Specifications (26) rNY--f � -- 00)AV koCo sm \ k--t,\\ Ct -
Project: Spencer_Windwood Homes Lot 3 Annand page
�` v arm` — Keith A Kudrna
Lo • bation: Beam Nr. 01 -Garage Door Header '� +*1 g--^ ;9 ' Suntel Design
Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd of
[2015 International Residential Code(2015 NDS)] AUG 2 2018 ^^w;Lake Oswego, Oregon 97035
3.5 IN x 12.0 IN x 16.5 FT
24F-V4-Visually Graded Western Species-Dry UsCITY OF fIGARD StruCalc Version 10.0.1.6 7/16/2018 4:48:27 PM
Section Adequate By:30.1% 3U1I DING ¶ IViSICN
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.29 IN L/675
Dead Load 0.34 in
Total Load 0.63 IN L/312
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 1275 lb 1220 lb
Dead Load 1563 lb 1259 lb
Total Load 2838 lb 2479 lb
Bearing Length 1.25 in 1.09 in
t
BEAM DATA Center a #r;f
Span Length 16.5 ft
Unbraced Length-Top 0 ft 16.5 ft
Unbraced Length-Bottom 16.5 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1.5 UNIFORM LOADS Center
Camber Required 0.51 Uniform Live Load 0 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 9 plf
24F-V4-Visually Graded Western Species Total Uniform Load 9 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One
Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 275 lb
Cd=1.00 Dead Load 175 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 12.25 ft
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load Number One Two
Left Live Load 150 plf 90 plf
Controlling Moment: 11772 ft-lb Left Dead Load 183 plf 60 plf
8.25 Ft from left support of span 2(Center Span) Right Live Load 150 plf 90 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 183 plf 60 plf
Controlling Shear: 2499 lb Load Start 0 ft 12.25 ft
At a distance d from left support of span 2(Center Span) Load End 12.25 ft 16.5 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 12.25 ft 4.25 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 58.86 in3 84 in3
Area(Shear): 14.15 in2 42 in2
Moment of Inertia(deflection): 387.36 in4 504 in4
Moment: 11772 ft-lb 16800 ft-lb
Shear: 2499 lb 7420 lb
NOTES
Project:Spencer_Windwood Homes Lot 3 Annand Heights =. page
Keith A Kudrna
Location: Beam Nr.02-Upper Level Floor Beam over Garage hitt► Suntel Design
Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd or
[2015 International Residential Code(2015 NDS)] -'Lake Oswego,Oregon 97035
5.5 IN x 25.5 IN x 20.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 7/16/2018 4:48:28 PM
Section Adequate By:53.5%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.22 IN L/1104
Dead Load 0.13 in
Total Load 0.35 IN L/688
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
1
REACTIONS A B
Live Load 6092 lb 10245 lb
Dead Load 3330 lb 6635 lb 2 3
' Total Load 9422 lb 16880 lb
gairmaziertP,' frw,...,n
Bearing Length 2.64 in 4.72 in
w
BEAM DATA Cen er
Span Length 20 ft
Unbraced Length-Top 0 ft 20 ft
Unbraced Length-Bottom 20 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.13 Uniform Live Load 340 plf
Notch Depth 0.00 Uniform Dead Load 128 plf
MATERIAL PROPERTIES Beam Self Weight 30 plf
24F-V4-Visually Graded Western Species Total Uniform Load 498 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by:
Fb_cmpr= 1850 psi Fb'= 2221 psi Load Number One Two Three
Live Load 4175 lb 750 lb 750 lb
Cd=1.00 Cv=0.93 Dead Load 3050 lb 550 lb 550 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 13.75 ft 16.02 ft 18.33 ft
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp.1 to Grain: Fc--L= 650 psi Fc-1'= 650 psi Load Number One Two Three Four
Left Live Load 80 plf 675 plf 45 plf 675 plf
Controlling Moment: 71877 ft-lb Left Dead Load 30 plf 550 plf 30 plf 550 plf
13.6 Ft from left support of span 2(Center Span) Right Live Load 80 plf 675 plf 45 plf 675 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 30 plf 550 plf 30 plf 550 plf
