Report (9) ,
til. 5 %)-viS -- y
Project:JT ROTH MEDALLION LOT 3 (10-7 Z S1,1 C r
Location:u-1 Mark Stewart Page
Location:
Multi-Span Beam '.1? 2" Mark Stewart Home Design
Multi-[2009 International Building Code(2005 NDS)) ! 22582herw SW MainRSt 0
3.5 INx9.25INx3.5FT k, .. of
Sherwood,OR 97140
#2-Douglas-Fir-Larch-Dry Use
Section Adequate By:337.9% StruCalc Version 8.0.113.0 3/6/2015 2:08:32 PM
Controlling Factor:Shear LOADING DIAG_R__AM
D FLECTIONS Center
Live Load 0.00 IN L/9190
Dead Load 0.00 in
Total Load 0.00 IN L/9063
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 875 lb 875 lb
Dead Load 12 lb 12 lb
Total Load 887 lb 887 lb
Bearing Len.th 0.41 in 0.41 iniwiril! "
BEAM DATA Center ,
Span Length 3.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 3.5 ft
Live Load Duration Factor 1.00 UNIFORM LOADS
Notch Depth --� nter
0.00 Uniform Live Load 500 plf
MATERIA PROPERTIES Uniform Dead Load 0 plf
#2-Douglas-Fir-Larch Beam Self Weight 7 plf
Total Uniform Load 507 plf
Base Values Adjusted
Bending Stress: Fb= 900 psi Fb'= 1080
Cd=1.00 CF=1.20 psi
Shear Stress: Fv=
180 psi Fv'= 180 psi
Cd=1.00
Modulus of Elasticity: E= 1600 ksi E'=
Min.Mod.of Elasticity: 1600 ksi RECEIVED
Y E_min= 580 ksi E min'= 580 ksi
Comp. L to Grain: Fc-._L= —
625 psi Fc- '= 625 psi c�
Controlling Moment: 776 ft-lb APR 2 2 2015
1.75 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2 CILD OF DI iSiO
Controlling Shear: 887 lb BUILDING DVISION
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: &gld Pr vi
Section Modulus:
Area(Shear): 8.63 in3 49.91 in3
Moment of Inertia(deflection): 7.39 in2 32.38 int
9.04 in4 230.84 in4
Moment: 776 ft-lb 4492 ft-lb
Shear:
887 lb 3885 lb
Project:JT ROTH MEDALLION LOT 3
Location:u-2 Mark Stewart page
Multi-Loaded Multi-Span Beam '/1, 6„ Mark Stewart Home Design
�
[2009 International Building Code(2005 NDS)] 22582 SW Main St #309
5.125 IN x 12.0 IN x 12.0 FTSherwood,OR 97140f
24F-V4-Visually Graded Western Species-Dry Use
Section Adequate By:49.6%
Controlling Factor:Moment StruCalc Version 8.0.113.0
LOADING DIAGRAM 3/6/2015 2:08:32 PM
DEFLECTI NS Center
Live Load 0.18 IN L/820
Dead Load 0.15 in
Total Load 0.32 IN L/449
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTMN� A B
Live Load 3000 lb 3000 lb
Dead Load 2480 lb 2480 lb
Total Load 5480 lb 5480 lb
Bearing Length 1.65 in 1.65 in w
BEA M DATA Center
Span Length 12 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 12 ft
Live Load Duration Factor 1.00 A1NIFORM i neDS
Camber Adj.Factor 1 nt r
Uniform Live Load 500 plf
Uniform Dead Load 400 plf
Camber Required 0.15
Beam Self Weight 13 plf
Notch Depth 0.00
MATERIAL PROPERTIE Total Uniform Load 913 plf
24F-V4-Visually Graded Western Species
Bending Stress: Bad Val ga Alius it
Fb= 2400 psi Controlled by:
Fb cmpr= 1850 psi Fb'= 2400 psi
Cd=1.00
Shear Stress: Fv= 265 psi Fv'=
C265 psi
d=1.00
Modulus of Elasticity: E_
Min.Mod.of Elasticity: E min= 1800 ksi E'= 1800 ksi
Com L 930 ksi E min'= 930 ksi
p. to Grain: Fc- L= —
650 psi Fc--I-'= 650 psi
Controlling Moment: 16440 ft-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
Controlling Shear: 5480 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Section
Comparisons with required sections: Read Provided
Modulus:
