Load: TRD-Left-1-2= 880 PLF Right Live Load: TRL-Right-1-2= 880 PLF Right Dead Load: TRD-Right-1-2= 0 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 8.5 FT Load Length: C-1-2= 8.5 FT Properties For: 24F-V4- Visually Graded Western Species Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 240 PSI Modulus of Elasticity: Ex= 1800000 PSI Ey= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 650 PSI Bending Stress of Comp. Face in Tension:Fb_cpr= 1850 PSI Adjusted Properties Fb' (Tension): Fb'= 2400 PSI Adjustment Factors: Cd=1.00 Fv': Fv'= 240 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 25029 FT-LB 7.14 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= 5948 LB At a distance d from left 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= 125.15 IN3 S= 155.67 IN3 Area (Shear): Areq= 37.17 IN2 A= 69.19 IN2 Moment of Inertia (Deflection): Ireq= 770.25 IN4 I= 1050.79 IN4 ********************************* Multi-Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00.63 By: MARK STEWART , MARK STEWART HOME DESIGN on: 04-13-2005 : 1:02:38 PM Project: GAVRUIC - Location: lf-1 Summary: 5.25 IN x 11.875 IN x 14.0 FT / 2.0E Parallam - Trus Joist-MacMillan Section Adequate By: 31.9% Controlling Factor: Moment of Inertia / Depth Required 10.83 In Center Span Deflections: Dead Load: DLD-Center= 0.01 IN Live Load: LLD-Center= 0.35 IN = L/475 Total Load: TLD-Center= 0.37 IN = L/460 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 4200 LB Dead Load: DL-Rxn-A= 136 LB Total Load: TL-Rxn-A= 4336 LB Bearing Length Required (Beam only, support capacity not checked):BL-A=1.10IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 4200 LB Dead Load: DL-Rxn-B= 136 LB Total Load: TL-Rxn-B= 4336 LB Bearing Length Required (Beam only, support capacity not checked):BL-B=1.10IN Beam Data: Center Span Length: L2= 14.0 FT Center Span Unbraced Length-Top of Beam:Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam:Lu2-Bottom=14.0FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 600 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 19 PLF Total Load: wT-2= 619 PLF Properties For: 2.0E Parallam- Trus Joist-MacMillan Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2903 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 290 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 15177 FT-LB 7.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 3729 LB At a distance d from left 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= 62.73 IN3 S= 123.39 IN3 Area (Shear): Areq= 19.29 IN2 A= 62.34 IN2 Moment of Inertia (Deflection): Ireq= 555.57 IN4 I= 732.62 IN4 ********************************* Multi-Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00.63 By: MARK STEWART , MARK STEWART HOME DESIGN on: 04-13-2005 : 1:02:39 PM Project: GAVRUIC - Location: lf-10 Summary: 3.5 IN x 11.875 IN x 6.0 FT / 2.0E Parallam - Trus Joist-MacMillan Section Adequate By: 441.1% Controlling Factor: Area / Depth Required 5.63 In Center Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: LLD-Center= 0.02 IN = L/3374 Total Load: TLD-Center= 0.02 IN = L/3314 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 2145 LB Dead Load: DL-Rxn-A= 39 LB Total Load: TL-Rxn-A= 2184 LB Bearing Length Required (Beam only, support capacity not checked):BL-A=0.83IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 2145 LB Dead Load: DL-Rxn-B= 39 LB Total Load: TL-Rxn-B= 2184 LB Bearing Length Required (Beam only, support capacity not checked):BL-B=0.83IN Beam Data: Center Span Length: L2= 6.0 FT Center Span Unbraced Length-Top of Beam:Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam:Lu2-Bottom=6.0FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 715 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT-2= 728 PLF Properties For: 2.0E Parallam- Trus Joist-MacMillan Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2903 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 290 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 3276 FT-LB 3.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 1485 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= 13.54 IN3 S= 82.26 IN3 Area (Shear): Areq= 7.68 IN2 A= 41.56 IN2 Moment of Inertia (Deflection): Ireq= 52.12 IN4 I= 488.41 IN4 ********************************* Multi-Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00.63 By: MARK STEWART , MARK STEWART HOME DESIGN on: 04-13-2005 : 1:02:39 PM Project: GAVRUIC - Location: lf-11 Summary: 3.5 IN x 11.875 IN x 6.0 FT / 2.0E Parallam - Trus Joist-MacMillan Section Adequate By: 106.9% Controlling Factor: Area / Depth Required 7.38 In Center Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: LLD-Center= 0.04 IN = L/1664 Total Load: TLD-Center= 0.04 IN = L/1650 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 2760 LB Dead Load: DL-Rxn-A= 39 LB Total Load: TL-Rxn-A= 2799 LB Bearing Length Required (Beam only, support capacity not checked):BL-A=1.07IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 4260 LB Dead Load: DL-Rxn-B= 39 LB Total Load: TL-Rxn-B= 4299 LB Bearing Length Required (Beam only, support capacity not checked):BL-B=1.64IN Beam Data: Center Span Length: L2= 6.0 FT Center Span Unbraced Length-Top of Beam:Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam:Lu2-Bottom=6.0FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 420 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT-2= 433 PLF Point Load 1 Live Load: PL1-2= 4500 LB Dead Load: PD1-2= 0 LB Location (From left end of span): X1-2= 4.0 FT Properties For: 2.0E Parallam- Trus Joist-MacMillan Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2903 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 290 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 7689 FT-LB 3.96 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= 3883 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= 31.78 IN3 S= 82.26 IN3 Area (Shear): Areq= 20.09 IN2 A= 41.56 IN2 Moment of Inertia (Deflection): Ireq= 105.64 IN4 I= 488.41 IN4 ********************************* Multi-Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00.63 By: MARK STEWART , MARK STEWART HOME DESIGN on: 04-13-2005 : 1:02:40 PM Project: GAVRUIC - Location: lf-2 Summary: 8.75 IN x 12.0 IN x 11.5 FT / 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 43.5% Controlling Factor: Moment