Controlling Shear: -13534 lb Load Start 0 ft 13.75 ft 16.02 ft 18.33 ft
At a distanced from right support of span 2(Center Span) Load End 13.75 ft 16.02 ft 18.33 ft 20 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 13.75 ft 2.27 ft 2.31 ft 1.67 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 388.37 in3 596.06 in3
Area(Shear): 76.61 in2 140.25 in2
Moment of Inertia(deflection): 2652.36 in4 7599.8 in4
Moment: 71877 ft-lb 110316 ft-lb
Shear: -13534 lb 24778 lb
NOTES
Project: Spencer_Windwood Homes_Lot 3 Annand Heights page
I.Keith A Kudrna
Location: Beam Nr.03-Upper Level Floor Beam at Stairs Suntel Design
Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd of
[2015 International Residential Code(2015 NDS)] Lake Oswego,Oregon 97035
(3) 1.5 IN x 11.25 IN x 9.0 FT
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 7/16/2018 4:48:28 PM
Section Adequate By:5.0%
Controlling Factor: Moment
CAUTIONS
*Laminations are to be fully connected to provide uniform transfer of loads to all members
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.09 IN L/1216
Dead Load 0.04 in
Total Load 0.12 IN L/871
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 2474 lb 2012 lb
Dead Load 978 lb 804 lb
Total Load 3452 lb 2816 lb '' ` s 7 M
Bearing Length 1.23 in 1.00 in -�-•
BEAM DATA Center w
Span Length 9 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 9 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Cen er
MATERIAL PROPERTIES Uniform Live Load 360 plf
#2-Douglas-Fir-Larch(North) Uniform Dead Load 135 plf
Base Values Adjusted Beam Self Weight 11 plf
Bending Stress: Fb= 850 psi Fb'= 978 psi Total Uniform Load 506 plf
Cd=1.00 CF=1.00 Cr--1.15 TRAPEZOIDAL LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One
Cd=1.00 Left Live Load 220 plf
Modulus of Elasticity: E= 1600 ksi E'=1 1600 ksi Left Dead Load 83 plf
Comp. 1—to Grain: Fc- 625 psi Fc- =
625 psi Right Live Load 220 plf
Right Dead Load 83 plf
Controlling Moment: 7365 ft-lb
4.23 Ft from left support of span 2(Center Span) Load Start 0 ft
Created by combining all dead loads and live loads on span(s)2 Load End 5.66 ft
Load Length 5.66 ft
Controlling Shear: 2724 lb
At a distance d 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: 90.41 in3 94.92 in3
Area(Shear): 22.7 in2 50.63 in2
Moment of Inertia(deflection): 158.07 in4 533.94 in4
Moment: 7365 ft-lb 7732 ft-lb
Shear: 2724 lb 6075 lb
NOTES
Page
Project: S encer_Windwood Homes_Lot 3 Annand Heights - : '
Keith A Kudrna
Location: Beam Nr. 04-Roof Beam in Front of Garage -71
f'-�� Suntel Design
Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd of
[2015 International Residential Code(2015 NDS)] "! °Lake Oswego,Oregon 97035
5.5 IN x 11.25 IN x 19.5 FT
#1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 7/16/2018 4:48:28 PM
Section Adequate By:64.0%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.28 IN L/840
Dead Load 0.23 in
Total Load 0.51 IN L/463
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 796 lb 1004 lb
Dead Load 659 lb 797 lb
Total Load 1455 lb 1801 lb
Bearing Length 0.42 in 0.52 in
1112
BEAM DATA Centeru, x .�... ,.. t4
Span Length 19.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 19.5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 0 plf
#1 -Douglas-Fir-Larch(North) Uniform Dead Load 0 plf
Base Values Adjusted Beam Self Weight 13 plf
Bending Stress: Fb= 1300 psi Fb'= 1300 psi Total Uniform Load 13 plf
Cd=1.00 CF=1.00
Shear Stress: Fv= 170 psi Fv'= 170 psi TRAPEZOIDAL LOADS-CENTER SPAN
Cd=1.00 Load Number One Two
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Live Load 75 plf 120 plf
Comp.Ito Grain: Fc-1= 625 psi Fc--L'= 625 psi Left Dead Load 50 plf 80 plf
