Report rPt 5�7 L - c ) '
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Project:JT Roth Medallion lot 18 page
Mark Stewart
Location:M-1 Mark Stewart Home Design
Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
5.125 IN x 18.0IN x 19.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 4/23/2015 10;53;49$1fr1
Section Adequate By:17.4% LOADING DIAGRAM
Controlling Factor:Deflection t 4", I } .
DEFLECTIONS Center
Live Load 0.54 IN L/423
Dead Load 0.01 in 31 N — 4 ?-
Total Load 0.55 IN L/413
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 a,
wx " lw
REACTIONSeLoad7838 lb 7838 lb 01 ' ��
9 x
Dead Load 190 lb 190 lb
Total Load 8027 lb 8027 lb w
Bearing Length 2.41 in 2.41 in
BEAM DATA Center
Span Length 19 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 19 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00
Uniform Live Load 825 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 845 plf
MATERIAL PROPERTIES
24F-V4-Visually Graded Western Species
Base Values Adjusted
Bending Stress: Fb= 2400 psi Controlled by:
Fb_cmpr= 1850 psi Fb'= 2328 psi
Cd=1.00 Cv=0.97
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 Emin'= 930 ksi
Comp. to Grain: Fc-1= 650 psi Fc-1'= 650 psi
Controlling Moment: 38131 ft-lb
9.5 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 8027 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: 196.56 in3 276.75 in3
Area(Shear): 45.44 in2 92.25 in2
Moment of Inertia(deflection): 2121.66 in4 2490.75 in4
Moment: 38131 ft-lb 53685 ft-lb
Shear: 8027 lb 16298 lb
page
Project:JT Roth Medallion lot 18 Mark Stewart
Location:M-2 > f Mark Stewart Home Design
Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
3.5 INx11.25INx7.5FT
2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 4/23/2015 10:53:09 AM
Section Adequate By: 142.4%
LOADING DIAGRAM
Controlling Factor:Shear
DEFLECTIONS Center
Live Load 0.07 IN L/1273
Dead Load 0.00 in
Total Load 0.07 IN L/1254
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 3094 lb 3094 lb
Dead Load 46 lb 46 lb 7.;r14,r, .,r a , ''.„-.1„;. .,411'4410.4,e-W.311 :4„ 4,4 ril
Total Load 3140 lb 3140 lb � ,t w, r ,11Au
Bearing Length 1.20 in 1.20 in ---
BEAM DATA Center 7.5 ft
Span Length 7.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 7.5 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 825 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 12 plf
2.0E Parallam-iLevel Trus Joist Total Uniform Load 837 plf
Base Values Adjusted
Bending Stress: Fb= 2900 psi Fb'= 2921 psi
Cd=1.00 CF=1.01
Shear Stress: Fv= 290 psi Fv'= 290 psi
Cd=1.00
Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi
Comp.--to Grain: Fc- L= 750 psi Fc--L'= 750 psi
Controlling Moment: 5887 ft-lb
3.75 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 3140 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: 24.19 in3 73.83 in3
Area(Shear): 16.24 in2 39.38 in2
Moment of Inertia(deflection): 117.45 in4 415.28 in4
Moment: 5887 ft-lb 17970 ft-lb
Shear: 3140 lb 7613 lb
Project:JT Roth Medallion lot 18 page
Mark Stewart
Location:M-3Mark Stewart Home Design
Multi-Loaded Multi-Span Beam r 22582 SW Main St #309 of
[20D9 International Building Code(2005 NDS)] Sherwood,OR 97140
3.125 IN x 12.0IN x 13.0 FT
24 -V4-Visually Graded Western Species Dry Use StruCalc Version 8.0.113.0 4/23/2015 10:53:09 AM
Section Adequate By:24.6%
LOADING DIAGRAM
Controlling Factor:Deflection
DEFLECTIONS Center
Live Load 0.35 IN L/449
Dead Load 0.01 in
Total Load 0.35 IN L/440
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 1807 lb 2048 lb
Dead Load 53 lb 53 lb
Total Load 1860 lb 2101 lb "
Bearing Length 0.92 in 1.03 in ___. .
