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Project:Westland Homes White Oak Lot 3 NO CANTILEVER page
Mark Stewart
Location:u-1 Mark Stewart Home Design
Multi-Loaded Multi-Span Beam 347 NW 9th Ave of
[2009 International Building Code(2005 NDS)] " Portland,OR 97209
5.25 IN x 11.875 IN x 9.0 FT
2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 8.0.106.0 8/14/2012 4:03:34 PM
Section Adequate By:136.0% LOADING DIAGRAM r
Controlling Factor:Shear 1 i
DEFLECTIONS Center �e
Live Load 0.11 IN U975 0
Dead Load 0.00 in as2012
Total Load 0.11 IN L/961 CITYOFTIGARD
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 9 d
BUILDING DIVISION
REACTIONS A
Live Load 4950 lb 4950 lb
Dead Load 70 lb 70 lb
Total Load 5020 lb 5020 lb
Bearing Length 1.27 in 1.27 in
SEAM DATA Center 9 e
Span Length 9 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 9 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 1100 plf
Notch Depth 0.00
Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 16 plf
2.0 Rigidlam LVL-Roseburg Forest Products Total Uniform Load 1116 plf
Base Values Adjusted
Bending Stress: Fb= 2900 psi Fb'= 2904 psi
Cd=1.00 CF=1.00
Shear Stress: Fv= 285 psi Fv'= 285 psi
Cd=1.00
Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi
Comp.±to Grain: Fc-L= 750 psi Fc-±'= 750 psi
Controlling Moment: 11295 ft-lb
4.5 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -5020 lb
At right support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Read Provided
Section Modulus: 46.68 in3 123.39 in3
Area(Shear): 26.42 in2 62.34 in2
Moment of Inertia(deflection): 270.6 in4 732.62 in4
Moment: 11295 ft-lb 29858 ft-lb
Shear: -5020 lb 11845 lb
•
Project:Westland Homes White Oak Lot 3 NO CANTILEVER Mark Stewart
Location:u-2 Mark Stewart Home Design
Multi-Loaded Multi-Span Beam ,` 347 NW 9th Ave of
[2009 International Building Code(2005 NDS)] Portland,OR 97209
5.25 IN x 11.875 IN x 5.0 FT
2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 8.0.106.0 8/14/2012 4:03:35 PM
Section Adequate By:324.7% LOADING DIAGRAM
Controlling Factor:Shear
DEFLECTIONS Center
Live Load 0.01 IN L/5684
Dead Load 0.00 in
Total Load 0.01 IN L/5605
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 2750 lb 2750 lb
Dead Load 39 lb 39 lb
w
Total Load 2789 lb 2789 lb
Bearing Length 0.71 in 0.71 in
BEAM DATA Center 5 e
Span Length 5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 5 ft UNIFORM LOADS enter
Live Load Duration Factor 1.00 Uniform Live Load 1100 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 16 plf
2.0 Rigidlam LVL-Roseburg Forest Products Total Uniform Load 1116 plf
Base Values Adjusted
Bending Stress: Fb= 2900 psi Fb'= 2904 psi
Cd=1.00 CF=1.00
Shear Stress: Fv= 285 psi Fv'= 285 psi
Cd=1.00
Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi
Comp.L to Grain: Fc-L= 750 psi Fc-L'= 750 psi
Controlling Moment: 3486 ft-lb
2.5 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 2789 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 14.41 in3 123.39 in3
Area(Shear): 14.68 in2 62.34 in2
Moment of Inertia(deflection): 46.4 in4 732.62 in4
Moment: 3486 ft-lb 29858 ft-lb
Shear: 2789 lb 11845 lb
Project:Westland Homes White Oak Lot 3 NO CANTILEVER Mark Stewartrage
Location:m-6 Mark Stewart Home Design
Multi-Loaded Multi-Span Beam 4 ' 347 NW 9th Ave
of
[2009 International Building Code(2005 NDS)] Portland,OR 97209
3.5 IN x 11.25 IN x 8.5 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.106.0 8/14/2012 4:03:35 PM
Section Adequate By:32.6% LOADING DIAGRAM
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.09 IN L/1154