Right Live Load 75 plf 120 plf
Controlling Moment: 7663 ft-lb Right Dead Load 50 plf 80 plf
10.53 Ft from left support of span 2(Center Span) Load Start 0 ft 12 ft
Created by combining all dead loads and live loads on span(s)2 Load End 12 ft 19.5 ft
Controlling Shear: -1635 lb Load Length 12 ft 7.5 ft
At a distance d from 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: 70.74 in3 116.02 in3
Area(Shear): 14.43 in2 61.88 in2
Moment of Inertia(deflection): 338.18 in4 652.59 in4
Moment: 7663 ft-lb 12568 ft-lb
Shear: -1635 lb 7013 lb
NOTES
page
Project: Spencer_Windwood Homes_Lot 3 Annand Heights Keith A Kudrna
Location: Beam Nr.05-Front Porch Roof BeamSuntel Design
/
Roof Beam
16865 Boones Ferry Rd of
[2015 International Residential Code(2015 NDS)] Lake Oswego,Oregon 97035
3.5 INx11.25INx5.25FT
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 7/16/2018 4:48:29 PM
Section Adequate By:464.1%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.01 IN L/MAX
Dead Load 0.00 in
Total Load 0.01 IN L/7196
Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180
REACTIONS A
Live Load 512 lb 512 lb
Dead Load 382 lb 382 lb
Total Load 894 lb 894 lb
Bearing Length 0.41 in 0.41 in
SEAM DATA
Span Length 5.3 ft
Unbraced Length-Top 0 ft 5.25 ft
Unbraced Length-Bottom 0 ft
Roof Pitch 4 :12
Roof Duration Factor 1.15 ROOF LOADING
MATERIAL PROPERTIES Side One:
#2-Douglas-Fir-Larch(North) Roof Live Load: LL= 30 psf
Base Values Adjusted Roof Dead Load: DL= 20 psf
Bending Stress: Fb= 850 psi Fb'= 1075 psi Tributary Width: TW= 1.5 ft
Cd=1.15 CF=1.10 Side Two:
Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Live Load: LL= 30 psf
Cd=1.15 Roof Dead Load: DL= 20 psf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Tributary Width: TW= 5 ft
Comp.L to Grain: Fc-L= 625 psi Fc-L'= 625 psi
Wall Load: WALL= 0 plf
Controlling Moment: 1173 ft Ib SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
2.625 ft from left support Adjusted Beam Length: Ladj= 5.25 ft
Created by combining all dead and live loads. Beam Self Weight: BSW= 8 plf
Controlling Shear: -590 lb Beam Uniform Live Load: wL= 195 plf
At a distance d from support. Beam Uniform Dead Load: wD_adj= 145 plf
Created by combining all dead and live loads. Total Uniform Load: wT= 340 plf
Comparisons with required sections: Req'd Provided
Section Modulus: 13.09 in3 73.83 in3
Area(Shear): 4.27 in2 39.38 in2
Moment of Inertia(deflection): 10.39 in4 415.28 in4
Moment: 1173 ft-lb 6615 ft-lb
Shear: -590 lb 5434 lb
NOTES
Project: Spencer_Windwood Homes Lot 3 Armand Heights � page
Keith A Kudrna
Location: Beam Nr.07-Nook Header
Sun I Design
to Des
Combination Roof And Floor Beam 16865 Boones Ferry Rd of
[2015 International Residential Code(2015 NDS)] "u -"Lake Oswego, Oregon 97035
5.5 IN x 11.25 IN x 6.5 FT
#1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 7/16/2018 4:48:29 PM
Section Adequate By:73.4%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.04 IN L/2181
Dead Load 0.02 in
Total Load 0.06 IN L/1285
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 3023 lb 3023 lb
Dead Load 2108 lb 2108 lb
Total Load 5131 lb 5131 lb
Bearing Length 1.49 in 1.49 in
w
BEAM DATA Center
Span Length 6.5 ft
Unbraced Length-Top 0 ft
Roof Pitch 4 :12
Floor Duration Factor 1.00
Roof Duration Factor 1.15 ROOF LOADING
Notch Depth 0.00 Side 1 Side 2
MATERIAL PROPERTIES Roof Live Load RLL= 30 psf 30 psf
#1 -Douglas-Fir-Larch(North) Roof Dead Load RDL= 20 psf 20 psf
Base Values Adjusted Roof Tributary Width RTW= 17.5 ft 1.5 ft
Bending Stress: Fb= 1300 psi Fb'= 1495 psi
Cd=1.15 CF=1.00 FLOOR LOADING
Shear Stress: Fv= 170 psi Fv'= 196 psi Side 1 Side 2
Cd=1.15 Floor Live Load FLL= 40 psf 0 psf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Floor Dead Load FDL= 15 psf 0 psf
