Specifications (121) -1 2 0( 7 (5w P ie Ave_
Project:M3640A3FT-0 Jeffrey deRoulet Page
7'
Location:01.BEDRM 3 WINDOW HEADER Architects Northwest
Multi-Loaded Multi-Span Beam . ' of
[2015 International Building Code(2012 NDS)]
3.5 IN x 9.25 IN x 5.0 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:05 PM
Section Adequate By:98.9%
Controlling Factor:Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.01 IN L/4910
Dead Load 0.01 in y 2 217
Total Load 0.02 IN L/3028 3UN 1 /
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 �' +�y
REACTIONS A B on F a IGAR
Live Load 1210 lb 490 lb BU!LJMv DIVISION
Dead Load 744 Ib 312 Ib
Total Load 1954 lb 802 lb
Bearing Length 0.89 in 0.37 in
BEAM DATA Center
Span Length 5 ft x
Unbraced Length-Top 2 ft A 5 r< B
Unbraced Length-Bottom 5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 100 plf
#2-Douglas-Fir-Larch Uniform Dead Load 60 plf
Base Values Adiusted Beam Self Weight 7 plf
Bending Stress: Fb= 900 psi Fb'= 1077 psi Total Uniform Load 167 plf
Cd=1.00 CI=1.00 CF=1.20 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One
Cd=1.00 Live Load 1200 lb
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 720 lb
Comp.L to Grain: Fc- L= 625 psi Fc-1'= 625 psi Location 1 ft
Controlling Moment: 1870 ft-lb
1.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 1954 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: 20.84 in3 49.91 in3
Area(Shear): 16.28 in2 32.38 in2
Moment of Inertia(deflection): 18.3 in4 230.84 in4
Moment: 1870 ft-lb 4478 ft-lb
Shear: 1954 lb 3885 lb
NOTES,
Project:M3640A3FT-0 page
JeffreyRoulet
Location:02.BEDRM 4 WINDOW HEADER Architects Northwest
Roof Beam �wy�-' of
[2015 International Building Code(2012 NDS)]
3.5 IN x 9.25 IN x 5.0 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:06 PM
Section Adequate By: 149.6%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.02 IN L/3940
Dead Load 0.01 in
Total Load 0.03 IN L/2388
Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180
REACTIONS A
Live Load 1000 lb 1000 lb
Dead Load 650 lb 650 lb
Total Load 1650 lb 1650 lb
Bearing Length 0.75 in 0.75 in
BEAM DATA
Span Length 5 ft
Unbraced Length-Top 2 ft A 5 n
Unbraced Length-Bottom 0 ft
Roof Pitch 4 :12
Roof Duration Factor 1.15
ROOF LOADING
MATERIAL PROPERTIES Side One:
#2-Douglas-Fir-Larch Roof Live Load: LL= 25 psf
Base Values Adjusted Roof Dead Load: DL= 15 psf
Bending Stress: Fb= 900 psi Fb'= 1238 psi Tributary Width: TW= 14 ft
Cd=1.15 C1=1.00 CF=1.20 Side Two:
Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Live Load: LL= 25 psf
Cd=1.15 Roof Dead Load: DL= 15 psf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Tributary Width: TW= 2 ft
Comp.-L to Grain: Fc-L= 625 psi Fc-L'= 625 psi
Wall Load: WALL= 0
Controlling Moment: 2063 ft-lb plf
2.5 ft from left support SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
Created by combining all dead and live loads. Adjusted Beam Length: Ladj= 5 ft
Controlling Shear: 1650 lb Beam Self Weight: BSW= 7 plf
At support. Beam Uniform Live Load: wL= 400 plf
Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 260 plf
Comparisons with required sections: Req'd Provided
Total Uniform Load: wT= 660 plf
Section Modulus: 20 in3 49.91 in3
Area(Shear): 11.96 in2 32.38 in2
Moment of Inertia(deflection): 17.4 in4 230.84 in4
Moment: 2063 ft-lb 5148 ft-lb
Shear: 1650 lb 4468 lb
NOTES
page