BEAM DATA Center
Span Length 13 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 13 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 55 plf
Camber Adj.Factor 1 Uniform Dead Load 0 plf
Camber Required 0.01 Beam Self Weight 8 plf
Notch Depth 0.00 Total Uniform Load 63 plf
MATERIAL PROPERTIES POINT LOADS-CENTER SPAN
24F-V4-Visually Graded Western Species Load Number One
Base Values Adjusted Live Load 3140 lb
Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb
Fb cmpr= 1850 psi Fb'= 2400 psi Location 7 ft
Cd=1.00
Shear Stress: Fv= 265 psi Fv'= 265 psi
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Min.Mod.of Elasticity: Emin= 930 ksi E_min'= 930 ksi
Comp. t-to Grain: Fc- L= 650 psi Fc--- = 650 psi
Controlling Moment: 11436 ft-lb
7.02 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -2101 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: 57.18 in3 75 in3
Area(Shear): 11.89 in2 37.5 in2
Moment of Inertia(deflection): 361.13 in4 450 in4
Moment: 11436 ft-lb 15000 ft-lb
Shear: -2101 lb 6625 lb
Project:JT Roth Medallion lot 18
page
Mark Stewart
Location:M-4 Mark Stewart Home Design
Multi-Loaded Multi-Span Beam q• 141 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
5.125 IN x 24.0 IN x 30.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 4/23/2015 10:53:10 AM
Section Adequate By: 15.0% LOADING DIAGRAM
Controlling Factor:Deflection
DEFLECTIONS Center
Live Load 0.87 IN L/414
Dead Load 0.05 in
Total Load 0.92 IN L/393 3
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 k z
REACTIONS A B 4, ti I
Live Load 7802 lb 8084 Ib • rRt ' Ttt.i
Dead Load 400 lb 400 lb w ;40,0"-.,44,..
.. i R;,,,,.,,, ' * .' a -o tisk,-n t�a A
Total Load 8202 lb 8484 lb . ` " 4' ' t ` 41
`�x : fix. ? �" , . ,m" i41
,, a,
Bearing Length 2.46 in 2.55 in
BEAM DATA Center 30 ft
Span Length 30 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 30 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 200 plf
Camber Adj.Factor 1 Uniform Dead Load 0 plf
Camber Required 0.05 Beam Self Weight 27 plf
Notch Depth 0.00 Total Uniform Load 227 plf
MATERIAL PROPERTIES POINT LOADS-CENTER SPAN
24F-V4-Visually Graded Western Species Load Number One Two Three
Base Values Adjusted Live Load 1860 lb 2101 lb 3000 lb
Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb 0 lb 0 lb
Fb_cmpr= 1850 psi Fb'= 2161 psi Location 14.25 ft 25 ft 4.25 ft
- Cd=1.00 Cv=0.90
Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN
Cd=1.00 Load Number One Two
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 300 plf 300 plf
Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf 0 plf
Comp. -to Grain: Fc--L= 650 psi Fc--i-'= 650 psi Right Live Load 300 plf 300 plf
Right Dead Load 0 plf 0 plf
Controlling Moment: 61342 ft-lb Load Start 10.25 ft 24.5 ft
14.1 Ft from left support of span 2(Center Span) Load End 14.5 ft 30 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 4.25 ft 5.5 ft
Controlling Shear: -8484 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: 340.66 in3 492 in3
Area(Shear): 48.02 in2 123 in2
Moment of Inertia(deflection): 5133.62 in4 5904 in4
Moment: 61342 ft-lb 88594 ft-lb
Shear: -8484 lb 21730 lb
•
Project:JT Roth Medallion lot 18 page
Mark Stewart
Location:M-5 Mark Stewart Home Design
Multi-Loaded Multi-Span Beam ..r...13k 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
5.125 IN x 12.0IN x 18.5 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 4/23/2015 10:53:10 AM
Section Adequate By:55.4% LOADING DIAGRAM
Controlling Factor:Deflection
DEFLECTIONS Center
Live Load 0.40 IN L/560
Dead Load 0.03 in
Total Load 0.42 IN L/525
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 1850 lb 1850 lb
Dead Load 123 lb 123 lb
Total Load 1973 lb 1973 lb
Bearing Length 0.59 in 0.59 in
BEAM DATA Center
Span Length 18.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 18.5 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 200 plf
Camber Adj.Factor 0 Uniform Dead Load 0 plf