of Inertia / Depth Required 10.64 In Center Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: LLD-Center= 0.27 IN = L/517 Total Load: TLD-Center= 0.27 IN = L/508 Camber Required: C= 0.01 IN Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 8855 LB Dead Load: DL-Rxn-A= 147 LB Total Load: TL-Rxn-A= 9002 LB Bearing Length Required (Beam only, support capacity not checked):BL-A=1.58IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 8855 LB Dead Load: DL-Rxn-B= 147 LB Total Load: TL-Rxn-B= 9002 LB Bearing Length Required (Beam only, support capacity not checked):BL-B=1.58IN Beam Data: Center Span Length: L2= 11.5 FT Center Span Unbraced Length-Top of Beam:Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam:Lu2-Bottom=11.5FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 1540 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 26 PLF Total Load: wT-2= 1566 PLF Properties For: 24F-V4- Visually Graded Western Species Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 240 PSI Modulus of Elasticity: Ex= 1800000 PSI Ey= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 650 PSI Bending Stress of Comp. Face in Tension:Fb_cpr= 1850 PSI Adjusted Properties Fb' (Tension): Fb'= 2400 PSI Adjustment Factors: Cd=1.00 Fv': Fv'= 240 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 25880 FT-LB 5.75 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= 7561 LB At a distance d from left 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= 129.40 IN3 S= 210.00 IN3 Area (Shear): Areq= 47.26 IN2 A= 105.00 IN2 Moment of Inertia (Deflection): Ireq= 878.16 IN4 I= 1260.00 IN4 ********************************* Multi-Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00.63 By: MARK STEWART , MARK STEWART HOME DESIGN on: 04-13-2005 : 1:02:41 PM Project: GAVRUIC - Location: lf-3 Summary: 8.75 IN x 21.0 IN x 20.0 FT / 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 26.8% Controlling Factor: Section Modulus / Depth Required 19.22 In Center Span Deflections: Dead Load: DLD-Center= 0.06 IN Live Load: LLD-Center= 0.51 IN = L/469 Total Load: TLD-Center= 0.57 IN = L/423 Camber Required: C= 0.08 IN Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 17080 LB Dead Load: DL-Rxn-A= 2907 LB Total Load: TL-Rxn-A= 19987 LB Bearing Length Required (Beam only, support capacity not checked):BL-A=3.51IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 17140 LB Dead Load: DL-Rxn-B= 2606 LB Total Load: TL-Rxn-B= 19746 LB Bearing Length Required (Beam only, support capacity not checked):BL-B=3.47IN Beam Data: Center Span Length: L2= 20.0 FT Center Span Unbraced Length-Top of Beam:Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam:Lu2-Bottom=20.0FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 880 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 45 PLF Total Load: wT-2= 925 PLF Point Load 1 Live Load: PL1-2= 6500 LB Dead Load: PD1-2= 0 LB Location (From left end of span): X1-2= 5.5 FT Point Load 2 Live Load: PL2-2= 5500 LB Dead Load: PD2-2= 0 LB Location (From left end of span): X2-2= 14.5 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 0 PLF Left Dead Load: TRD-Left-1-2= 880 PLF Right Live Load: TRL-Right-1-2= 880 PLF Right Dead Load: TRD-Right-1-2= 0 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 5.0 FT Load Length: C-1-2= 5.0 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 0 PLF Left Dead Load: TRD-Left-2-2= 880 PLF Right Live Load: TRL-Right-2-2= 880 PLF Right Dead Load: TRD-Right-2-2= 0 PLF Load Start: A-2-2= 14.5 FT Load End: B-2-2= 20.0 FT Load Length: C-2-2= 5.5 FT Properties For: 24F-V4- Visually Graded Western Species Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 240 PSI Modulus of Elasticity: Ex= 1800000 PSI Ey= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 650 PSI Bending Stress of Comp. Face in Tension:Fb_cpr= 1850 PSI Adjusted Properties Fb' (Tension): Fb'= 2162 PSI Adjustment Factors: Cd=1.00 Cv=0.90 Fv': Fv'= 240 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 91401 FT-LB 9.8 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= 17100 LB At a distance d from left 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= 507.39 IN3 S= 643.13 IN3 Area (Shear): Areq= 106.87 IN2 A= 183.75 IN2 Moment of Inertia (Deflection): Ireq= 5181.23 IN4 I= 6752.81 IN4 ********************************* Multi-Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00.63 By: MARK STEWART , MARK STEWART HOME DESIGN on: 04-13-2005 : 1:02:42 PM Project: GAVRUIC - Location: lf-4 Summary: 10.75 IN x 22.5 IN x 20.0 FT / 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 24.5% Controlling Factor: Section Modulus / Depth Required 20.37 In Center Span Deflections: Dead Load: DLD-Center= 0.01 IN Live Load: LLD-Center= 0.49 IN = L/485 Total Load: TLD-Center= 0.51 IN = L/474 Camber Required: C= 0.02 IN Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 23819 LB Dead Load: DL-Rxn-A= 588 LB Total Load: TL-Rxn-A= 24407 LB Bearing Length Required (Beam only, support capacity not checked):BL-A=3.49IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 22681 LB Dead Load: DL-Rxn-B= 588 LB Total Load: TL-Rxn-B= 23269 LB Bearing Length Required (Beam only, support capacity not checked):BL-B=3.33IN Beam Data: Center Span Length: L2= 20.0 FT Center Span Unbraced Length-Top of Beam:Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam:Lu2-Bottom=20.0FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 1500 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 59 PLF Total Load: wT-2= 1559 PLF Point Load 1 Live Load: PL1-2= 2000 LB Dead Load: PD1-2= 0 LB Location (From left end of span): X1-2= 3.0 FT Point Load 2 Live Load: PL2-2= 7000 LB Dead Load: PD2-2= 0 LB Location (From left end of span): X2-2= 6.5 FT Point Load 3 Live Load: PL3-2= 5500 LB Dead Load: PD3-2= 0 LB Location (From left end of span): X3-2= 12.75 FT Point Load 4 Live Load: PL4-2= 2000 LB Dead Load: PD4-2= 0 LB Location (From left end of span): X4-2= 16.0 FT Properties For: 24F-V4- Visually Graded Western Species Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 240 PSI Modulus of Elasticity: Ex= 1800000 PSI Ey= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 650 PSI Bending Stress of Comp. Face in Tension:Fb_cpr= 1850 PSI Adjusted Properties Fb' (Tension): Fb'= 2103 PSI Adjustment Factors: Cd=1.00 Cv=0.88 Fv': Fv'= 