Project:M3640A3FT-0 _ vrF Jeffrey deRoulet
Location:03.BM BETWEEN DINING&FOYER
ti ..yArchitects Northwest
Uniformly Loaded Floor Beam 44 of
[2015 International Building Code(2012 NDS)]
3.5 INx11.25INx4.0FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:07 PM
Section Adequate By: 165.9%
Controlling Factor:Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.01 IN L/8653
Dead Load 0.00 in
Total Load 0.01 IN L/6233
Live Load Deflection Criteria:U360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 1280 lb 1280 lb
Dead Load 497 lb 497 lb
Total Load 1777 lb 1777 lb
Bearing Length 0.81 in 0.81 in
BEAM DATA Center
Span Length 4 ft
Unbraced Length-Top 2 ft A 4f B
Floor Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES FLOOR LOADING
#2-Douglas-Fir-Larch Side 1 Side 2
Base Values Adjusted Floor Live Load FLL= 40 psf 40 psf
Bending Stress: Fb= 900 psi Fb'= 987 psi Floor Dead Load FDL= 15 psf 15 psf
Cd=1.00 CI=1.00 CF=1.10 Floor Tributary Width FTW= 11 ft 5 ft
Shear Stress: Fv= 180 psi Fv'= 180 psi
Cd=1.00 Wall Load WALL= 0 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi BEAM LOADING
Comp.L to Grain: Fc-L= 625 psi Fc--- = 625 psi Beam Total Live Load: wL= 640 plf
Controlling Moment: 1777 ft-lb Beam Total Dead Load: wD= 240 plf
Beam Self Weight: BSW= 9 plf
2.0 ft from left support Total Maximum Load: wT= 889 plf
Created by combining all dead and live loads.
Controlling Shear: 1777 lb
At support.
Created by combining all dead and live loads.
Comparisons with required sections: Req'd Provided
Section Modulus: 21.61 in3 73.83 in3
Area(Shear): 14.81 in2 39.38 in2
Moment of Inertia(deflection): 17.28 in4 415.28 in4
Moment: 1777 ft-lb 6070 ft-lb
Shear: 1777 lb 4725 lb
NOTES
Project:M3640A3FT-0 page
JeffreyRoulet
Location:04.BM OVER BONUS ROOM WINDOWS WI, Architects Northwest
Roof Beam of
[2015 International Building Code(2012 NDS)]
5.125 INx9.0INx16.0FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:08 PM
Section Adequate By: 134.0%
Controlling Factor:Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.26 IN L/730
Dead Load 0.19 in
Total Load 0.46 IN L/421
Live Load Deflection Criteria: L/240 Total Load Deflection Criteria:L/180
REACTIONS A_
Live Load 800 lb 800 lb
Dead Load 586 lb 586 lb
Total Load 1386 lb 1386 lb
Bearing Length 0.42 in 0.42 in
BEAM DATA
Span Length 16 ft
Unbraced Length-Top 2 ft A 16 h B
Unbraced Length-Bottom 0 ft
Roof Pitch 4 :12
Roof Duration Factor 1.15
ROOF LOADING
MATERIAL PROPERTIES Side One:
24F-V4-Visually Graded Western Species Roof Live Load: LL= 25 psf
Base Values Adiusted Roof Dead Load: DL= 15 psf
Bending Stress: Fb= 2400 psi Controlled by: Tributary Width: TW= 3 ft
Fbcmpr= 1850 psi Fb'= 2754 psi Side Two:
Cd=1.15 Cl=1.O0 Roof Live Load: LL= 25 psf
Shear Stress: Fv= 265 psi Fv'= 305 psi Roof Dead Load: DL= 15 psf
Cd=1.15 Tributary Width: TW= 1 ft
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Comp.--to Grain: Fc-1= 650 psi Fc-1'= 650 psi Wall Load: WALL= 0
plf
Controlling Moment: 5544 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
8.0 ft from left support
Created by combining all dead and live loads. Adjusted Beam Length: Ladj= 16 ft
Controlling Shear: 1386 lb Beam Self Weight: BSW= 10 plf
At support. Beam Uniform Live Load: wL= 100 plf
Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 73 plf
Total Uniform Load: wT= 173 plf