Camber Required 0 Beam Self Weight 13 plf
Notch Depth 0.00 Total Uniform Load 213 plf
MATERIAL PROPERTIES
24F-V4-Visually Graded Western Species
Base Values Adjusted
Bending Stress: Fb= 2400 psi Controlled by:
Fb_cmpr= 1850 psi Fb'= 2400 psi
• Cd:
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.-I-to Grain: Fc-- = 650 psi Fc--- = 650 psi
Controlling Moment: 9127 ft-lb
9.25 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 1973 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: Reo'd Provided
Section Modulus: 45.63 in3 123 in3
Area(Shear): 11.17 in2 61.5 in2
Moment of Inertia(deflection): 474.8 in4 738 in4
Moment: 9127 ft-lb 24600 ft-lb
Shear: 1973 lb 10865 lb
page
Project:JT Roth Medallion lot 18
Mark Stewart
Location:M-6 Mark Stewart Home Design
Multi-Loaded Multi-Span Beam 22582 SW Main St #309 or
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
5.5 IN x 9.5 IN x 5.5 FT
#2'Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 4/23/2015 10:53:09 AM
Section Adequate By:57.7% LOADING DIAGRAM
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.04 IN L/1638
Dead Load 0.00 in
Total Load 0.04 IN L/1620
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 2750 lb 2750 lb
Dead Load 31 lb 31 lb
Total Load 2781 lb 2781 lb
Bearing Length 0.81 in 0.81 in
)SEAM DATA Center
Span Length 5.5 ft
Unbraced Length-Top 0 ft 1111111111
Unbraced Length-Bottom 5.5 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 1000 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 11 plf
#2-Douglas-Fir-Larch Total Uniform Load 1011 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- = 625 psi Fc-1'= 625 psi
Controlling Moment: 3824 ft-lb
2.75 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -2781 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: Rea'd Provided
Section Modulus: 52.44 in3 82.73 in3
Area(Shear): 24.54 in2 52.25 in2
Moment of Inertia(deflection): 86.37 in4 392.96 in4
Moment: 3824 ft-lb 6032 ft-lb
Shear: -2781 lb 5922 lb
'Project:JT Roth Medallion lot 18 page
Mark Stewart
Location:M-7P Mark Stewart Home Design
Multi-Loaded Multi-Span Beam 1d{14x + 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
3.5 IN x 11.25 IN x 12.5 FT
#2'Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 4/23/2015 10:53:09 AM
Section Adequate By:49.5% LOADING DIAGRAM
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.17 IN L/907
Dead Load 0.01 in
Total Load 0.17 IN L/870
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 1250 lb 1250 lb
Dead Load 53 lb 53 lb . , _ ¢f' • # .rj • .c,040
Total Load 1303 lb 1303 lb w
Bearing Length 0.60 in 0.60 in
BEAM DATA Center A 12.5 ft
Span Length 12.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 12.5 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 200 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 9 plf
#2-Douglas-Fir-Larch Total Uniform Load 209 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. to Grain: Fc- = 625 psi Fc- = 625 psi
Controlling Moment: 4073 ft-lb
6.25 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 1303 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: 49.37 in3 73.83 in3
Area(Shear): 10.86 in2 39.38 in2
Moment of Inertia(deflection): 164.77 in4 415.28 in4
Moment: 4073 ft-lb 6091 ft-lb
Shear: 1303 lb 4725 lb
`Project:JT Roth Medallion lot 18 page
Mark Stewart
Location:M-8 ' Mark Stewart Home Design
Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
3.5 IN x 11.25 IN x 6.25 FT
#2'-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 4/23/2015 10:53:10 AM
Section Adequate By: 155.3% LOADING DIAGRAM
Controlling Factor:Shear
DEFLECTIONS Center
Live Load 0.01 IN L/5187
Dead Load 0.00 in
Total Load 0.01 IN L/5033
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 1824 lb 729 lb
Dead Load 27 lb 27 lb
Total Load 1850 lb 756 lb W r'
Bearing Length 0.85 in 0.35 in --
BEAM DATA Center
Span Length 6.25 ft
Unbraced Length-Top 0 ft 111111111111.