240 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 127632 FT-LB 9.8 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= 21601 LB At a distance d from left 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= 728.25 IN3 S= 907.03 IN3 Area (Shear): Areq= 135.01 IN2 A= 241.88 IN2 Moment of Inertia (Deflection): Ireq= 7572.23 IN4 I=10204.10 IN4 ********************************* Multi-Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00.63 By: MARK STEWART , MARK STEWART HOME DESIGN on: 04-13-2005 : 1:02:42 PM Project: GAVRUIC - Location: lf-5 Summary: 5.125 IN x 13.5 IN x 16.5 FT / 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 56.0% Controlling Factor: Moment of Inertia / Depth Required 11.64 In Center Span Deflections: Dead Load: DLD-Center= 0.01 IN Live Load: LLD-Center= 0.35 IN = L/561 Total Load: TLD-Center= 0.37 IN = L/539 Camber Required: C= 0.02 IN Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 3300 LB Dead Load: DL-Rxn-A= 139 LB Total Load: TL-Rxn-A= 3439 LB Bearing Length Required (Beam only, support capacity not checked):BL-A=1.03IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 3300 LB Dead Load: DL-Rxn-B= 139 LB Total Load: TL-Rxn-B= 3439 LB Bearing Length Required (Beam only, support capacity not checked):BL-B=1.03IN Beam Data: Center Span Length: L2= 16.5 FT Center Span Unbraced Length-Top of Beam:Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam:Lu2-Bottom=16.5FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 400 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 17 PLF Total Load: wT-2= 417 PLF Properties For: 24F-V4- Visually Graded Western Species Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 240 PSI Modulus of Elasticity: Ex= 1800000 PSI Ey= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 650 PSI Bending Stress of Comp. Face in Tension:Fb_cpr= 1850 PSI Adjusted Properties Fb' (Tension): Fb'= 2400 PSI Adjustment Factors: Cd=1.00 Fv': Fv'= 240 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 14185 FT-LB 8.25 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= 3026 LB At a distance d from left 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= 70.92 IN3 S= 155.67 IN3 Area (Shear): Areq= 18.91 IN2 A= 69.19 IN2 Moment of Inertia (Deflection): Ireq= 673.71 IN4 I= 1050.79 IN4 ********************************* Multi-Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00.63 By: MARK STEWART , MARK STEWART HOME DESIGN on: 04-13-2005 : 1:02:43 PM Project: GAVRUIC - Location: lf-6 Summary: 3.5 IN x 11.875 IN x 3.5 FT / 2.0E Parallam - Trus Joist-MacMillan Section Adequate By: 623.2% Controlling Factor: Area / Depth Required 4.14 In Center Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: LLD-Center= 0.00 IN = L/8499 Total Load: TLD-Center= 0.00 IN = L/8422 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 2502 LB Dead Load: DL-Rxn-A= 23 LB Total Load: TL-Rxn-A= 2525 LB Bearing Length Required (Beam only, support capacity not checked):BL-A=0.96IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 2502 LB Dead Load: DL-Rxn-B= 23 LB Total Load: TL-Rxn-B= 2525 LB Bearing Length Required (Beam only, support capacity not checked):BL-B=0.96IN Beam Data: Center Span Length: L2= 3.5 FT Center Span Unbraced Length-Top of Beam:Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam:Lu2-Bottom=3.5FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 1430 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT-2= 1443 PLF Properties For: 2.0E Parallam- Trus Joist-MacMillan Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2903 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 290 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2210 FT-LB 1.75 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= 1111 LB At a distance d from left 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= 9.13 IN3 S= 82.26 IN3 Area (Shear): Areq= 5.75 IN2 A= 41.56 IN2 Moment of Inertia (Deflection): Ireq= 20.69 IN4 I= 488.41 IN4 ********************************* Multi-Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00.63 By: MARK STEWART , MARK STEWART HOME DESIGN on: 04-13-2005 : 1:02:44 PM Project: GAVRUIC - Location: lf-7 Summary: 5.25 IN x 11.875 IN x 9.0 FT / 2.0E Parallam - Trus Joist-MacMillan Section Adequate By: 570.9% Controlling Factor: Section Modulus / Depth Required 6.18 In Center Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: LLD-Center= 0.04 IN = L/2553 Total Load: TLD-Center= 0.04 IN = L/2440 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 1890 LB Dead Load: DL-Rxn-A= 88 LB Total Load: TL-Rxn-A= 1978 LB Bearing Length Required (Beam only, support capacity not checked):BL-A=0.50IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 1890 LB Dead Load: DL-Rxn-B= 88 LB Total Load: TL-Rxn-B= 1978 LB Bearing Length Required (Beam only, support capacity not checked):BL-B=0.50IN Beam Data: Center Span Length: L2= 9.0 FT Center Span Unbraced Length-Top of Beam:Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam:Lu2-Bottom=9.0FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 420 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 19 PLF Total Load: wT-2= 439 PLF Properties For: 2.0E Parallam- Trus Joist-MacMillan Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2903 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 290 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 4450 FT-LB 4.5 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= 1582 LB At a distance d from left 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= 18.39 IN3 S= 123.39 IN3 Area (Shear): Areq= 8.18 IN2 A= 62.34 IN2 Moment of Inertia (Deflection): Ireq= 103.32 IN4 I= 732.62 IN4 ********************************* Multi-Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00.63 By: MARK STEWART , MARK STEWART HOME DESIGN on: 04-13-2005 : 1:02:44 PM Project: GAVRUIC - Location: lf-8 Summary: 5.25 IN x 11.875 IN x 5.0 FT / 2.0E Parallam - Trus Joist-MacMillan Section Adequate By: 848.9% Controlling Factor: Area / Depth Required 4.26 In Center Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: LLD-Center= 0.01 IN = L/7816 Total Load: TLD-Center= 0.01 IN = L/7630 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 2000 LB Dead Load: DL-Rxn-A= 49 LB Total Load: TL-Rxn-A= 2049 LB Bearing Length Required (Beam only, support capacity