Dead Load 0.00 in
Total Load 0.09 IN L/1135
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 2125 lb 2125 lb
Dead Load 36 lb 36 lb
Total Load 2161 lb 2161 lb
Bearing Length 0.99 in 0.99 in _-
BEAM DATA Center
Span Length 8.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 8.5 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 500 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 9 plf
#2-Douglas-Fir-Larch Total Uniform Load 509 plf
Base Values Adjusted
Bending Stress: Fb= 900 psi Fb'= 990 psi
Cd=1.00 CF=1.10
Shear Stress: Fv= 180 psi Fv'= 180 psi
Cd=1.00
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi
Comp.L to Grain: Fc-L= 625 psi Fc-L'= 625 psi
Controlling Moment: 4593 ft-lb
4.25 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 2161 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 55.67 in3 73.83 in3
Area(Shear): 18.01 in2 39.38 in2
Moment of Inertia(deflection): 129.52 in4 415.28 in4
Moment: 4593 ft-lb 6091 ft-lb
Shear: 2161 lb 4725 lb
Project:Westland Homes White Oak Lot 3 NO CANTILEVER Mark Stewart
Location:m-8 `; Mark Stewart Home Design
Multi-Loaded Multi-Span Beam 347 NW 9th Ave of
[2009 International Building Code(2005 NDS)] Portland,OR 97209
3.5 IN x 11.875 IN x 9.0 FT
2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 8.0.106.0 8/14/2012 4:03:35 PM
Section Adequate By:386.9% LOADING DIAGRAM
Controlling Factor:Shear
DEFLECTIONS Center
Live Load 0.05 IN L/2042
Dead Load 0.00 in
Total Load 0.05 IN L/1983
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 1575 lb 1575 lb
Dead Load 47 lb 47 lb
Total Load 1622 lb 1622 lb W
Bearing Length 0.62 in 0.62 in
BEAM DATA Center A 9 h
Span Length 9 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 9 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 350 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 10 plf
2.0 Rigidlam LVL-Roseburg Forest Products Total Uniform Load 360 plf
Base Values Adjusted
Bending Stress: Fb= 2900 psi Fb'= 2904 psi
Cd=1.00 CF=1.00
Shear Stress: Fv= 285 psi Fv'= 285 psi
Cd=1.00
Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi
Comp.L to Grain: Fc-1= 750 psi Fc--- = 750 psi
Controlling Moment: 3649 ft-lb
4.5 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -1622 lb
At right support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 15.08 in3 82.26 in3
Area(Shear): 8.54 in2 41.56 in2
Moment of Inertia(deflection): 86.1 in4 488.41 in4
Moment: 3649 ft-lb 19905 ft-lb
Shear: -1622 lb 7897 lb
Project:Westland Homes White Oak Lot 3 NO CANTILEVER page
Mark Stewart /
Location:m-9twee Mark Stewart Home Design
Multi-Loaded Multi-Span Beam ' 347 NW 9th Ave of
[2009 International Building Code(2005 NDS)] Portland,OR 97209
3.5 INx11.875INx5.0FT
2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 8.0.106.0 8/14/2012 4:03:36 PM
Section Adequate By:304.8%
LOADING DIAGRAM
Controlling Factor:Shear
DEFLECTIONS Center
Live Load 0.01 IN L/5414
Dead Load 0.00 in
Total Load 0.01 IN L/5342
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 1925 lb 1925 lb
Dead Load 26 lb 26 lb
Total Load 1951 lb 1951 lb W
Bearing Length 0.74 in 0.74 in
BEAM DATA Center 5 ft
Span Length 5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 5 ft
UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 770 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 10 plf
2.0 Rigidlam LVL-Roseburg Forest Products Total Uniform Load 780 plf
Base Values Adjusted
Bending Stress: Fb= 2900 psi Fb'= 2904 psi
Cd=1.00 CF=1.00
Shear Stress: Fv= 285 psi Fv'= 285 psi
Cd=1.00
Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi
Comp.l to Grain: Fc-1= 750 psi Fc-L'= 750 psi
Controlling Moment: 2439 ft-lb
2.5 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -1951 lb
At right support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 10.08 in3 82.26 in3
Area(Shear): 10.27 in2 41.56 in2
Moment of Inertia(deflection): 32.48 in4 488.41 in4
Moment: 2439 ft-lb 19905 ft-lb
Shear: -1951 lb 7897 lb
Project:Westland Homes White Oak Lot 3 NO CANTILEVER
Mark Stewart
Location:m-10 ; - 1 Mark Stewart Home Design
Multi-Loaded Multi-Span Beam 347 NW 9th Ave of
[2009 International Building Code(2005 NDS)] Portland,OR 97209
3.5 INx11.875INx3.0FT
2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 8.0.106.0 8/14/2012 4:03:36 PM
Section Adequate By: 184.6% LOADING DIAGRAM
Controlling Factor:Shear
DEFLECTIONS Center
Live Load 0.00 IN L/MAX
Dead Load 0.00 in
Total Load 0.00 IN L/MAX
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
1
REACTIONS A B
Live Load 2759 lb 1462 lb
Dead Load 16 lb 16 lb
w
Total Load 2775 lb 1478 lb
Bearing Length 1.06 in 0.56 in
SEAM DATA Center 3 ft
Span Length 3 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 3 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 110 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 10 plf
2.0 Rigidlam LVL-Roseburg Forest Products Total Uniform Load 120 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2900 psi Fb'= 2904 psi Load Number One
Cd=1.00 CF=1.00 Live Load 3891 lb
Shear Stress: Fv= 285 psi Fv'= 285 psi Dead Load 0 lb
Cd=1.00 Location 1 ft
Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi
Comp. to Grain: Fc- = 750 psi Fc--- = 750 psi
Controlling Moment: 2690 ft-lb
1.02 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 2775 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Read Provided
Section Modulus: 11.11 in3 82.26 in3
Area(Shear): 14.6 in2 41.56 in2
Moment of Inertia(deflection): 17.26 in4 488.41 in4
Moment: 2690 ft-lb 19905 ft-lb
Shear: 2775 lb 7897 lb
Project:Westland Homes White Oak Lot 3 NO CANTILEVER Mark Stewart /
Location:h-1 yl , Mark Stewart Home Design
s
Multi-Loaded Multi-Span Beam ', 347 NW 9th Ave of
[2009 International Building Code(2005 NDS)] ur Portland,OR 97209
5.5 IN x 9.5 IN x 6.5 FT
#1 -Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.106.0 8/14/2012 4:03:36 PM
Section Adequate By:154.8% LOADING DIAGRAM
Controlling Factor:Shear
DEFLECTIONS Center
Live Load 0.04 IN L/2060
Dead Load 0.00 in
I 1
Total Load 0.04 IN L/2021
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 2288 lb 3888 lb TR1
Dead Load 37 lb 41 lb
Total Load 2324 lb 3928 lb W
Bearing Length 0.68 in 1.14 in
BEAM DATA Center A 6.5 ft
Span Length 6.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 6.5 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 150 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 11 plf
#1-Douglas-Fir-Larch Total Uniform Load 161 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 1350 psi Fb'= 1350 psi Load Number One
Cd=1.00 CF=1.00 Live Load 2600 lb
Shear Stress: Fv= 170 psi Fv'= 170 psi Dead Load 4 lb
Cd=1.00 Location 6.5 ft
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp. L to Grain: Fc--1-= 625 psi Fc—12= 625 psi Load Number One
Left Live Load 650 plf
Controlling Moment: 3329 ft-lb Left Dead Load 0 plf
2.86 Ft from left support of span 2(Center Span) Right Live Load 650 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 0 plf
Controlling Shear: 2324 lb Load Start 0 ft
At left support of span 2(Center Span) Load End 4 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 4 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 29.59 in3 82.73 in3