Comparisons with required sections: Req'd Provided
Section Modulus: 24.15 in3 69.19 in3
Area(Shear): 6.82 in2 46.13 in2
Moment of Inertia(deflection): 133.03 in4 311.34 in4
Moment: 5544 ft-lb 15879 ft-lb
Shear: 1386 lb 9371 lb
NOTES
page
Project:M3640A3FT-0
e dsRo rth /
Location:05.BM OVER DEN
:;,� Architects Northwest
Multi-Loaded Multi-Span Beam �ep�v3 of
[2015 International Building Code(2012 NDS)]
5.125 IN x 12.0 IN x 15.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:09 PM
Section Adequate By:20.4%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.39 IN L/457
Dead Load 0.21 in
Total Load 0.61 IN L/297
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A_
Live Load 3093 lb 3107 lb
Dead Load 1639 lb 1642 lb
Total Load 4732 lb 4749 lb 2
Bearing Length 1.42 in 1.43 in
BEAM DATA Center
Span Length 15 ft
Unbraced Length-Top 0 ft 15ftB
Unbraced Length-Bottom 15 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1
Camber Required 0.21 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 300 plf
Uniform Dead Load 135 plf
MATERIAL PROPERTIES Beam Self Weight 13 plf
24F-V4-Visually Graded Western Species Total Uniform Load 448 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two
Fb cmpr= 1850 psi Fb'= 2400 psi Live Load 1210 lb 490 lb
Cd=1.00
Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 744 lb 312 lb
Cd=1.00 Location 9 ft 4 ft
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Comp.l to Grain: Fc-L= 650 psi Fc--- = 650 psi
Controlling Moment: 20434 ft-lb
8.7 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -4749 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: 102.17 in3 123 in3
Area(Shear): 26.88 in2 61.5 in2
Moment of Inertia(deflection): 596.48 in4 738 in4
Moment: 20434 ft-lb 24600 ft-lb
Shear: -4749 lb 10865 lb
NOTES
page
Project:M3640A3FT-0
'ArchitJeffrey dsRo let
rth
Location:06.BM OVER DINING Architects Northwest
Roof Beam of
[2015 International Building Code(2012 NDS)]
5.125 IN x 18.0 IN x 22.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:10 PM
Section Adequate By:45.5%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.41 IN L/642
Dead Load 0.40 in
Total Load 0.81 IN L/325
Live Load Deflection Criteria: L/240 Total Load Deflection Criteria:L/180
REACTIONS A_
Live Load 3850 lb 3850 lb
Dead Load 3755 lb 3755 lb
Total Load 7605 lb 7605 lb
Bearing Length 2.28 in 2.28 in
BEAM DATA
Span Length 22 ft
Unbraced Length-Top 2 ft 22 n
Unbraced Length-Bottom 0 ft A B
Roof Pitch 4 :12
Roof Duration Factor 1.15
ROOF LOADING
MATERIAL PROPERTIES Side One:
24F-V4-Visually Graded Western Species Roof Live Load: LL= 25 psf
Base Values Adjusted Roof Dead Load: DL= 15 psf
Bending Stress: Fb= 2400 psi Controlled by: Tributary Width: TW= 14 ft
Fb_cmpr= 1850 psi Fb'= 2638 psi Side Two:
Cd=1.15 Cl=1.00 Cv=0.96 Roof Live Load: LL= 25 psf
Shear Stress: Fv= 265 psi Fv'= 305 psi Roof Dead Load: DL= 15 psf
Cd=1.15 Tributary Width: TW= 0 ft
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Comp. i-to Grain: Fc- L= 650 psi Fc- = 650 psi Wall Load: WALL= 100
plf
Controlling Moment: 41827 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
11.0 ft from left support
Created by combining all dead and live loads. Adjusted Beam Length: Ladj= 22 ft
Controlling Shear: -7605 lb Beam Self Weight: BSW= 20 plf
At support. Beam Uniform Live Load: wL= 350 plf
Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 341 plf