Comp.L to Grain: Fc-L= 625 psi Fc-L'= 625 psi Floor Tributary Width FTW= 9 ft 0 ft
Controlling Moment: 8338 ft-lb Wall Load WALL= 100 plf
3.25 ft from left support BEAM LOADING
Created by combining all dead and live loads. Roof Uniform Live Load: wL-roof= 570 plf
Controlling Shear: 3694 lb Roof Uniform Dead Load: wD-roof= 401 plf
At a distance d from support. Floor Uniform Live Load: wL-floor= 360 plf
Created by combining all dead and live loads. Floor Uniform Dead Load: wD-floor= 135 plf
Beam Self Weight: BSW= 13 plf
Comparisons with required sections: Req'd Provided Combined Uniform Live Load: wL= 930 plf
Section Modulus: 66.92 in3 116.02 in3 Combined Uniform Dead Load: wD= 649 plf
Area(Shear): 28.34 in2 61.88 in2 Combined Uniform Total Load: wT= 1579 plf
Moment of Inertia(deflection): 121.92 in4 652.59 in4
Moment: 8338 ft-lb 14454 ft-lb
Shear: 3694 lb 8064 lb
NOTES
Proje.dt: Spencer_Windwood Homes_Lot 3 Annand Heights 1,1 page
Location: Beam Nr.08-Roof Beam @ Front Porch +� .4 Keith A Kudrna /
•.� Suntel Design
Roof Beam
16865 Boones Ferry Rd of
[2015 International Residential Code(2015 NDS)] `-w . Lake Oswego,Oregon 97035
3.5 IN x 11.25 IN x 5.25 FT
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 7/16/2018 4:48:29 PM
Section Adequate By:91.3%
Controlling Factor:Moment
DEFLECTIONS Center ' LOADING DIAGRAM
Live Load 0.01 IN L/4985
Dead Load 0.01 in
Total Load 0.02 IN L/2803
Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180
REACTIONS A
Live Load 940 lb 1083 lb
Dead Load 725 lb 839 lb
Total Load 1665 lb 1922 lb 1
Bearing Length 0.76 in 0.88 in
BEAM DATA z z
Span Length 5.3 ft
Unbraced Length-Top 0 ft 5.25 ft
Unbraced Length-Bottom 0 ft
Roof Pitch 4 :12
Roof Duration Factor 1.15 ROOF LOADING
MATERIAL PROPERTIES Side One:
#2-Douglas-Fir-Larch(North) Roof Live Load: LL= 30 psf
Base Values Adjusted Roof Dead Load: DL= 20 psf
Bending Stress: Fb= 850 psi Fb'= 1075 psi Tributary Width: TW= 5 ft
Cd=1.15 CF=1.10 Side Two:
Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Live Load: LL= 30 psf
Cd=1.15 Roof Dead Load: DL= 20 psf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Tributary Width: TW= 1.5 ft
Comp.1 to Grain: Fc- L= 625 psi Fc--- = 625 psi
Wall Load: WALL= 0 plf
Controlling Moment: 3458 ft Ib SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
2.625 ft from left support Adjusted Beam Length: Ladj= 5.25 ft
Created by combining all dead and live loads. Beam Self Weight: BSW= 8 plf
Controlling Shear: -1618 lb Beam Uniform Live Load: wL= 195 plf
At a distance d from support. Beam Uniform Dead Load: wD_adj= 145 plf
Created by combining all dead and live loads. Total Uniform Load: wT= 340 plf
Comparisons with required sections: Req'd Provided POINT LOADS-CENTER SPAN
Section Modulus: 38.6 in3 73.83 in3 Load Number One
Area(Shear): 11.73 in2 39.38 in2 Live Load 1000 lb
Moment of Inertia(deflection): 26.67 in4 415.28 in4 Dead Load 800 lb
Moment: 3458 ft-lb 6615 ft-lb Location 3 ft
Shear: -1618 lb 5434 lb
NOTES
Projec : Spencer_Windwood Homes_Lot 3 Annand Heights I ' page
�� --* Keith AKudrna /
Location: Beam Nr.09-Powder Bath Header �}� �9> Suntel Design
Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd of
[2015 International Residential Code(2015 NDS)] Lake Oswego, Oregon 97035
3.5 IN x 9.25 IN x 2.66 FT �✓
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 7/16/2018 4:48:29 PM
Section Adequate By: 52.3%
Controlling Factor:Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.00 IN L/7917
Dead Load 0.00 in
Total Load 0.01 IN L/4496
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 1497 lb 973 lb
Dead Load 1141 lb 707 lb
Total Load 2638 lb 1680 lb rtf TR2
Bearing Length 1.21 in 0.77 inaw,..,,. ..._ ,.