not checked):BL-A=0.52IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 2000 LB Dead Load: DL-Rxn-B= 49 LB Total Load: TL-Rxn-B= 2049 LB Bearing Length Required (Beam only, support capacity not checked):BL-B=0.52IN Beam Data: Center Span Length: L2= 5.0 FT Center Span Unbraced Length-Top of Beam:Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam:Lu2-Bottom=5.0FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 800 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 19 PLF Total Load: wT-2= 819 PLF Properties For: 2.0E Parallam- Trus Joist-MacMillan Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2903 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 290 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2561 FT-LB 2.5 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= 1270 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= 10.58 IN3 S= 123.39 IN3 Area (Shear): Areq= 6.57 IN2 A= 62.34 IN2 Moment of Inertia (Deflection): Ireq= 33.74 IN4 I= 732.62 IN4 ********************************* Multi-Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00.63 By: MARK STEWART , MARK STEWART HOME DESIGN on: 04-13-2005 : 1:02:45 PM Project: GAVRUIC - Location: lf-9 Summary: 5.25 IN x 11.875 IN x 3.0 FT / 2.0E Parallam - Trus Joist-MacMillan Section Adequate By: 2623.7% Controlling Factor: Area / Depth Required 2.55 In Center Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: LLD-Center= 0.00 IN = L/36185 Total Load: TLD-Center= 0.00 IN = L/35324 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 1200 LB Dead Load: DL-Rxn-A= 29 LB Total Load: TL-Rxn-A= 1229 LB Bearing Length Required (Beam only, support capacity not checked):BL-A=0.31IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 1200 LB Dead Load: DL-Rxn-B= 29 LB Total Load: TL-Rxn-B= 1229 LB Bearing Length Required (Beam only, support capacity not checked):BL-B=0.31IN Beam Data: Center Span Length: L2= 3.0 FT Center Span Unbraced Length-Top of Beam:Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam:Lu2-Bottom=3.0FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 800 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 19 PLF Total Load: wT-2= 819 PLF Properties For: 2.0E Parallam- Trus Joist-MacMillan Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2903 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 290 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 922 FT-LB 1.5 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= 443 LB At a distance d from left 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= 3.81 IN3 S= 123.39 IN3 Area (Shear): Areq= 2.29 IN2 A= 62.34 IN2 Moment of Inertia (Deflection): Ireq= 7.29 IN4 I= 732.62 IN4 ********************************* Multi-Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00.63 By: MARK STEWART , MARK STEWART HOME DESIGN on: 04-13-2005 : 1:02:46 PM Project: GAVRUIC - Location: m-1 Summary: 7.0 IN x 11.875 IN x 22.5 FT (4.5 + 18) / 2.0E Parallam - Trus Joist-MacMillan Section Adequate By: 4.3% Controlling Factor: Moment of Inertia / Depth Required 11.71 In Left Cantilever Deflections: Dead Load: DLD-Left= -0.02 IN Live Load: LLD-Left= 0.29 IN = 2L/376 Total Load: TLD-Left= 0.27 IN = 2L/400 Center Span Deflections: Dead Load: DLD-Center= 0.03 IN Live Load: LLD-Center= 0.31 IN = L/704 Total Load: TLD-Center= 0.33 IN = L/647 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 10276 LB Dead Load: DL-Rxn-A= 365 LB Total Load: TL-Rxn-A= 10641 LB Bearing Length Required (Beam only, support capacity not checked):BL-A=2.03IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 2286 LB Dead Load: DL-Rxn-B= 219 LB Total Load: TL-Rxn-B= 2505 LB Design For Uplift Loads (Includes Uplift Factor of Safety)Rxn-B-min=-393LB Bearing Length Required (Beam only, support capacity not checked):BL-B=0.48IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Left Cantilever Length: L1= 4.5 FT Left Cantilever Unbraced Length-Top of Beam:Lu1-Top=0.0 FT Left Cantilever Unbraced Length-Bottom of Beam:Lu1-Bottom=4.5FT Center Span Length: L2= 18.0 FT Center Span Unbraced Length-Top of Beam:Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam:Lu2-Bottom=18.0FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Left Cantilever Loading: Uniform Load: Live Load: wL-1= 100 PLF Dead Load: wD-1= 0 PLF Beam Self Weight: BSW= 26 PLF Total Load: wT-1= 126 PLF Point Load 1 Live Load: PL1-1= 2000 LB Dead Load: PD1-1= 0 LB Location (From left end of span): X1-1= 0.15 FT Point Load 2 Live Load: PL2-1= 5000 LB Dead Load: PD2-1= 0 LB Location (From left end of span): X2-1= 4.5 FT Center Span Loading: Uniform Load: Live Load: wL-2= 254 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 26 PLF Total Load: wT-2= 280 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 0 PLF Left Dead Load: TRD-Left-1-2= 0 PLF Right Live Load: TRL-Right-1-2= 880 PLF Right Dead Load: TRD-Right-1-2= 0 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 0.0 FT Load Length: C-1-2= 0.0 FT Properties For: 2.0E Parallam- Trus Joist-MacMillan Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2903 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 290 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 11208 FT-LB 9.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 2822 LB At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 1, 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 46.32 IN3 S= 164.52 IN3 Area (Shear): Areq= 14.60 IN2 A= 83.13 IN2 Moment of Inertia (Deflection): Ireq= 936.20 IN4 I= 976.83 IN4 ********************************* Multi-Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00.63 By: MARK STEWART , MARK STEWART HOME DESIGN on: 04-13-2005 : 1:02:51 PM Project: GAVRUIC - Location: m-10 Summary: 5.25 IN x 11.875 IN x 9.5 FT / 2.0E Parallam - Trus Joist-MacMillan Section Adequate By: 95.3% Controlling Factor: Moment of Inertia / Depth Required 9.5 In Center Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: LLD-Center= 0.16 IN = L/703 Total Load: TLD-Center= 0.16 IN = L/693 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 6233 LB Dead Load: DL-Rxn-A= 93 LB Total Load: TL-Rxn-A= 6325 LB Bearing Length Required (Beam only, support capacity not checked):BL-A=1.61IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 5127 LB Dead Load: DL-Rxn-B= 93 LB Total Load: TL-Rxn-B= 5220 LB Bearing