Area(Shear): 82.2 in3 123 in3
Moment of Inertia(deflection): 31.02 in2 61.5 in2
394.5 in4 738 in4
Moment:
Shear: 16440 ft-lb 24600 ft-lb
5480 lb 10865 lb
Project:JT ROTH MEDALLION LOT 3
Location:x-1 Mark Stewart page
Multi-Loaded Multi-Span Beam 1i 4. 0,, , Mark Stewart Home Design
[2009 International Building Code(2005 NDS)] ` 22582 SW Main St #309
5.5 IN x 11.5 IN x 8.5 FT Sherwood,OR 97140 of
#2-Douglas-Fir-Larch-Dry Use
StruCalc Version 8.0.113.0
Section Adequate By:136.6%
Controlling Factor:Moment LOADING DIAGRAM 3/6/2015 2:08:32 PM
DEFLECTIONS Center
Live Load 0.05 IN L/1968
Dead Load 0.00 in
Total Load 0.05 IN L/1903
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REA TIONS A B
Live Load 1700 lb 1700 lb
Dead Load 58 lb 58 lb
Total Load 1758 lb 1758 lb
Bearing Length 0.51 in 0.51 in "
_ _
iiiiiiiii,- ;6-1a1,14:7-v-r.
BEAM DATA
Center
Span Length 8.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 8.5 ft
Live Load Duration Factor 1.00 UNIFORM LOADc
Notch Depth enter
0.00 Uniform Live Load 400 plf
MATERIAL PRO_ PERTIES Uniform Dead Load 0 plf
#2-Douglas-Fir-Larch Beam Self Weight 14 plf
Total Uniform Load 414 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
Cd=1.00 psi
Modulus of Elasticity: E=
Min.Mod.of Elasticity: 1300 ksi E'= 1300 ksi
Y E_min= 470 ksi E min'= 470 ksi
Comp. L to Grain: Fc-1= E_
min'
psi Fc-1'= 625 psi
Controlling Moment: 3736 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: 1758 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 Provi
Section Modulus: —�—
d
Area(Shear): 51.24 in3 121.23 in3
Moment of Inertia(deflection): 15.51 in2 63.25 in2
127.53 in4 697.07 in4
Moment: 3736 ft-lb
Shear: 8840 ft-lb
1758 lb 7168 lb
Project:JT ROTH MEDALLION LOT 3
Location:m-12 Mark Stewart Lii
Multi-Loaded Multi-Span Beam 'r Mark Stewart Home Design
:,,ei::..4., ,,:.1,,*.. _ II:
[2009 International Building Code(2005 NDS)] �' � ' ' 22582 SW Main St #309
3.5 IN x 9.25 IN x 9.5 FT Sherwood,OR 97140
#2-Douglas-Fir-Larch-Dry Use
Section Adequate By:54D StruCalc Version 8.0.113.0
Controlling Factor:Moment LOADING DIer.Re�n 3/6/2015 2:08:32 PM
DEFLECTIONS Center
, iii
Live Load 0.12 IN L/919
Dead Load 0.00 in
Total Load 0.13 IN L/894
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REA CTlONS A g
Live Load 1188 Ib 1188 Ib
Dead Load 33 Ib 33 Ib
Total Load 1221 Ib 1221 Ib
Bearing Length 0.56 in 0.56 in "
BEAM DATA
Center .-.:�
Span Length 9.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 9.5 ft
Live Load Duration Factor 1.00 UNIFORM LOAD
Notch Depth Center
0.00 Uniform Live Load 250 plf
MATERIAL PROPERTIES Uniform Dead Load 0 plf
#2-Douglas-Fir-Larch Beam Self Weight 7 plf
Total Uniform Load 257 plf
Base Values Adjusted
Bending Stress: Fb=
900 psi Fb'= 1080 psi
Cd=1.00 CF=>.20
Shear Stress: Fv= 180 psi Fv'= 180
Cd=1.00 psi
Modulus of Elasticity: E= 1600 ksi E'_
Min.Mod.of Elasticit : 1600 ksi
Y E_min= 580 ksi E min'= 580 ksi
Comp. L to Grain: Fc-1= —
_ 625 psi Fc-1'= 625 psi
Controlling Moment: 2899 ft-Ib
4.75 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -1221 Ib
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: Read Provi
Section Modulus:
Area(Shear): 32.22 in3 49.91 in3
Moment of Inertia(deflection : 10.17 int 32.38 int
90.41 in4 230.84 in4
Moment: 2899 ft-Ib 4492 ft-Ib