Total Uniform Load: wT= 691 plf
Comparisons with required sections: Req'd Provided
Section Modulus: 190.27 in3 276.75 in3
Area(Shear): 37.43 in2 92.25 in2
Moment of Inertia(deflection): 1380.07 in4 2490.75 in4
Moment: 41827 ft-lb 60840 ft-lb
Shear: -7605 lb 18742 lb
NOTES
Project: M3640A3FT-0 page
Jeffrey deRoulet
Location:07. BM OVER GREAT ROOM
Architects Northwest
Uniformly Loaded Floor Beam of
[2015 International Building Code(2012 NDS)]
5.125 IN x 15.0 IN x 16.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:11 PM
Section Adequate By:92.6%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.25 IN L/768
Dead Load 0.10 in
Total Load 0.35 IN L/544
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A_
Live Load 3520 lb 3520 lb
Dead Load 1453 lb 1453 lb
Total Load 4973 lb 4973 lb
Bearing Length 1.49 in 1.49 in
BEAM DATA Center
Span Length 16 ft --
Unbraced Length-Top 2 ft A16ft •
Floor Duration Factor 1.00 A B
Camber Adj.Factor 1
Camber Required 0.1
Notch Depth 0.00 FLOOR LOADING
Side 1 Side 2
MATERIAL PROPERTIES Floor Live Load FLL= 40 psf 40 psf
24F-V4-Visually Graded Western Species Floor Dead Load FDL= 15 psf 15 psf
Base Values Adjusted Floor Tributary Width FTW= 11 ft 0 ft
Bending Stress: Fb= 2400 psi Controlled by:
Fb cmpr= 1850 psi Fb'= 2392 psi Wall Load WALL= 0 plf
Cd—=1.00 C1=1.00
Shear Stress: Fv= 265 psi Fv'= 265 psi BEAM LOADING
Cd=1.00 Beam Total Live Load: wL= 440 plf
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Beam Total Dead Load: wD= 165 plf
Comp.±to Grain: Fc- = 650 psi Fc-±'= 650 psi Beam Self Weight: BSW= 17 plf
Total Maximum Load: wT= 622 plf
Controlling Moment: 19893 ft-lb
8.0 ft from left support
Created by combining all dead and live loads.
Controlling Shear: -4973 lb
At support.
Created by combining all dead and live loads.
Comparisons with required sections: Req'd Provided
Section Modulus: 99.78 in3 192.19 in3
Area(Shear): 28.15 in2 76.88 in2
Moment of Inertia(deflection): 675.73 in4 1441.41 in4
Moment: 19893 ft-lb 38317 ft-lb
Shear: -4973 lb 13581 lb
NOTES
Project:M3640A3FT-0 I_ Jeffrey deRoulet page
Location:08.BM OVER OUTDOOR LIVING Architects Northwest
Roof Beam
of
[2015 International Building Code(2012 NDS)]
5.5 IN x 11.5IN x 15.5 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:11 PM
Section Adequate By:3.2%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.28 IN L/670
Dead Load 0.19 in
Total Load 0.47 IN L/397
Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:U180
REACTIONS A
Live Load 1502 lb 1502 lb
Dead Load 1035 lb 1035 lb
Total Load 2537 lb 2537 lb
Bearing Length 0.74 in 0.74 in
BEAM DATA
Span Length 15.5 ft
Unbraced Length-Top 2 ft A 15.5 ft B
Unbraced Length-Bottom 0 ft
Roof Pitch 3 :12
Roof Duration Factor 1.15 ROOF LOADING
MATERIAL PROPERTIES Side One:
#2-Douglas-Fir-Larch Roof Live Load: LL= 25 psf
Base Values Adiusted Roof Dead Load: DL= 15 psf
Bending Stress: Fb= 875 psi Fb'= 1005 psi Tributary Width: TW= 5.8 ft
Cd=1.15 C1=1.00 CF=1.00 Side Two:
Shear Stress: Fv= 170 psi Fv'= 196 psi Roof Live Load: LL= 25 psf
Cd=1.15 Roof Dead Load: DL= 15 psf
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Tributary Width: TW= 2 ft
Comp.±to Grain: Fc-- = 625 psi Fc--- = 625 psi
Wall Load: WALL= 0
Controlling Moment: 9829 ft-lb plf
7.75 ft from left support SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