Length Required (Beam only, support capacity not checked):BL-B=1.33IN Beam Data: Center Span Length: L2= 9.5 FT Center Span Unbraced Length-Top of Beam:Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam:Lu2-Bottom=9.5FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 880 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 19 PLF Total Load: wT-2= 899 PLF Point Load 1 Live Load: PL1-2= 3000 LB Dead Load: PD1-2= 0 LB Location (From left end of span): X1-2= 3.0 FT Properties For: 2.0E Parallam- Trus Joist-MacMillan Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2903 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 290 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 15146 FT-LB 3.705 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= 5471 LB At a distance d from left 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= 62.60 IN3 S= 123.39 IN3 Area (Shear): Areq= 28.30 IN2 A= 62.34 IN2 Moment of Inertia (Deflection): Ireq= 375.07 IN4 I= 732.62 IN4 ********************************* Multi-Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00.63 By: MARK STEWART , MARK STEWART HOME DESIGN on: 04-13-2005 : 1:02:51 PM Project: GAVRUIC - Location: m-2 Summary: 3.125 IN x 10.5 IN x 12.0 FT / 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 210.2% Controlling Factor: Moment of Inertia / Depth Required 7.2 In Center Span Deflections: Dead Load: DLD-Center= 0.01 IN Live Load: LLD-Center= 0.13 IN = L/1117 Total Load: TLD-Center= 0.14 IN = L/1060 Camber Required: C= 0.01 IN Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 900 LB Dead Load: DL-Rxn-A= 48 LB Total Load: TL-Rxn-A= 948 LB Bearing Length Required (Beam only, support capacity not checked):BL-A=0.47IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 900 LB Dead Load: DL-Rxn-B= 48 LB Total Load: TL-Rxn-B= 948 LB Bearing Length Required (Beam only, support capacity not checked):BL-B=0.47IN Beam Data: Center Span Length: L2= 12.0 FT Center Span Unbraced Length-Top of Beam:Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam:Lu2-Bottom=12.0FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 150 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT-2= 158 PLF Properties For: 24F-V4- Visually Graded Western Species Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 240 PSI Modulus of Elasticity: Ex= 1800000 PSI Ey= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 650 PSI Bending Stress of Comp. Face in Tension:Fb_cpr= 1850 PSI Adjusted Properties Fb' (Tension): Fb'= 2400 PSI Adjustment Factors: Cd=1.00 Fv': Fv'= 240 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2844 FT-LB 6.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 815 LB At a distance d from left 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= 14.22 IN3 S= 57.42 IN3 Area (Shear): Areq= 5.09 IN2 A= 32.81 IN2 Moment of Inertia (Deflection): Ireq= 97.18 IN4 I= 301.46 IN4 ********************************* Multi-Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00.63 By: MARK STEWART , MARK STEWART HOME DESIGN on: 04-13-2005 : 1:02:52 PM Project: GAVRUIC - Location: m-3 Summary: 5.125 IN x 10.5 IN x 6.5 FT / 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 31.3% Controlling Factor: Area / Depth Required 8.13 In Center Span Deflections: Dead Load: DLD-Center= 0.02 IN Live Load: LLD-Center= 0.08 IN = L/1014 Total Load: TLD-Center= 0.09 IN = L/824 Camber Required: C= 0.03 IN Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 6117 LB Dead Load: DL-Rxn-A= 873 LB Total Load: TL-Rxn-A= 6991 LB Bearing Length Required (Beam only, support capacity not checked):BL-A=2.10IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 4433 LB Dead Load: DL-Rxn-B= 1012 LB Total Load: TL-Rxn-B= 5444 LB Bearing Length Required (Beam only, support capacity not checked):BL-B=1.63IN Beam Data: Center Span Length: L2= 6.5 FT Center Span Unbraced Length-Top of Beam:Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam:Lu2-Bottom=6.5FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 500 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT-2= 513 PLF Point Load 1 Live Load: PL1-2= 1000 LB Dead Load: PD1-2= 0 LB Location (From left end of span): X1-2= 2.0 FT Point Load 2 Live Load: PL2-2= 3500 LB Dead Load: PD2-2= 0 LB Location (From left end of span): X2-2= 1.5 FT Point Load 3 Live Load: PL3-2= 1000 LB Dead Load: PD3-2= 0 LB Location (From left end of span): X3-2= 2.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 0 PLF Left Dead Load: TRD-Left-1-2= 800 PLF Right Live Load: TRL-Right-1-2= 800 PLF Right Dead Load: TRD-Right-1-2= 0 PLF Load Start: A-1-2= 2.0 FT Load End: B-1-2= 6.5 FT Load Length: C-1-2= 4.5 FT Properties For: 24F-V4- Visually Graded Western Species Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 240 PSI Modulus of Elasticity: Ex= 1800000 PSI Ey= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 650 PSI Bending Stress of Comp. Face in Tension:Fb_cpr= 1850 PSI Adjusted Properties Fb' (Tension): Fb'= 2400 PSI Adjustment Factors: Cd=1.00 Fv': Fv'= 240 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 11287 FT-LB 2.34 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= 6557 LB At a distance d from left 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= 56.44 IN3 S= 94.17 IN3 Area (Shear): Areq= 40.98 IN2 A= 53.81 IN2 Moment of Inertia (Deflection): Ireq= 175.51 IN4 I= 494.40 IN4 ********************************* Multi-Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00.63 By: MARK STEWART , MARK STEWART HOME DESIGN on: 04-13-2005 : 1:02:53 PM Project: GAVRUIC - Location: m-4 Summary: 8.75 IN x 15.0 IN x 9.0 FT / 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 35.8% Controlling Factor: Section Modulus / Depth Required 12.87 In Center Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: LLD-Center= 0.13 IN = L/832 Total Load: TLD-Center= 0.13 IN = L/825 Camber Required: C= 0.00 IN Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 10689 LB Dead Load: DL-Rxn-A= 144 LB Total Load: TL-Rxn-A= 10832 LB Bearing Length Required (Beam only, support capacity not checked):BL-A=1.90IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 12911 LB Dead Load: DL-Rxn-B= 144 LB Total Load: TL-Rxn-B= 13055 LB Bearing Length Required (Beam only, support capacity not checked):BL-B=2.30IN Beam Data: Center Span Length: L2= 9.0 FT