Shear: -1221 ib
3885 Ib
Project:JT ROTH MEDALLION LOT 3
ocation:m-4 Mark Stewart
Multi-Loaded Multi-Span Beam '� �„ ^, Mark Stewart Home Design page
[2009 International Building Code(2005 NDS)] 22582 SW Main St #309
6.75 IN x 15.0 IN x 13.0 FT Sherwood,OR 97140 of
24F-V4-Visually Graded Western Species-Dry Use
Section Adequate By:72.7% StruCalc Version 8.0.113.0 3/6/2015 2:08:32 PM
Controlling Factor:Deflection LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.25 IN U622
Dead Load 0.00 in
Total Load 0.26 IN U612
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 2
REACTIONS A B
Live Load 6338 lb 9162 lb
Dead Load 143 lb 143 lb TR1
Total Load 6481 lb 9304 lb
Bearing Length 1.48 in 2.12 in w
--- - _
BEAM DATA Center
Span Length 13 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 13 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center
Camber Adj.Factor 1 Uniform Live Load 400 plf
Uniform Dead Load 0 plf
Camber Required 0
Notch Depth 0.00 Beam Self Weight 22 plf
MATERIAL PROPERTIES Total Uniform Load 422 plf
24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN
Base Values Adjusted Load Number One Two
Bending Stress: Fb= 2400Live Load 1600 lb 6000 lb
psi Controlled by: Dead Load 0 lb 0 lb
Fb_cmpr= 1850 psi Fb'= psi
Cd=1.00 Cv=1.00 Location 4 ft 10 ft
Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN
Cd=1.00 Load Number One
Modulus of Elasticity: E= 1800 ksi E'=
Min.Mod.of Elasticity: E min= 1800 ksi Left Live Load 450 plf
Comp.1 — 930 ksi E_min'= 930 ksi Left Dead Load 0 plf
to Grain: Fc--L= 650 psi Fc-1'= 650 psi Right Live Load 450 plf
Controlling Moment: 28396 ft Ib Right Dead Load 0 plf
Load Start
7.67 Ft from left support of span 2(Center Span) End4 ft
ft
Created by combining all dead loads and live loads on span(s)2 Load Length 10 6 ft
Controlling Shear: -9304 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: Recd Provided
Section Modulus:
Area(Shear): 142.25 in3 253.13 in3
Moment of Inertia(deflection): 52.6711in2 198.4425 in2
d
( ) 1099.11 in4 1898.44 in4
Moment: 28396 ft-lb 50529 ft-lb
Shear: -9304 lb 17888 lb
Project:JT ROTH MEDALLION LOT 3
page
Location:m-5 • Mark Stewart /
Multi-Loaded Multi-Span Beam ysy `1 Mark Stewart Home Design
[2009 International Building Code(2005 NDS)] * 22582 SW Main St #309 of
6.75 IN x 15.0 IN x 15.5 FT Sherwood,OR 97140
24F-V4-Visually Graded Western Species-Dry Use
Section Adequate By:21.8% StruCalc Version 8.0.113.0 3/6/2015 2:08:32 PM
Controlling Factor:Deflection LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.42 IN L/439
Dead Load 0.01 in
Total Load 0.43 IN L/430
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 4986 lb 9214 lb
Dead Load 170 lb 170 lb TRI
Total Load 5156 lb 9384 lb w
Bearing Length 1.18 in 2.14 in
BEAM DATA Center
Span Length 15.5 ft
Unbraced Length-Top 0 ft iilli
Unbraced Length-Bottom 15.5 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center
Camber Adj.Factor 1 Uniform Live Load 100 plf
Camber Required 0.01 Uniform Dead Load 0 plf
Notch Depth 0.00 Beam Self Weight 22 plf
Total Uniform Load 122 plf
MATERIAL PROPERTIES
24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN
Base Values Adjusted Load Number One
Bending Stress: Fb= 2400 psi Controlled by: Live Load 6000 lb