Area(Shear): 20.51 in2 52.25 in2
Moment of Inertia(deflection): 68.69 in4 392.96 in4
Moment: 3329 ft-lb 9307 ft-lb
Shear: 2324 lb 5922 lb
Project:Westland Homes White Oak Lot 3 NO CANTILEVER page
Mark Stewart
Location:R-1 Mark Stewart Home Design
Multi-Loaded Multi-Span Beam 347 NW 9th Ave of
[2009 International Building Code(2005 NDS)] Portland,OR 97209
6.75 IN x 13.5 IN x 16.5 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.106.0 8/14/2012 4:03:37 PM
Section Adequate By:36.9% LOADING DIAGRAM
Controlling Factor:Deflection
DEFLECTIONS Center
Live Load 0.40 IN U493
Dead Load 0.01 in
Total Load 0.41 IN L/477
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 4950 lb 4950 lb
Dead Load 163 lb 163 lb
Total Load 5113 lb 5113 lb W
Bearing Length 1.17 in 1.17 in
BEAM DATA Center A 16.5 ft
Span Length 16.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 16.5 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 600 plf
Camber Adj.Factor 1 Uniform Dead Load 0 plf
Camber Required 0.01 Beam Self Weight 20 plf
Notch Depth 0.00 Total Uniform Load 620 plf
MATERIAL PROPERTIES
24F-V4-Visually Graded Western Species
Base Values Adjusted
Bending Stress: Fb= 2400 psi Controlled by:
Fb_cmpr= 1850 psi Fb'= 2364 psi
Cd=1.00 Cv=0.98
Shear Stress: Fv= 265 psi Fv'= 265 psi
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi
Comp.±to Grain: Fc-±= 650 psi Fc-±'= 650 psi
Controlling Moment: 21091 ft-lb
8.25 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 5113 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 107.07 in3 205.03 in3
Area(Shear): 28.94 in2 91.13 in2
Moment of Inertia(deflection): 1010.57 in4 1383.96 in4
Moment: 21091 ft-lb 40388 ft-lb
Shear: 5113 lb 16099 lb
Project:Westland Homes White Oak Lot 3 NO CANTILEVER page
Mark Stewart
Location:u-3
( Mark Stewart Home Design
Multi-Loaded Multi-Span Beam v;,: 347 NW 9th Ave of
[2009 International Building Code(2005 NDS)] Portland,OR 97209
3.5INx 11.8751Nx4.OFT
2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 8.0.106.0 8/14/2012 4:03:37 PM
Section Adequate By:103.0% LOADING DIAGRAM
Controlling Factor:Shear
DEFLECTIONS Center
Live Load 0.02 IN L/2687
Dead Load 0.00 in
Total Load 0.02 IN L/2678
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 3870 lb 3870 lb
Dead Load 21 lb 21 lb
Total Load 3891 lb 3891 lb W
Bearing Length 1.48 in 1.48 in
BEAM DATA Center A an
Span Length 4 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 4 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 110 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 10 plf
2.0 Rigidlam LVL-Roseburg Forest Products Total Uniform Load 120 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2900 psi Fb'= 2904 psi Load Number One Two
Cd=1.00 CF=1.00 Live Load 2200 lb 5100 lb
Shear Stress: Fv= 285 psi Fv'= 285 psi Dead Load 0 lb 0 lb
Cd=1.00 Location 2 ft 2 ft
Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi
Comp.l to Grain: Fc-1= 750 psi Fc--- = 750 psi
Controlling Moment: 7541 ft-lb
2.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -3891 lb
At right support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 31.16 in3 82.26 in3
Area(Shear): 20.48 in2 41.56 in2
Moment of Inertia(deflection): 65.44 in4 488.41 in4
Moment: 7541 ft-lb 19905 ft-lb
Shear: -3891 lb 7897 lb
Project:Westland Homes White Oak Lot 3 NO CANTILEVER page
Mark Stewart
Location:m-4 Mark StewartHome Design
Multi-Loaded Multi-Span Beam 347 NW 9th Ave of
[2009 International Building Code(2005 NDS)] Portland,OR 97209
5.25 IN x 11.875 IN x 9.0 FT