Center Span Unbraced Length-Top of Beam:Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam:Lu2-Bottom=9.0FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 400 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 32 PLF Total Load: wT-2= 432 PLF Point Load 1 Live Load: PL1-2= 20000 LB Dead Load: PD1-2= 0 LB Location (From left end of span): X1-2= 5.0 FT Properties For: 24F-V4- Visually Graded Western Species Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 240 PSI Modulus of Elasticity: Ex= 1800000 PSI Ey= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 650 PSI Bending Stress of Comp. Face in Tension:Fb_cpr= 1850 PSI Adjusted Properties Fb' (Tension): Fb'= 2400 PSI Adjustment Factors: Cd=1.00 Fv': Fv'= 240 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 48329 FT-LB 4.95 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= 12549 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= 241.65 IN3 S= 328.13 IN3 Area (Shear): Areq= 78.43 IN2 A= 131.25 IN2 Moment of Inertia (Deflection): Ireq= 1065.09 IN4 I= 2460.94 IN4 ********************************* Multi-Loaded Beam[ AISC 9th Ed ASD ] Ver: 6.00.63 By: MARK STEWART , MARK STEWART HOME DESIGN on: 04-13-2005 : 1:02:54 PM Project: GAVRUIC - Location: m-5 Summary: 10 X 10 X 1/2 TS x 21.0 FT (4 + 17) / ASTM A500 Section Adequate By: 117.2% Controlling Factor: Moment of Inertia Left Cantilever Deflections: Dead Load: DLD-Left= -0.01 IN Live Load: LLD-Left= 0.12 IN = 2L/782 Total Load: TLD-Left= 0.11 IN = 2L/839 Center Span Deflections: Dead Load: DLD-Center= 0.01 IN Live Load: LLD-Center= -0.08 IN = L/2496 Total Load: TLD-Center= -0.07 IN = L/2942 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 7429 LB Dead Load: DL-Rxn-A= 810 LB Total Load: TL-Rxn-A= 8240 LB Bearing Length Required (Beam only, support capacity not checked):BL-A=1.00IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 850 LB Dead Load: DL-Rxn-B= 502 LB Total Load: TL-Rxn-B= 1352 LB Design For Uplift Loads (Includes Uplift Factor of Safety)Rxn-B-min=-845LB Bearing Length Required (Beam only, support capacity not checked):BL-B=1.00IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Left Cantilever Length: L1= 4.0 FT Left Cantilever Unbraced Length-Top of Beam:Lu1-Top=0.0 FT Left Cantilever Unbraced Length-Bottom of Beam:Lu1-Bottom=4.0FT Center Span Length: L2= 17.0 FT Center Span Unbraced Length-Top of Beam:Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam:Lu2-Bottom=17.0FT Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Left Cantilever Loading: Uniform Load: Live Load: wL-1= 100 PLF Dead Load: wD-1= 0 PLF Beam Self Weight: BSW= 62 PLF Total Load: wT-1= 162 PLF Point Load 1 Live Load: PL1-1= 5000 LB Dead Load: PD1-1= 0 LB Location (From left end of span): X1-1= 0.15 FT Center Span Loading: Uniform Load: Live Load: wL-2= 100 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 62 PLF Total Load: wT-2= 162 PLF Properties for:10 X 10 X 1/2 TS/A500 Steel Yield Strength: Fy= 46.0 KSI Modulus of Elasticity: E= 29000 KSI Tube Steel Section: (X Axis): dx= 10.00 IN Tube Steel Section: (Y Axis): dy= 10.00 IN Tube Steel Wall Thickness: t= 0.50 IN Area: A= 18.40 IN2 Moment of Inertia (X Axis): Ix= 271.00 IN4 Section Modulus (X Axis): Sx= 54.20 IN3 Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 20.0 Allowable Flange Buckling Ratio: AFBR= 28.01 Controlling Unbraced Length: Lb= 4.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 21.74 FT Allowable Bending Stress: Fb= 30.4 KSI Web Width to Thickness Ratio: (dx-2*t)/t= 18.0 Limiting Width to Thickness Ratio for Fv=.4*Fy:AWSL=56.03 Allowable Shear Stress: Fv= 18.4 KSI Design Requirements Comparison: Controlling Moment: M= -20550 FT-LB Over right support of span 1 (Left Span) Critical moment created by combining all dead loads and live loads on span(s) 1, 2 Nominal Moment Strength: Mr= 137126 FT-LB Controlling Shear: V= 5650 LB 4.0 Ft from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 1, 2 Nominal Shear Strength: Vr= 165600 LB Moment of Inertia (Deflection): Ireq= 124.76 IN4 I= 271.00 IN4 ********************************* Multi-Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00.63 By: MARK STEWART , MARK STEWART HOME DESIGN on: 04-13-2005 : 1:02:57 PM Project: GAVRUIC - Location: m-6 Summary: 7.0 IN x 9.5 IN x 8.5 FT / 2.0E Parallam - Trus Joist-MacMillan Section Adequate By: 27.7% Controlling Factor: Moment of Inertia / Depth Required 8.76 In Center Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: LLD-Center= 0.22 IN = L/460 Total Load: TLD-Center= 0.22 IN = L/455 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 7805 LB Dead Load: DL-Rxn-A= 88 LB Total Load: TL-Rxn-A= 7893 LB Bearing Length Required (Beam only, support capacity not checked):BL-A=1.50IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 7805 LB Dead Load: DL-Rxn-B= 88 LB Total Load: TL-Rxn-B= 7893 LB Bearing Length Required (Beam only, support capacity not checked):BL-B=1.50IN Beam Data: Center Span Length: L2= 8.5 FT Center Span Unbraced Length-Top of Beam:Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam:Lu2-Bottom=8.5FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 660 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 21 PLF Total Load: wT-2= 681 PLF Point Load 1 Live Load: PL1-2= 5000 LB Dead Load: PD1-2= 0 LB Location (From left end of span): X1-2= 2.0 FT Point Load 2 Live Load: PL2-2= 5000 LB Dead Load: PD2-2= 0 LB Location (From left end of span): X2-2= 6.5 FT Properties For: 2.0E Parallam- Trus Joist-MacMillan Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2976 PSI Adjustment Factors: Cd=1.00 Cf=1.03 Fv': Fv'= 290 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 16148 FT-LB 4.25 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= 7373 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= 65.11 IN3 S= 105.29 IN3 Area (Shear): Areq= 38.13 IN2 A= 66.50 IN2 Moment of Inertia (Deflection): Ireq= 391.80 IN4 I= 500.14 IN4 ********************************* Multi-Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00.63 By: MARK STEWART , MARK STEWART HOME DESIGN on: 04-13-2005 : 1:02:57 PM Project: GAVRUIC - Location: m-7 Summary: 3.5 IN x 11.875 IN x 4.5 FT / 2.0E Parallam - Trus Joist-MacMillan Section Adequate By: 740.0% Controlling Factor: Area / Depth Required 4.23 In