Fb_cmpr= 1850 psi Fb'= 2354 psi Dead Load 0 lb
Cd=1.00 Cv=0.98 Location 8.5 ft
Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN
Cd=1.00 Load Number One
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 950 plf
Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf
Comp.1 to Grain: Fc--L= 650 psi Fc-1'= 650 psi Right Live Load 950 plf
Right Dead Load 0 plf
Controlling Moment: 39377 ft-lb Load Start 8.5 ft
8.53 Ft from left support of span 2(Center Span) Load End 15.5 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 7 ft
Controlling Shear: -9384 lb
16.0 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: 200.76 in3 253.13 in3
Area(Shear): 53.12 in2 101.25 in2
Moment of Inertia(deflection): 1558.39 in4 1898.44 in4
Moment: 39377 ft-lb 49648 ft-lb
Shear: -9384 lb 17888 lb
Project:JT ROTH MEDALLION LOT 3
Location:m-3 page
Multi-Loaded Multi-Span Beam , Mark Stewart
[2009 International Building Code(2005 NDS)] w( Mark Stewart Home Design
22582 SW Main St #309
5.25 IN x 11.875 IN x 11.5 FT of
2.0 Rigidlam LVL-Roseburg Forest Products Sherwood,OR 97140
Section Adequate By:55.0%
Controlling Factor:Deflection StruCalc Version 8.0.113.0
LOADIN DIAGRAM 3/6/2015 2:08:32 PM
DEELE_ CTION8 Center
Live Load 0.25 IN L/558
Dead Load 0.00 in
Total Load 0.25 IN L/549
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 5666 lb 4184 lb
Dead Load 90 lb 90 lb rR1
Total Load 5756 lb 4273 lb
Bearing Length 1.46 in 1.09 in w
BEAM DATA CenterHiiiiiiiii°::&-Ts*.:Al-A.,Iii4Wril ----
Span Length 11.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 11.5 ft
Live Load Duration Factor 1.00
Notch Depth UNIFORM Wept nter
0.00 Uniform Live Load 500 plf
MATERIAL PROPERTIE Uniform Dead Load 0 plf
2.0 Rigidlam LVL-Roseburg Forest Products Beam Self Weight 16 plf
Bas�ValueS Total Uniform Load 516 plf
Bending Stress: Ad'usted
Fb= 2900 psi Fb'= 2904 psi _Lod N LOADS C�FNTCD cnw��
DiLe
Cd=1.00 CF=1.00 Load Number
Shear Stress: Fv= Live Load 1600 Ib
285 psi Fv'= 285 psi
Cd=1.00 Dead Load 0 lb
Modulus of Elasticity: E=
Com 2000 ksi E'= 2000 ksi Location 5.5 ft
p. to Grain: Fc- =
750 psi Fc-1'= 750 psi TRAPEZOIDAL LOADS CENTF
Load NumberR PANS
Controlling Moment: 16335 ft-lb
One
5.52 Ft from left support of span 2(Center Span) Left Live Load 500 plf
ead
Created by combining all dead loads and live loads on span(s)2 Rig t Lie Load 0 plf
Controlling Shear: 5756 lb Right Lve Load 500 plf
Alleft support of span 2(Center Span) Right Dead Load 0 plf
Created by combining all dead loads and live loads on s an s 2 Load Start 0 ft
p Load End 5 ft
Comparisons with required sections: Re d�- Load Length 5 ft
Section Modulus: — Provided
Area(Shear): 67.5 in3 123.39 in3
Moment of Inertia(deflection): 30.29 in2 62.34 in2
Moment: ) 472.6 in4 732.62 in4
Shear: 16335 ft-lb 29858 ft-lb
5756 lb 11845 lb
Project:JT ROTH MEDALLION LOT 3
Location:m-11page
Mark Stewart
Multi-Loaded Multi-Span Beam li ( Mark Stewart Home Design
[2-009 International Building Code(2005 NDS)] 22582 SW Main St #309
5.5 IN x 11.5 IN x 16.5 FT Sherwood,OR 97140 °f
#2-Douglas-Fir-Larch-Dry Use
Section Adequate By:21.5% StruCalc Version 8.0.113.0 3/6/2015 2:08:32 PM
Controlling Factor:Moment LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.37 IN L/538
Dead Load 0.03 in