2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 8.0.106.0 8/14/2012 4:03:37 PM
Section Adequate By:154.2% LOADING DIAGRAM
Controlling Factor:Shear
DEFLECTIONS Center
Live Load 0.10 IN L/1051
Dead Load 0.00 in
Total Load 0.10 IN L/1035
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 4590 lb 4590 lb
Dead Load 70 lb 70 lb
Total Load 4660 lb 4660 lb W
Bearing Length 1.18 in 1.18 in
BEAM DATA Center 9 ft
Span Length 9 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 9 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 1020 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 16 plf
2.0 Rigidlam LVL-Roseburg Forest Products Total Uniform Load 1036 plf
Base Values Adjusted
Bending Stress: Fb= 2900 psi Fb'= 2904 psi
Cd=1.00 CF=1.00
Shear Stress: Fv= 285 psi Fv'= 285 psi
Cd=1.00
Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi
Comp.1-to Grain: Fc- = 750 psi Fc--- = 750 psi
Controlling Moment: 10485 ft-lb
4.5 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 4660 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 43.33 in3 123.39 in3
Area(Shear): 24.53 in2 62.34 in2
Moment of Inertia(deflection): 250.92 in4 732.62 in4
Moment: 10485 ft-lb 29858 ft-lb
Shear: 4660 lb 11845 lb
•
rage
Project:Westland Homes White Oak Lot 3 NO CANTILEVER Mark Stewart
Location:m-12 Mark Stewart Home Design
Multi-Loaded Multi-Span Beam 347 NW 9th Ave of
[2009 International Building Code(2005 NDS)] Portland,OR 97209
5.5 IN x 9.5 IN x 6.5 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.106.0 8/14/2012 4:03:38 PM
Section Adequate By:25.3% LOADING DIAGRAI'
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.07 IN L/1103
Dead Load 0.00 in
Total Load 0.07 IN L/1089
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 2925 lb 2925 lb
Dead Load 37 lb 37 lb
w
Total Load 2962 lb 2962 lb
Bearing Length 0.86 in 0.86 in
BEAM DATA Center A 6.6 ft
Span Length 6.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 6.5 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 900 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 11 plf
#2-Douglas-Fir-Larch Total Uniform Load 911 plf
Base Values Adjusted
Bending Stress: Fb= 875 psi Fb'= 875 psi
Cd=1.00 CF=1.00
Shear Stress: Fv= 170 psi Fv'= 170 psi
Cd=1.00
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi
Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi
Comp.L to Grain: Fc- L= 625 psi Fc- = 625 psi
Controlling Moment: 4813 ft-lb
3.25 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -2962 lb
6.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 66.01 in3 82.73 in3
Area(Shear): 26.13 in2 52.25 in2
Moment of Inertia(deflection): 128.31 in4 392.96 in4
Moment: 4813 ft-lb 6032 ft-lb
Shear: -2962 lb 5922 lb
Project:Westland Homes White Oak Lot 3 NO CANTILEVER page
Mark Stewart
Location:nu-1 ".I Mark Stewart Home Design
Multi-Loaded Multi-Span Beam 347 NW 9th Ave of
[2009 International Building Code(2005 NDS)] Portland,OR 97209
3.5 INx11.875INx6.0FT
2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 8.0.106.0 8/14/2012 4:03:38 PM
Section Adequate By:331.2% LOADING DIAGRAM
Controlling Factor:Shear
DEFLECTIONS Center
Live Load 0.02 IN L/4021
Dead Load 0.00 in
Total Load 0.02 IN L/3952
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 1800 lb 1800 lb
Dead Load 31 lb 31 lb
Total Load 1831 lb 1831 lb
Bearing Length 0.70 in 0.70 in
BEAM DATA Center 6 ft
Span Length 6 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 6 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 600 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 10 plf
2.0 Rigidlam LVL-Roseburg Forest Products Total Uniform Load 610 plf