Center Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: LLD-Center= 0.01 IN = L/7942 Total Load: TLD-Center= 0.01 IN = L/7801 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 1620 LB Dead Load: DL-Rxn-A= 29 LB Total Load: TL-Rxn-A= 1649 LB Bearing Length Required (Beam only, support capacity not checked):BL-A=0.63IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 1620 LB Dead Load: DL-Rxn-B= 29 LB Total Load: TL-Rxn-B= 1649 LB Bearing Length Required (Beam only, support capacity not checked):BL-B=0.63IN Beam Data: Center Span Length: L2= 4.5 FT Center Span Unbraced Length-Top of Beam:Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam:Lu2-Bottom=4.5FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 720 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT-2= 733 PLF Properties For: 2.0E Parallam- Trus Joist-MacMillan Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2903 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 290 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 1855 FT-LB 2.25 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= 957 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= 7.67 IN3 S= 82.26 IN3 Area (Shear): Areq= 4.95 IN2 A= 41.56 IN2 Moment of Inertia (Deflection): Ireq= 22.14 IN4 I= 488.41 IN4 ********************************* Multi-Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00.63 By: MARK STEWART , MARK STEWART HOME DESIGN on: 04-13-2005 : 1:02:58 PM Project: GAVRUIC - Location: m-8 Summary: 5.25 IN x 11.875 IN x 6.0 FT / 2.0E Parallam - Trus Joist-MacMillan Section Adequate By: 39.3% Controlling Factor: Area / Depth Required 8.52 In Center Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: LLD-Center= 0.04 IN = L/1755 Total Load: TLD-Center= 0.04 IN = L/1739 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 5496 LB Dead Load: DL-Rxn-A= 58 LB Total Load: TL-Rxn-A= 5554 LB Bearing Length Required (Beam only, support capacity not checked):BL-A=1.41IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 8804 LB Dead Load: DL-Rxn-B= 58 LB Total Load: TL-Rxn-B= 8863 LB Bearing Length Required (Beam only, support capacity not checked):BL-B=2.25IN Beam Data: Center Span Length: L2= 6.0 FT Center Span Unbraced Length-Top of Beam:Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam:Lu2-Bottom=6.0FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 200 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 19 PLF Total Load: wT-2= 219 PLF Point Load 1 Live Load: PL1-2= 3600 LB Dead Load: PD1-2= 0 LB Location (From left end of span): X1-2= 1.0 FT Point Load 2 Live Load: PL2-2= 1500 LB Dead Load: PD2-2= 0 LB Location (From left end of span): X2-2= 3.75 FT Point Load 3 Live Load: PL3-2= 6000 LB Dead Load: PD3-2= 0 LB Location (From left end of span): X3-2= 5.0 FT Point Load 4 Live Load: PL4-2= 2000 LB Dead Load: PD4-2= 0 LB Location (From left end of span): X4-2= 5.0 FT Properties For: 2.0E Parallam- Trus Joist-MacMillan Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2903 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 290 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 9374 FT-LB 3.78 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= 8652 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= 38.74 IN3 S= 123.39 IN3 Area (Shear): Areq= 44.75 IN2 A= 62.34 IN2 Moment of Inertia (Deflection): Ireq= 150.24 IN4 I= 732.62 IN4 ********************************* Multi-Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00.63 By: MARK STEWART , MARK STEWART HOME DESIGN on: 04-13-2005 : 1:02:58 PM Project: GAVRUIC - Location: m-9 Summary: 5.25 IN x 11.875 IN x 6.0 FT / 2.0E Parallam - Trus Joist-MacMillan Section Adequate By: 32.4% Controlling Factor: Area / Depth Required 8.97 In Center Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: LLD-Center= 0.05 IN = L/1480 Total Load: TLD-Center= 0.05 IN = L/1469 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 9450 LB Dead Load: DL-Rxn-A= 58 LB Total Load: TL-Rxn-A= 9508 LB Bearing Length Required (Beam only, support capacity not checked):BL-A=2.41IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 3950 LB Dead Load: DL-Rxn-B= 58 LB Total Load: TL-Rxn-B= 4008 LB Bearing Length Required (Beam only, support capacity not checked):BL-B=1.02IN Beam Data: Center Span Length: L2= 6.0 FT Center Span Unbraced Length-Top of Beam:Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam:Lu2-Bottom=6.0FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 400 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 19 PLF Total Load: wT-2= 419 PLF Point Load 1 Live Load: PL1-2= 11000 LB Dead Load: PD1-2= 0 LB Location (From left end of span): X1-2= 1.5 FT Properties For: 2.0E Parallam- Trus Joist-MacMillan Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2903 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 290 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 13791 FT-LB 1.5 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= 9106 LB At a distance d from left 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= 57.00 IN3 S= 123.39 IN3 Area (Shear): Areq= 47.10 IN2 A= 62.34 IN2 Moment of Inertia (Deflection): Ireq= 178.16 IN4 I= 732.62 IN4 ********************************* Multi-Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 6.00.63 By: MARK STEWART , MARK STEWART HOME DESIGN on: 04-13-2005 : 1:02:59 PM Project: GAVRUIC - Location: u-1 Summary: 5.125 IN x 7.5 IN x 13.0 FT / 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 9.4% Controlling Factor: Moment of Inertia / Depth Required 7.28 In Center Span Deflections: Dead Load: DLD-Center= 0.02 IN Live Load: LLD-Center= 0.40 IN = L/394 Total Load: TLD-Center= 0.41 IN = L/376 Camber Required: C= 0.03 IN Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 1300 LB Dead Load: DL-Rxn-A= 61 LB Total Load: TL-Rxn-A= 1361 LB Bearing Length Required (Beam only, support capacity not checked):BL-A=0.41IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 1300 LB Dead Load: DL-Rxn-B= 61 LB Total Load: TL-Rxn-B= 1361 LB Bearing Length Required (Beam only, support capacity not checked):BL-B=0.41IN Beam Data: Center Span Length: L2= 13.0 FT Center Span Unbraced Length-Top of Beam:Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam:Lu2-Bottom=13.0FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 200 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 