Unbraced Length-Bottom 6.25 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 200 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 9 plf
#2-Douglas-Fir-Larch Total Uniform Load 209 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 900 psi Fb'= 990 psi Load Number One
Cd=1.00 CF=1.10 Live Load 1303 lb
Shear Stress: Fv= 180 psi Fv'= 180 psi Dead Load 0 lb
Cd=1.00 Location 0.5 ft
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Min.M'od.of Elasticity: E_min= 580 ksi E_min'= 580 ksi
Comp. L to Grain: Fc- L= 625 psi Fc- = 625 psi
Controlling Moment: 1370 ft-lb
2.62 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 1850 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: 16.61 in3 73.83 in3
Area(Shear): 15.42 in2 39.38 in2
Moment of Inertia(deflection): 28.82 in4 415.28 in4
Moment: 1370 ft-lb 6091 ft-lb
Shear: 1850 lb 4725 lb
Project:JT Roth Medallion lot 18 PdOe
Mark Stewart
Location:M-9 Mark Stewart Home Design
Multi-Loaded Multi-Span Beam r!'7" ,'f4 22582 SW Main St #309 of
12009 International Building Code(2005 NDS)] Sherwood,OR 97140
5.5 IN x 11.5 IN x 6.5 FT
#2=Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 4/23/2015 10:53:09 AM
Section Adequate By:65.1% LOADING DIAGRAM
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.04 IN L/1760
Dead Load 0.00 in
Total Load 0.04 IN L/1736
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A_
Live Load 3250 lb 3250 lb
Dead Load 45 lb 45 lb
Total Load 3295 lb 3295 lb
Bearing Length 0.96 in 0.96 in
BEAM DATA Center
Span Length 6.5 ft
Unbraced Length-Top 0 ft 111111111
Unbraced Length-Bottom 6.5 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 1000 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 14 plf
#2-Douglas-Fir-Larch Total Uniform Load 1014 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.1-to Grain: Fc- L= 625 psi Fc- = 625 psi
Controlling Moment: 5354 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: 3295 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: 73.42 in3 121.23 in3
Area(Shear): 29.07 in2 63.25 in2
Moment of Inertia(deflection): 142.57 in4 697.07 in4
Moment: 5354 ft-lb 8840 ft-lb
Shear: 3295 lb 7168 lb
'Project:JT Roth Medallion lot 18 page
Mark Stewart
Location:M-11 . !J Mark Stewart Home Design
Multi-Loaded Multi-Span Beam ,-, 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
5.125 IN x 12.0 IN x 12.0 FT
24F-V4-Visually Graded Western Species Dry Use StruCalc Version 8.0.113.0 4/23/2015 10:53:10 AM
Section Adequate By:29.6% LOADING DIAGRAM
Controlling Factor:Deflection
DEFLECTIONS Center
Live Load 0.31 IN L/467
Dead Load 0.00 in
Total Load 0.31 IN L/460
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 1
2
REACTIONS A B
Live Load 6032 lb 6030 lb
i;
Dead Load 80 lb 80 lb
Total Load 6112 lb 6110 lb rRi ' rR2; $
Bearing Length 1.83 in 1.83 in
BEAM DATA Center
Span Length 12 ftilliiiii
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 12 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 0 plf •
Camber Adj.Factor 0 Uniform Dead Load 0 plf
Camber Required 0 Beam Self Weight 13 plf
Notch Depth 0.00 Total Uniform Load 13 plf
MATERIAL PROPERTIES POINT LOADS-CENTER SPAN
24F-V4-Visually Graded Western Species Load Number One Two
Base Values Adjusted
-
Bending Stress: Fb= 2400 psi Controlled by: Live Load 2781 lb 2781 lb
Fb_cm r= 1850 Dead Load 0 lb 0 lb
p psi Fb'= 2400 psi Location 3 ft 8.5 ft
Cd=1.00
ShearStress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN
Cd=1.00 Load Number One Two
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 1000 plf 1000 plf
Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf 0 plf
Comp.•-t-to Grain: Fc-1= 650 psi Fc-1'= 650 psi Right Live Load 1000 plf 1000 plf
Right Dead Load 0 plf 0 plf
Controlling Moment: 15155 ft-lb Load Start 0 ft 8.5 ft
8.4 Ft from left support of span 2(Center Span) Load End 3 ft 12 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 3 ft 3.5 ft
Controlling Shear: 6112 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: 75.78 in3 123 in3
Area(Shear): 34.6 in2 61.5 in2