Total Load 0.39 IN L/504
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 1650 lb 1650 lb
Dead Load 113 lb 113 lb
Total Load 1763 lb 1763 lb
Bearing Length 0.51 in 0.51 in
BEAM DATA Center
Span Length 16.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 16.5 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Cenlf
Uniform Live Load 200 plf
Notch Depth 0.00
MATERIAL PROPERTIE Uniform Dead Load 0 plf
#2-Douglas-Fir-Larch Beam Self Weight 14 plf
Total Uniform Load 214 plf
Base Values Adjusted
Bending Stress: Fb= 875 psi Fb'= 875
Cd=1.00 CF=1.00 psi
Shear Stress: Fv= 170 psi Fv'= 170si
Cd=1.00 p
Modulus of Elasticity: E= 1300 ksi E'=
Min.Mod.of Elasticity: 1300 ksi
Y E_min= 470 ksi E_min'= 470 ksi
Comp.J-to Grain: Fc- L=
625 psi Fc-1'= 625 psi
Controlling Moment: 7273 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: -1763 lb
16.0 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:
Area(Shear): 99.74 in3 121.23 in3
Moment of Inertia(deflection): 15.56 in2 63.25 in2
d
( ) 466.42 in4 697.07 in4
Moment: 7273 ft-lb 8840 ft-lb
Shear: -1763 lb 7168 lb
Project:JT ROTH MEDALLION LOT 3
Location:m-7 Mark Stewart Page
Multi-Loaded Multi-Span Beam '1 w .1 i, Mark Stewart Home Design
f2009 International Building Code(2005 NDS)] 22582 SW Main St #309
3.5 INx9.25INx3.0FT "'
Sherwood,OR 97140 of
#2-Douglas-Fir-Larch-Dry Use
8.0.113.0
Section Adequate By:410.8%
StruCalc Version 3/6/2015 2:08:33 PM
Controlling Factor:Shear
LOADING DIA RAM
DEFLESTIONS Center
Live Load 0.00 IN UMAX
Dead Load 0.00 in
Total Load 0.00 IN L/MAX
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240
REACTIONS A B
Live Load 750 lb 750 lb
Dead Load 11 lb 11 lb
Total Load 761 lb 761 lb
Bearing Length 0.35 in 0.35 in w
BEA MDATA Center ---
Span Length 3 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 3 ft
Live Load Duration Factor 1.00
Notch Depth U Uniform Live Load Cen er
0.00 Load 500 plf
MATERIAL PROPERTIES Uniform Dead Load 0 plf
#2-Douglas-Fir-Larch Beam Self Weight 7 plf
Baste Total Uniform Load 507 plf
Bending Stress: Adjusted
Fb= 900 psi Fb'= 1080
Cd=1.00 CF=1.20 Psi
Shear Stress: Fv= 180 psi Fv'_
Cd=1.00 180 psi
Modulus of Elasticity: E_
Min.Mod.of Elasticit 1600 ksi E'= 11561080880000
600 ksi
Com o y Ein= 580 ksi Ein'= 580 ksi
p. to Grain: Fc- L= 625 psi Fc- L _
625 psi
Controlling Moment: 570 ft-lb
1.5 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 761 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 u
Area(ShearMod):lus: 6.34 in3 49.91 in3
Moment of Inertia(deflection): 6.34 in2 32.38 in2
Moment: ) 5.69 in4 230.84 in4
Mome
: 570 ft-lb 4492 ft-lb
761 lb 3885 lb
Project:JT ROTH MEDALLION LOT 3 page
Location:m-7A Mark Stewart /
Multi-Loaded Multi-Span BeamHome Design
[2009 International Building Code(2005 NDS)] , I Mark Stewart 22582 SW Main St #309 or
3.5 IN x 11.25 IN x 4.0 FT Sherwood,OR 97140
#2-Douglas-Fir-Larch-Dry Use
Section Adequate By:364.6% St OADI Version 8.0.113.0 3/6/2015 2:08:33 PM
Controlling Factor:Shear LOADING DIAGRAM
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
REACTIONS A B
Live Load 1000 lb 1000 lb
Dead Load 17 lb 17 lb
Total Load 1017 lb 1017 lb
Bearing Length 0.46 in 0.46 inII
��
BEAM DATA Center
Span Length 4 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 4 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center