9 PLF Total Load: wT-2= 209 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 0 PLF Left Dead Load: TRD-Left-1-2= 0 PLF Right Live Load: TRL-Right-1-2= 880 PLF Right Dead Load: TRD-Right-1-2= 0 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 0.0 FT Load Length: C-1-2= 0.0 FT Properties For: 24F-V4- Visually Graded Western Species Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 240 PSI Modulus of Elasticity: Ex= 1800000 PSI Ey= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 650 PSI Bending Stress of Comp. Face in Tension:Fb_cpr= 1850 PSI Adjusted Properties Fb' (Tension): Fb'= 2400 PSI Adjustment Factors: Cd=1.00 Fv': Fv'= 240 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 4422 FT-LB 6.5 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= 1252 LB At a distance d from left 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= 22.11 IN3 S= 48.05 IN3 Area (Shear): Areq= 7.82 IN2 A= 38.44 IN2 Moment of Inertia (Deflection): Ireq= 164.75 IN4 I= 180.18 IN4 ********************************* Column[ 2003 International Building Code (01 NDS) ] Ver: 6.00.63 By: MARK STEWART , MARK STEWART HOME DESIGN on: 04-13-2005 : 1:03:00 PM Project: GAVRUIC - Location: c-1 Summary: 7.5 IN x 7.5 IN x 12 FT / Select Structural - Douglas Fir-Larch - Dry Use Section Adequate By: 57.4% Vertical Reactions: Live: Vert-LL-Rxn= 10000 LB Dead: Vert-DL-Rxn= 10188 LB Total: Vert-TL-Rxn= 20188 LB Axial Loads: Live Loads: PL= 10000 LB Dead Loads: PD= 10000 LB Column Self Weight: CSW= 188 LB Total Loads: PT= 20188 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 12.0 FT Maximum Unbraced Length (X-X Axis): Lx= 12.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 12.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 7.50 IN Column Section (Y-Y Axis): dy= 7.50 IN Area: A= 56.25 IN2 Section Modulus (X-X Axis): Sx= 70.31 IN3 Section Modulus (Y-Y Axis): Sy= 70.31 IN3 Slenderness Ratio: Lex/dx= 19.20 Ley/dy= 19.2 Properties For: Select Structural- Douglas Fir-Larch Compressive Stress: Fc= 1150 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X-X Axis): Fbx= 1500 PSI Bending Stress (Y-Y Axis): Fby= 1500 PSI Adjusted Properties: Fc': Fc'= 842 PSI Adjustment Factors: Cd=1.00 Cp=0.73 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 359 PSI Allowable Compressive Stress: Fc'= 842 PSI ********************************* Column[ 2003 International Building Code (01 NDS) ] Ver: 6.00.63 By: MARK STEWART , MARK STEWART HOME DESIGN on: 04-13-2005 : 1:03:00 PM Project: GAVRUIC - Location: c-2 Summary: 5.5 IN x 9.5 IN x 12 FT / Select Structural - Douglas Fir-Larch - Dry Use Section Adequate By: 16.1% Vertical Reactions: Live: Vert-LL-Rxn= 15000 LB Dead: Vert-DL-Rxn= 10174 LB Total: Vert-TL-Rxn= 25174 LB Axial Loads: Live Loads: PL= 15000 LB Dead Loads: PD= 10000 LB Column Self Weight: CSW= 174 LB Total Loads: PT= 25174 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 12.0 FT Maximum Unbraced Length (X-X Axis): Lx= 12.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 12.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 9.50 IN Column Section (Y-Y Axis): dy= 5.50 IN Area: A= 52.25 IN2 Section Modulus (X-X Axis): Sx= 82.73 IN3 Section Modulus (Y-Y Axis): Sy= 47.90 IN3 Slenderness Ratio: Lex/dx= 15.16 Ley/dy= 26.2 Properties For: Select Structural- Douglas Fir-Larch Compressive Stress: Fc= 1100 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X-X Axis): Fbx= 1600 PSI Bending Stress (Y-Y Axis): Fby= 1600 PSI Adjusted Properties: Fc': Fc'= 575 PSI Adjustment Factors: Cd=1.00 Cp=0.52 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 482 PSI Allowable Compressive Stress: Fc'= 575 PSI ********************************* Column[ 2003 International Building Code (01 NDS) ] Ver: 6.00.63 By: MARK STEWART , MARK STEWART HOME DESIGN on: 04-13-2005 : 1:03:01 PM Project: GAVRUIC - Location: c-3 Summary: 7.5 IN x 7.5 IN x 12 FT / Select Structural - Douglas Fir-Larch - Dry Use Section Adequate By: 38.4% Vertical Reactions: Live: Vert-LL-Rxn= 15000 LB Dead: Vert-DL-Rxn= 14188 LB Total: Vert-TL-Rxn= 29188 LB Axial Loads: Live Loads: PL= 15000 LB Dead Loads: PD= 14000 LB Column Self Weight: CSW= 188 LB Total Loads: PT= 29188 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 12.0 FT Maximum Unbraced Length (X-X Axis): Lx= 12.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 12.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 7.50 IN Column Section (Y-Y Axis): dy= 7.50 IN Area: A= 56.25 IN2 Section Modulus (X-X Axis): Sx= 70.31 IN3 Section Modulus (Y-Y Axis): Sy= 70.31 IN3 Slenderness Ratio: Lex/dx= 19.20 Ley/dy= 19.2 Properties For: Select Structural- Douglas Fir-Larch Compressive Stress: Fc= 1150 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X-X Axis): Fbx= 1500 PSI Bending Stress (Y-Y Axis): Fby= 1500 PSI Adjusted Properties: Fc': Fc'= 842 PSI Adjustment Factors: Cd=1.00 Cp=0.73 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 519 PSI Allowable Compressive Stress: Fc'= 842 PSI ********************************* Column[ 2003 International Building Code (01 NDS) ] Ver: 6.00.63 By: MARK STEWART , MARK STEWART HOME DESIGN on: 04-13-2005 : 1:03:02 PM Project: GAVRUIC - Location: c-4 Summary: 5.5 IN x 11.5 IN x 12 FT / Select Structural - Douglas Fir-Larch - Dry Use Section Adequate By: 14.1% Vertical Reactions: Live: Vert-LL-Rxn= 15000 LB Dead: Vert-DL-Rxn= 16211 LB Total: Vert-TL-Rxn= 31211 LB Axial Loads: Live Loads: PL= 15000 LB Dead Loads: PD= 16000 LB Column Self Weight: CSW= 211 LB Total Loads: PT= 31211 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 12.0 FT Maximum Unbraced Length (X-X Axis): Lx= 12.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 12.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 11.50 IN Column Section (Y-Y Axis): dy= 5.50 IN Area: A= 63.25 IN2 Section Modulus (X-X Axis): Sx= 121.23 IN3 Section Modulus (Y-Y Axis): Sy= 57.98 IN3 Slenderness Ratio: Lex/dx= 12.52 Ley/dy= 26.2 Properties For: Select Structural- Douglas Fir-Larch Compressive Stress: Fc= 1100 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X-X Axis): Fbx= 1600 PSI Bending Stress (Y-Y Axis): Fby= 1600 PSI Adjusted Properties: Fc': Fc'= 575 PSI Adjustment Factors: Cd=1.00 Cp=0.52 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 493 PSI Allowable Compressive Stress: Fc'= 575 PSI