Created by combining all dead and live loads. Adjusted Beam Length: Ladj= 15.5 ft
Controlling Shear: -2536 lb
At support. Beam Self Weight: BSW= 14 plf
Beam Uniform Live Load: wL= 194 plf
Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 134 plf
Total Uniform Load: wT= 327 plf
Comparisons with required sections: Rea'd Provided
Section Modulus: 117.42 in3 121.23 in3
Area(Shear): 19.46 in2 63.25 in2
Moment of Inertia(deflection): 316.36 in4 697.07 in4
Moment: 9829 ft-lb 10148 ft-lb
Shear: -2536 lb 8244 lb
NOTES
page
Project:M3640A3FT-0
`'Jeffrey dsRo rth /
Location:09.DINING ROOM DOOR HEADER � Architects Northwest
$ E`,
Multi-Loaded Multi-Span Beam or
[2015 International Building Code(2012 NDS)]
3.125 IN x 9.0IN x 6.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:12 PM
Section Adequate By:38.3%
Controlling Factor:Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.07 IN L/1037
Dead Load 0.03 in
Total Load 0.10 IN L/698
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 2020 lb 2420 lb
Dead Load 933 lb 1173 lb
Total Load 2953 lb 3593 lb
Bearing Length 1.45 in 1.77 in akrF=
BEAM DATA Center
Span Length 6 ft
Unbraced Length-Top 2 ft E ft B
Unbraced Length-Bottom 6 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.03 Uniform Live Load 540 plf
Notch Depth 0.00
Uniform Dead Load 225 plf
MATERIAL PROPERTIES Beam Self Weight 6 plf
24F-V4-Visually Graded Western Species Total Uniform Load 771 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One
Fb_cmpr= 1850 psi Fb'= 2387 psi Live Load 1200 lb
Cd=1.00 CI=0.99 Dead Load 720 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 4 ft
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Comp.L to Grain: Fc-L= 650 psi Fc--- = 650 psi
Controlling Moment: 5655 ft-lb
3.84 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -3593 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: 28.43 in3 42.19 in3
Area(Shear): 20.34 in2 28.13 in2
Moment of Inertia(deflection): 65.87 in4 189.84 in4
Moment: 5655 ft-lb 8393 ft-lb
Shear: -3593 lb 4969 lb
NOTES
page
Project:M3640A3FT-0s -- Jeffrey
Architects Northwest
Uniformly Loaded Floor Beam ' �' of
[2015 International Building Code(2012 NDS)]
3.5 IN x 9.25 IN x 8.0 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:13 PM
Section Adequate By:66.1%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.06 IN L/1603
Dead Load 0.02 in
Total Load 0.08 IN L/1142
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 960 lb 960 lb
Dead Load 388 lb 388 lb
Total Load 1348 lb 1348 lb
Bearing Length 0.62 in 0.62 in
BEAM DATA Center
Span Length 8 ft
Unbraced Length-Top 2 ft • 8 ft
Floor Duration Factor 1.00 AB
Notch Depth 0.00
MATERIAL PROPERTIES FLOOR LOADING
#2-Douglas-Fir-Larch Side 1 Side 2
Base Values Adjusted Floor Live Load FLL= 40 psf 40 psf
Bending Stress: Fb= 900 psi Fb'= 1077 psi Floor Dead Load FDL= 15 psf 15 psf
Cd=1.00 C1=1.00 CF=1.20 Floor Tributary Width FTW= 6 ft 0 ft
Shear Stress: Fv= 180 psi Fv'= 180 psi
Cd=1.00 Wall Load WALL= 0 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Comp.1 to Grain: Fc---= 625 psi Fc-1'= 625 psi BEAM LOADING
Beam Total Live Load: wL= 240 plf
Controlling Moment: 2696 ft-lb Beam Total Dead Load: wD= 90 plf
4.0 ft from left support Beam Self Weight: BSW= 7 plf
Created by combining all dead and live loads. Total Maximum Load: wT= 337 plf
Controlling Shear: 1348 lb
At support.