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.1 to Grain: Fc-l= 625 psi Fc-1-'= 625 psi
Controlling Moment: 1017 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: -1017 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: 12.33 in3 73.83 in3
Area(Shear): 8.48 in2 39.38 in2
Moment of Inertia(deflection): 13.5 in4 415.28 in4
Moment: 1017 ft-lb 6091 ft-lb
Shear: -1017 lb 4725 lb
Project:JT ROTH MEDALLION LOT 3
Location:M-13 Mark Stewart Lag:
Multi-Loaded Multi-Span Beam r Mark Stewart Home Design
[2.009 International Building Code(2005 NDS)] 22582 SW Main St #309
5.25 IN x 11.25 IN x 11.5 FT Sherwood,OR 97140
2.0 Rigidlam LVL-Roseburg Forest Products
Section Adequate By:66.0%
Controlling Factor:Deflection StruCalc Version 8.0.113.0
L ADING DIAGRAM 3/6/2015 2:08:33 PM
DEFLECTIONS Center
Live Load 0.23 IN L/597
Dead Load 0.00 in
Total Load 0.24 IN U586
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 3456 lb 3844 lb
Dead Load 85 lb 85 lb TR2
Total Load TR1
3541 lb 3929 lb
Bearing Length 0.90 in 1.00 in
BEAM DATA Center
Span Length 11.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 11.5 ft
Live Load Duration Factor 1.00 UNIFORM LOADS
Notch Depth � Center
0.00 Uniform Live Load 100 plf
MATERIAL PROPERTIES Uniform Dead Load 0 plf
2.0 Rigidlam LVL-Roseburg Forest Products Beam Self Weight 15 plf
Base Values Total Uniform Load 115 plf
Bending Stress: Ad'usted
= 2900 psi Fb'= 2923 POINT LOADS CENTER SPAN
Fb
Djie
Cd=1.00 CF=1.01 psi Load Number
Shear Stress:
Fv= 285 psi Fv'= Live Load 1600 lb
Cd=1.00 285 psi Dead Load 0 lb
Modulus of Elasticity: E= Location
Com L 2000 ksi E'= 2000 ksi 4 ft
p. to Grain: Fc--L= 750 psi Fc--L'= 750
psi TRAPEZ
12555 ft-lb
OIDAL LOADS CENTER SPAN
Controlling Moment: Load Number One Two
Left Live Load
5.06 Ft from left support of span 2(Center Span) 0 plf 500 plf
Left Dead Load 0
Created by combining all dead loads and live loads on span(s)2 Right Live Load 400 plf 0 plf
Controlling Shear: -3929 lb plf500 plf
12.0 Ft from left support of span 2(Center Span) Right Dead Load 0 plf 0 plf
Created by combining all dead loads and live loads on span(s)2 Load End 4 Load Start 0
ft 4 ft
4 ft 11.5 ft
Comparisons with required sections: Load Length 4 ft 7.5 ft
Section Modulus: Rea' Provided
Area(Shear): 51.53 in3 110.74 in3
Moment of Inertia(deflection): 20.68 in2 59.06 in2
Moment:
375.34 in4 622.92 in4
Shear: 12555 ft-lb 26979 ft-lb
-3929 lb 11222 lb
Project:JT ROTH MEDALLION LOT 3
Location:X-2 Mark Stewart Page
Multi-Loaded Multi-Span Beam '';i I,,, ,)' 1 Mark Stewart Home Design
[2009 International Building Code(2005 NDS))
22582 SW Main St #309
3.5 IN x 11.25 IN x 9.0 FT Sherwood,OR 97140 or
2.0 Rigidlam LVL-Roseburg Forest Products
Section Adequate By:51.0%
StruCalc Version 8.0.113.0 3/6/2015 2:08:33 PM
Controlling Factor:Shear LOADING DIAGRAM
DEFLNS Center
Live Load 0.14 IN L/747
Dead Load 0.00 in
Total Load 0.15 IN L/738
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 4911 lb 2689 lb
Dead Load 44 lb 44 lb rai
Total Load 4955 lb 2733 lb
Bearing Length 1.89 in 1.04 in w
iiiiiii:Ezilim ,, cicrir ,**1.4--- -----7--,-7Z.T.7,77-7"--7
BEAM DATA Center
Span Length g ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 9 ft