Base Values Adjusted
Bending Stress: Fb= 2900 psi Fb'= 2904 psi
Cd=1.00 CF=1.00
Shear Stress: Fv= 285 psi Fv'= 285 psi
Cd=1.00
Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi
Comp.l to Grain: Fc- L= 750 psi Fc--- = 750 psi
Controlling Moment: 2747 ft-lb
3.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 1831 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 11.35 in3 82.26 in3
Area(Shear): 9.64 in2 41.56 in2
Moment of Inertia(deflection): 43.73 in4 488.41 in4
Moment: 2747 ft-lb 19905 ft-lb
Shear: 1831 lb 7897 lb
•
age
Project:Westland Homes White Oak Lot 3 NO CANTILEVER Mark Stewart
Location:m-5 , Mark Stewart Home Design
Multi-Loaded Multi-Span Beam `a • ` 347 NW 9th Ave of
[2009 International Building Code(2005 NDS)] Portland,OR 97209
5.25 IN x 11.875 IN x 11.0 FT
2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 8.0.106.0 8/14/2012 4:03:38 PM
Section Adequate By:64.8% LOADING DIAGRAM
Controlling Factor:Deflection
DEFLECTIONS Center
Live Load 0.22 IN L/593
Dead Load 0.00 in
Total Load 0.23 IN L/584
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 5445 lb 5445 lb
Dead Load 86 lb 86 lb
w
Total Load 5531 lb 5531 lb
Bearing Length 1.40 in 1.40 in
BEAM DATA Center A 11 f<
Span Length 11 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 11 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 990 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 16 plf
2.0 Rigidlam LVL-Roseburg Forest Products Total Uniform Load 1006 plf
Base Values Adjusted
Bending Stress: Fb= 2900 psi Fb'= 2904 psi
Cd=1.00 CF=1.00
Shear Stress: Fv= 285 psi Fv'= 285 psi
Cd=1.00
Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi
Comp.1-to Grain: Fc- = 750 psi Fc-L'= 750 psi
Controlling Moment: 15209 ft-lb
5.5 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 5531 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 62.85 in3 123.39 in3
Area(Shear): 29.11 in2 62.34 in2
Moment of Inertia(deflection): 444.65 in4 732.62 in4
Moment: 15209 ft-lb 29858 ft-lb
Shear: 5531 lb 11845 lb
~ ♦ Y a
Project:Westland Homes White Oak Lot 3 NO CANTILEVER Mark Stewart
Location:m-11 „ . Mark Stewart Home Design
Multi-Loaded Multi-Span Beam 347 NW 9th Ave rge
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[2009 International Building Code(2005 NDS)] Portland,OR 97209
5.5 IN x 9.5 IN x 4.0 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.106.0 8/14/2012 4:03:39 PM
Section Adequate By:264.9% LOADING DIAGRAM
Controlling Factor:Shear
DEFLECTIONS Center
Live Load 0.01 IN L/5322
Dead Load 0.00 in
Total Load 0.01 IN L/5248
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 1600 lb 1600 lb
Dead Load 23 lb 23 lb
w
Total Load 1623 lb 1623 lb
Bearing Length 0.47 in 0.47 in
BEAM DATA Center
Span Length 4 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 4 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 800 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 11 plf
#2-Douglas-Fir-Larch Total Uniform Load 811 plf
Base Values Adjusted
Bending Stress: Fb= 875 psi Fb'= 875 psi
Cd=1.00 CF=1.00
Shear Stress: Fv= 170 psi Fv'= 170 psi
Cd=1.00
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi
Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi
Comp.L to Grain: Fc-L= 625 psi Fc-L'= 625 psi
Controlling Moment: 1623 ft-lb
2.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 1623 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 22.25 in3 82.73 in3
Area(Shear): 14.32 in2 52.25 in2
Moment of Inertia(deflection): 26.58 in4 392.96 in4
Moment: 1623 ft-lb 6032 ft-lb
Shear: 1623 lb 5922 lb