Created by combining all dead and live loads.
Comparisons with required sections: Redd Provided
Section Modulus: 30.05 in3 49.91 in3
Area(Shear): 11.23 in2 32.38 in2
Moment of Inertia(deflection): 51.83 in4 230.84 in4
Moment: 2696 ft-lb 4478 ft-lb
Shear: 1348 lb 3885 lb
NOTES
Page
Project:M3640A3FT-0
Jeffrey deRoulet
Location: 11.GARAGE DOOR HEADER
Architects Northwest
Multi-Loaded Multi-Span Beam of
[2015 International Building Code(2012 NDS)]
5.125 IN x 9.0IN x 16.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:14 PM
Section Adequate By:85.2%
Controlling Factor:Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.26 IN L/733
Dead Load 0.17 in
Total Load 0.43 IN L/444
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A_
Live Load 1720 lb 520 lb
Dead Load 1133 lb 333 lb
Total Load 2853 lb 853 lb
Bearing Length 0.86 in 0.26 in
BEAM DATA Centerf
Span Length 16 ft
Unbraced Length-Top 2 ft A 16ft B•
Unbraced Length-Bottom 16 ft
Live Load Duration Factor 1.00
Camber Adj.Factor 1 UNIFORM LOADS Center
Camber Required 0.17 Uniform Live Load 40 plf
Notch Depth 0.00
Uniform Dead Load 15 plf
MATERIAL PROPERTIES Beam Self Weight 10 plf
24F-V4-Visually Graded Western Species Total Uniform Load 65 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two
Fb_cmpr= 1850 psi Fb'= 2396 psi Live Load 800 lb 800 lb
Cd=1.00 C1=1.00
Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 586 lb 480 lb
Cd=1.00 Location 2 ft 2 ft
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Comp.-L to Grain: Fc- = 650 psi Fc--- = 650 psi
Controlling Moment: 5600 ft-lb
2.88 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 2853 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: 28.05 in3 69.19 in3
Area(Shear): 16.15 in2 46.13 in2
Moment of Inertia(deflection): 168.15 in4 311.34 in4
Moment: 5600 ft-lb 13812 ft-lb
Shear: 2853 lb 8149 lb
NOTES
Project:M3640A3FT-0 page
Location: 12.GREAT ROOM DOOR HEADER y ' Architects Northwest
"-
Multi-Loaded Multi-Span Beam
[2015 International Building Code(2012 NDS)]
5.125 INx9.0INx8.0FT Jeffrey deRoulet
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12.53:15 PM
Section Adequate By:38.1%
Controlling Factor.Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.13 IN L/758
Dead Load 0.07 in
Total Load 0.19 IN L/499
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A_
Live Load 2780 lb 2780 lb
Dead Load 1420 lb 1420 lb
Total Load 4200 lb 4200 lb
Bearing Length 1.26 in 1.26 in
BEAM DATA Center
ff
Span Length 8 ft •
Unbraced Length-Top 2 ft 8ft -
Unbraced Length-Bottom 8 ft A B
Live Load Duration Factor 1.00
Camber Adj. Factor 1
Camber Required 0.07 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 570 plf
Uniform Dead Load 270 plf
MATERIAL PROPERTIES Beam Self Weight 10 plf
24F-V4-Visually Graded Western Species Total Uniform Load 850 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One
Fb_cmpr= 1850 psi Fb'= 2396 psi Live Load 1000 lb
Cd=1.00 CI=1.00
Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 600 Ib
Cd=1.00 Location 4 ft
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Comp.-L to Grain: Fc- = 650 psi Fc- = 650 psi
Controlling Moment: 10000 ft-lb
4.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -4200 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: 50.09 in3 69.19 in3
Area(Shear): 23.77 in2 46.13 in2
Moment of Inertia(deflection): 149.74 in4 311.34 in4
Moment: 10000 ft-lb 13812 ft-lb