Live Load Duration Factor 1.00 ORM i Wane
Notch DepthCenter
0.00 Uniform Live Load 400 plf
MATERIAL PROPERTIES Uniform Dead Load 0 plf
2.0 Rigidlam LVL-Roseburg Forest Products Beam Self Weight 10 plf
Base Values Total Uniform Load 410 plf
Bending Stress: Adjusted
Fb= 2900 psi Fb'= 2923 psi TRAPZOIDAI LOADS CENTER PAN
Cd=1.00 CF=1.01 Load Number
Left Live Load 1000 plf
Shear Stress: Fv=
285 psi Fv'= 285 psi
Cd=1.00 Left Dead Load 0 plf
Modulus of Elasticity: E= Right Live Load 1000 plf
Comp.1 2000 ksi E'= 2000 ksi
plf
to Grain: Fc-1= 750 psi Fc-1'= 750 psi Right Dead Load 0
Load Start 0 ft
ft
Controlling Moment: 8709 ft-lb Load End
3.51 Ft from left support4 ft
of span 2(Center Span) Load Length 4 ft
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 4955 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:
Section Modulus: "lead 73 vided
Area(Shear): 35.75 in3 73.83 in3
Moment of Inertia(deflection): 26.08 in2 39.38 in2
Moment:
200.21 in4 415.28 in4
Shear: 8709 ft-lb 17986 ft-lb
4955 lb 7481 lb
Project:JT ROTH MEDALLION LOT 3
Location:M-6 Mark Stewart Li
e
Multi-Loaded Multi-Span Beam .'yt .' 1 Mark Stewart Home Design
[2009 International Building Code(2005 NDS)] + 22582 SW Main St #3093.5 INx11.25INx7.5FT f
#2-Douglas-Fir-Larch-D Sherwood,OR 97140
Section Adequate By:57.9%Use
Controlling Factor:Moment StruCalc Version 8.0.113.0
LOADING DIAGRAM 3/6/2015 2:08:33 PM
DEFLE_ CTIONS Center
Live Load 0.06 IN L/1556
Dead Load 0.00 in
Total Load 0.06 IN L/1532
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTI NS A B
Live Load 2025 lb 2025 lb
Dead Load 32 lb 32 lb
Total Load 2057 lb 2057 lb
Bearing Length 0.94 in 0.94 in w
BEAD Center "�
Span Length 7.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 7.5 ft
Live Load Duration Factor 1.00 �1NIFORM LOAns
Cen r
Uniform Live Load 540 plf
Notch Depth 0.00
MATERIAL PROPERTIES Uniform Dead Load 0 plf
#2-Douglas-Fir-Larch Beam Self Weight 9 plf
Baste Total Uniform Load 549 plf
Bending Stress: Adjusted
Fb= 900 psi Fb'_
Cd=1.00 CF=1.10 990 psi
Shear Stress: Fv=
180 psi Fv'= 180 psi
Cd=1.00
Modulus of Elasticity: E_
Min.Mod.of Elasticity: E min= 1580 ksi E'= 1600 ksi
— 580 ksi E min'= 580 ksi
Comp. to Grain: Fc-1= —
Com
625 psi Fc--L'= 625 psi
Controlling Moment: 3857 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: 2057 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 Pr vi d
Section Modulus:
Area(Shear): 46.75 in3 73.83 in3
Moment of Inertia(deflection): 17.14 in2 39.38 in2
Moment: ) 96.09 in4 415.28 in4
Shear: 3857 ft-lb 6091 ft-lb
2057 lb 4725 lb
Project:JT ROTH MEDALLION LOT 3
Location:M-10 Mark Stewart page
Multi-Loaded Multi-Span Beam o f^"w, ,; ( Mark Stewart Home Design /
[ 009 International Building Code(2005 NDS)] + 22582 SW Main St #309
23.5 INx11.25INx7.5FT of
Sherwood,OR 97140
#2-Douglas-Fir-Larch-Dry Use
StruCalc Version 8.0.113.0
Section Adequate By:111.3%
Controlling Factor:Moment LOADIN DIAGRAM 3/6/2015 2:08:33 PM
DEFLECTIONS Center
Live Load 0.04 IN L/2115
Dead Load 0.00 in
Total Load 0.04 IN L/2070
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 '
REACTIONS A B
Live Load 1518 lb 1212 lb
Dead Load 32 lb 32 lb TR1
Total Load 1550 lb 1244 lb
Bearing Length 0.71 in 0.57 in "