Moment of Inertia(deflection): 569.47 in4 738 in4
Moment: 15155 ft-lb 24600 ft-lb
Shear: 6112 lb 10865 lb
Project:JT Roth Medallion lot 18 page
Mark Stewart
Location:U-1 10 Mark Stewart Home Design
Multi-Loaded Multi-Span Beam ; ' 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
5.125 IN x 12.0IN x 10.5 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 4/23/2015 10:53:09 AM
Section Adequate By:70.0% LOADING DIAGRAM
Controlling Factor:Deflection
DEFLECTIONS Center
Live Load 0.21 IN L/612
Dead Load 0.00 in
Total Load 0.21 IN L/604
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B •
Live Load 5250 lb 5250 lb
Dead Load 70 lb 70 lb
Total Load 5320 lb 5320 lb ,
Bearing Length 1.60 in 1.60 in
BEAM DATA Center -- — 10.5 ft -- — —_
Span Length 10.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 10.5 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 1000 plf
Camber Adj.Factor 1.5 Uniform Dead Load 0 plf
Camber Required 0 Beam Self Weight 13 plf
Notch Depth 0.00 Total Uniform Load 1013 plf
MATERIAL PROPERTIES
24F-V4-Visually Graded Western Species
Base Values Adjusted
Bending Stress: Fb= 2400 psi Controlled by:
Fb cmpr= 1850 psi Fb'= 2400 psi
Cd=1.00
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-1 = 650 psi Fc-1'= 650 psi
Controlling Moment: 13965 ft-lb
5.25 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -5320 lb
10.0 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: 69.82 in3 123 in3
Area(Shear): 30.11 in2 61.5 in2
Moment of Inertia(deflection): 434.04 in4 738 in4
Moment: 13965 ft-lb 24600 ft-lb
Shear: -5320 lb 10865 lb
•
1
project:JT Roth Medallion lot 18 page
Mark Stewart
Location:U-2 Mark Stewart Home Design
Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
5.5 IN x 9.5IN x 5.5 FT
#2=Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 4/23/2015 10:53:09 AM
Section Adequate By:57.7% LOADING DIAGRAM
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.04 IN L/1638
Dead Load 0.00 in
Total Load 0.04 IN L/1620
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 2750 lb 2750 lb
Dead Load 31 Ib 31 Ib
Total Load 2781 lb 2781 lb ex y•
Bearing Length 0.81 in 0.81 in
BEAM DATA Center
Span Length 5.5 ft
Unbraced Length-Top 0 ft 1111111
Unbraced Length-Bottom 5.5 ft UNIFORM LOADS Cen er
Live Load Duration Factor 1.00 Uniform Live Load 1000 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 11 plf
#2-Douglas-Fir-Larch Total Uniform Load 1011 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: 3824 ft-lb
2.75 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -2781 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: 52.44 in3 82.73 in3
Area(Shear): 24.54 in2 52.25 in2
Moment of Inertia(deflection): 86.37 in4 392.96 in4
Moment: 3824 ft-lb 6032 ft-lb
Shear: -2781 lb 5922 lb
Project:JT Roth Medallion lot 18 page
Mark Stewart
Location:U-3 ';� Mark Stewart Home Design
Multi-Loaded Multi-Span Beam 1 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
5.5 IN x 9.5 IN x 10.5 FT
#2 Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 4/23/2015 10:53:09 AM
Section Adequate By:40.6% LOADING DIAGRAM
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.16 IN L/785
Dead Load 0.01 in
Total Load 0.17 IN L/756
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 1575 lb 1575 lb
Dead Load 59 lb 59 Ib
Total Load 1634 lb 1634 lb • '" •
Bearing Length 0.48 in 0.48 in ----...
BEAM DATA Center 10.5 ft
Span Length 10.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 10.5 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 300 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 11 plf
#2-Douglas-Fir-Larch Total Uniform Load 311 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: Emin= 470 ksi E_min'= 470 ksi
Comp. L to Grain: Fc- L= 625 psi Fc---'= 625 psi
Controlling Moment: 4290 ft-lb
5.25 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 1634 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: 58.84 in3 82.73 in3
Area(Shear): 14.42 in2 52.25 in2
Moment of Inertia(deflection): 180.29 in4 392.96 in4
Moment: 4290 ft-lb 6032 ft-lb
Shear: 1634 lb 5922 lb