Shear -4200 lb 8149 lb
NOTES
Project:M3640A3FT-0 page
;.;— JeffrArchityects
dsRo rth /
Location: 13.GUEST BEDRM WINDOW HEADER Architects Northwest
Multi-Loaded Multi-Span Beam " M,.. of
[2015 International Building Code(2012 NDS)]
5.125 IN x 9.0IN x 8.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:16 PM
Section Adequate By: 100.8%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.08 IN L/1138
Dead Load 0.04 in
Total Load 0.13 IN L/751
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 1710 lb 1610 lb
Dead Load 850 lb 790 lb
Total Load 2560 lb 2400 lb 2
Bearing Length 0.77 in 0.72 ink
BEAM DATA Center
Span Length 8 ft
Unbraced Length-Top 2 ft A aft B
Unbraced Length-Bottom 8 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 0
Camber Required 0 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 240 plf
Uniform Dead Load 90 plf
MATERIAL PROPERTIES Beam Self Weight 10 plf
24F-V4-Visually Graded Western Species Total Uniform Load 340 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two
Fb_cmpr= 1850 psi Fb'= 2396 psi Live Load 1000 lb 400 lb
Cd-11.00 C1=1.00 Dead Load 600 lb 240 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 4 ft 3 ft
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Comp.-1-to Grain: Fc-1= 650 psi Fc-1'= 650 psi
Controlling Moment: 6880 ft-lb
4.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 2560 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: 34.46 in3 69.19 in3
Area(Shear): 14.49 in2 46.13 in2
Moment of Inertia(deflection): 99.44 in4 311.34 in4
Moment: 6880 ft-lb 13812 ft-lb
Shear: 2560 lb 8149 lb
NOTES
Project: M3640A3FT-0 page
-, _. Jeffrey deRoulet
Location: 14.MSTR BEDRM WINDOW HEADERSlrttitArchitects Northwest
Roof Beam
of
[2015 International Building Code(2012 NDS)]
3.5 INx9.25INx12.0FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:17 PM
Section Adequate By: 13.5%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.19 IN L/760
Dead Load 0.13 in
Total Load 0.32 IN L/453
Live Load Deflection Criteria:L/240 Total Load Deflection Criteria: L/180
REACTIONS A B
Live Load 900 lb 900 lb
Dead Load 611 lb 611 lb
Total Load 1511 lb 1511 lb
Bearing Length 0.69 in 0.69 in
BEAM DATA
Span Length 12 ft
Unbraced Length-Top 2 ft A 12 n
Unbraced Length-Bottom 0 ft
Roof Pitch 4 :12
Roof Duration Factor 1.15
ROOF LOADING
MATERIAL PROPERTIES Side One:
#2-Douglas-Fir-Larch Roof Live Load: LL= 25 psf
Base Values Adjusted Roof Dead Load: DL= 15 psf
Bending Stress: Fb= 900 psi Fb'= 1238 psi Tributary Width: TW= 4 ft
Cd=1.15 CI=1.00 CF=1.20 Side Two:
Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Live Load: LL= 25 psf
Cd=1.15 Roof Dead Load: DL= 15 psf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Tributary Width: TW= 2 ft
Comp.-I-to Grain: Fc--L= 625 psi Fc--1-'= 625 psi
Wall Load: WALL= 0
Controlling Moment: 4534 ft-lb plf
6.0 ft from left support SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
Created by combining all dead and live loads. Adjusted Beam Length: Ladj= 12 ft
Controlling Shear: 1511 lb Beam Self Weight: BSW= 7 plf
At support. Beam Uniform Live Load: wL= 150 plf
Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 102 plf
Total Uniform Load: wT= 252 plf
Comparisons with required sections: Req'd Provided
Section Modulus: 43.96 in3 49.91 in3
Area(Shear): 10.95 in2 32.38 in2
Moment of Inertia(deflection): 91.8 in4 230.84 in4
Moment: 4534 ft-lb 5148 ft-lb
Shear: 1511 lb 4468 lb
NOTES