iiiiiimilWif---"I' ,ff. eillii'--E--",ribm.751:4-147.7;r17- 1,71-itzzizil*Ft;*
BEAM DATA Center
Span Length 7.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 7.5 ft
Live Load Duration Factor 1.00 UNIFORM nenc
Notch Depth enter
0.00 Uniform Live Load 150 plf
MATERIAL PR PERTIES Uniform Dead Load 0 plf
#2-Douglas-Fir-Larch Beam Self Weight 9 plf
Total Uniform Load 159 plf
Base Values Adjusted
Bending Stress: Fb= 900 psi Fb'= 990 POINT LOADS-C NTER SPAN
Cd=1.00 CF=1.10 psi Load Number One
Shear Stress: Fv= 180 psi Fv'= 180 Live Load 1000 lb
Cd=1.00 psi Dead Load 0 lb
Modulus of Elity: E= 1600 ksi E'= Location 2 ft
Elastic
Min.Mod.ofElasticity:astic1600 ksi
E_min= 580 ksi E_min'= 580 ksi TRAPEZOIDAL LOAD CENTER coed
Comp. L to Grain: Fc--L= 625 psi Fc--I-'= 625
psi Load Number One
Controlling Moment: 2883 ft-lb Left Live Load 110 plf
Right
e Load 0 plf
2.85 Ft from left support of span 2(Center Span) Right Live Load 110 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 0 plf
Controlling Shear: 1550 lb
At left support of span 2(Center Span) Load Start 2 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 5th 5.5 ft
.5 ft
Comparisons with required sections: Read Provided
Section Modulus:
Area(Shear): 34.95 in3 73.83 in3
Moment of Inertia(deflection): 12.91 in2 39.38 in2
70.69 in4 415.28 in4
Moment: 2883 ft-lb 6091 ft-lb
Shear: 1550 lb
4725 lb
Project:JT ROTH MEDALLION LOT 3
;t .
page
Location:M-9 ,�' Mark Stewart /
Multi-Loaded Multi-Span Beam Home Design
[2009 International Building Code(2005 NDS)] b ,= ' Mark Stewart22582 SW Main St #309 of
3.5 IN x 11.25 IN x 7.5 FT Sherwood,OR 97140
#2-Douglas-Fir-Larch-Dry Use
Section Adequate By:138.4% StruCalc Version 8.0.113.0 3/6/2015 2:08:33 PM
Controlling Factor:Moment LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.04 IN L/2419
Dead Load 0.00 in
Total Load 0.04 IN L/2361
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 1330 lb 1025 lb
Dead Load 32 lb 32 lb rR1
Total Load 1362 lb 1057 lb w
Bearing Length 0.62 in 0.48 in
BEAM DATA Center
11111111
Span Length 7.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 7.5 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center
Uniform Live Load 100 plf
Notch Depth 0.00
MATERIAL PROPERTIES Uniform Dead Load 0 plf
Beam Self Weight 9 plf
#2-Douglas-Fir-Larch Total Uniform Load 109 plf
Base Values Adjusted
Bending Stress: Fb= 900 psi Fb'= 990 POINT LOADS-CENTER SPAN
psi Load Number One
Cd=1.00 CF=1.10
Shear Stress: Fv= 180 psi Fv'= 180 Live Load 1000 lb
psi Dead Load 0 lb
Cd=1.00
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Location 2 ft
Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp.-L to Grain: Fc-l= 625 psi Fc--i-'= 625 psi Load Number One
Left Live Load 110 plf
Controlling Moment: 2555 ft-lb Left Dead Load 0 plf
2.7 Ft from left support of span 2(Center Span) Right Live Load 110 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 0 plf
Controlling Shear: 1362 lb Load Start 2 ft
At left support of span 2(Center Span) Load End 7.5 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 5.5 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 30.97 in3 73.83 in3
Area(Shear): 11.35 in2 39.38 in2
Moment of Inertia(deflection): 61.81 in4 415.28 in4
Moment: 2555 ft-lb 6091 ft-lb
Shear: 1362 lb 4725 lb