w
SEAM DATA Center
Span Length 2.66 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 2.66 ft1.1111111
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 40 plf
#2-Douglas-Fir-Larch(North) Uniform Dead Load 15 plf
Base Values Adjusted Beam Self Weight 7 plf
Bending Stress: Fb= 850 psi Fb'= 1020 psi Total Uniform Load 62 plf
Cd=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 2200 lb
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1750 lb
Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Location 1 ft
Controlling Moment: 2565 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN
1.01 Ft from left support of span 2(Center Span) Load Number One Two
Created by combining all dead loads and live loads on span(s)2 Left Live Load 40 plf 75 plf
Controlling Shear: 2552 lb Left Dead Load 15 plf 15 plf
At a distance d from left support of span 2(Center Span) Right Live Load 40 plf 75 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 15 plf 15 plf
Load Start 0 ft 1 ft
Comparisons with required sections: Redd Provided Load End 1 ft 2.66 ft
Section Modulus: 30.17 in3 49.91 in3 Load Length 1 ft 1.66 ft
Area(Shear): 21.26 in2 32.38 in2
Moment of Inertia(deflection): 12.32 in4 230.84 in4
Moment: 2565 ft-lb 4242 ft-lb
Shear: 2552 lb 3885 lb
NOTES
Projetf: Spencer_Windwood Homes_Lot 3 Annand Heights ik "- ;".a Page
Keith A Kudrna
Location: Beam Nr. 10-Rear Deck Beam *� Suntel Design
Uniformly Loaded Floor Beam 16865 Boones Ferry Rd o/
r
[2015 International Residential Code(2015 NDS)] Acta Lake Oswego, Oregon 97035
3.5 IN x 9.25 IN x 12.0 FT
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 7/16/2018 4:48:30 PM
Section Adequate By:21.3%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.19 IN L/760
Dead Load 0.06 in
Total Load 0.25 IN L/587
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A_
Live Load 900 lb 900 lb
Dead Load 266 lb 266 lb
Total Load 1166 lb 1166 lb
Bearing Length 0.53 in 0.53 in
BEAM DATA Center
Span Length 12 ft
Unbraced Length-Top 0 ft 12ft
Floor Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES FLOOR LOADING
#2-Douglas-Fir-Larch(North) Side 1 Side 2
Base Values Adjusted Floor Live Load FLL= 60 psf 0 psf
Bending Stress: Fb= 850 psi Fb'= 1020 psi Floor Dead Load FDL= 15 psf 0 psf
Cd=1.00 CF=1.20 Floor Tributary Width FTW= 2.5 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 BEAM LOADING
Comp.1-to Grain: Fc- L= 625 psi Fc--- = 625 psi Beam Total Live Load: wL= 150 plf
Controlling Moment: 3499 ft-lb Beam Total Dead Load: wD= 38 plf
6.0 ft from left support Beam Self Weight: BSW= 7 plf
Created by combining all dead and live loads. Total Maximum Load: wT= 194 plf
Controlling Shear: -1026 lb
At a distance d from support.
Created by combining all dead and live loads.
Comparisons with required sections: Req'd Provided
Section Modulus: 41.16 in3 49.91 in3
Area(Shear): 8.55 in2 32.38 in2
Moment of Inertia(deflection): 109.33 in4 230.84 in4
Moment: 3499 ft-lb 4242 ft-lb
Shear: -1026 lb 3885 lb
NOTES