Report epT?_o0-00148
1,037 wnwur uv
page
Project:M3684A3FT-1 P -- -— Jeffrey deRoulet
Location:01.COV'D PATIO Cjijitik Architects Northwest Inc.
Multi-Loaded Multi-Span Beam ' "i '''''.-'''':. or
[2015 International Building Code(2015 NDS)] -
5.51N x 10.5IN x 16.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 4/24/2019 2:34:08 PM
Section Adequate By:46.6%
Controlling Factor:Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.33 IN L/584
RECEIVE
Dead Load 0.22 in
Total Load 0.55 IN L/352
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 APR 2 5 2019
REACTIONS A B
Live Load 1704 lb 1704 lb CITY OF TIGARD
Dead Load 1124 lb 1124 lb BUILDING DIVISION
Total Load 2828 lb 2828 lb
Bearing Length 0.79 in 0.79 in
BEAM DATA Center 1111111111111111111.111111111111111.11
Span Length 16 ft
Unbraced Length-Top 0 ft A 16 ft B
Unbraced Length-Bottom 16 ft
Live Load Duration Factor 1.15
Camber Adj.Factor 0
Camber Required 0 UNIFORM LOADS Center
Uniform Live Load 213 plf
Notch Depth 0.00 Uniform Dead Load 128 plf
MATERIAL PROPERTIES Beam Self Weight 13 plf
24F-V4-Visually Graded Western Species Total Uniform Load 354 plf
Base Values Adjusted
Bending Stress: Fb= 2400 psi Controlled by:
Fb_cmpr= 1850 psi Fb'= 2760 psi $40Cd=1.154k4.4\10'
Shear Stress: Fv= 265 psi Fv'= 305 psi
Cd=1.15
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Comp.L to Grain: Fc-L= 650 psi Fc-L'= 650 psi
Controlling Moment: 11313 ft-lb
8.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -2828 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: 49.19 in3 101.06 in3
Area(Shear): 13.92 in2 57.75 in2
Moment of Inertia(deflection): 361.94 in4 530.58 in4
Moment: 11313 ft-lb 23244 ft-lb
Shear: -2828 lb 11733 lb
NOTES
Project:M3684A3FT-1 page
.t_— Jeffrey deRoulet /
Location:02.BONUS/MBR WINDOW Architects Northwest Inc.
Multi-Loaded Multi-Span Beam of
[2015 International Building Code(2015 NDS)]
3.5 IN x 9.0 IN x 6.5 FT
24F-V4-Visually Graded Westem Species-Dry Use StruCalc Version 10.0.1.6 4/24/2019 2:34:10 PM
Section Adequate By:50.0%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.08 IN L/921
Dead Load 0.05 in
Total Load 0.14 IN L/568
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/360
REACTIONS A
Live Load 2088 lb 2315 lb
Dead Load 1291 lb 1447 lb
Total Load 3379 lb 3762 lb
Bearing Length 1.49 in 1.65 in
w
BEAM DATA Center
Span Length 6.5 ft _ _ -- -
Unbraced Length-Top O ft A 6s ft B
Unbraced Length-Bottom 6.5 ft
Live Load Duration Factor 1.15
Camber Adj. Factor 0 UNIFORM LOADS Center
Camber Required 0 Uniform Live Load 38 plf
Notch Depth 0.00
Uniform Dead Load 23 plf
MATERIAL PROPERTIES Beam Self Weight 7 plf
24F-V4-Visually Graded Westem Species Total Uniform Load 68 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: *
Fb_cmpr= 1850 psi Fb'= 2760 psi Load Number One
Cd=1.15 Live Load 2031 lb
Shear Stress: Fv= 265 psi Fv'= 305 psi Dead Load 1269 lb
Location 4.5 ft
Cd=1.15 *Load obtained from Load Tracker.See Summary Report for details.
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Comp.L to Grain: Fc---= 650 psi Fc--- = 650 psi TRAPEZOIDAL LOADS-CENTER SPAN
Load Number One Two
Controlling Moment: 7246 ft-lb Left Live Load 450 plf 50 plf
4.29 Ft from left support of span 2(Center Span) Left Dead Load 270 plf 30 plf
Created by combining all dead loads and live loads on span(s)2 Right Live Load 450 plf 50 plf
Controlling Shear: -3762 lb Right Dead Load 270 plf 30 plf
6.0 Ft from left support of span 2(Center Span) Load Start 0 ft 4.5 ft
Created by combining all dead loads and live loads on span(s)2 Load End 4.5 ft 6.5 ft
Load Length 4.5 ft 2 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 31.5 in3 47.25 in3
Area(Shear): 18.52 in2 31.5 in2
Moment of Inertia(deflection): 134.77 in4 212.63 in4
Moment: 7246 ft-lb 10868 ft-lb
Shear: -3762 lb 6400 lb
NOTES
page
Project:M3684A3FT-1
— _Jeffrey deRoulet
Location:03. NOOK S.G.D. Architects Northwest Inc.
Multi-Loaded Multi-Span Beam of
[2015 International Building Code(2015 NDS)]
3.5 IN x 11.25 IN x 10.0 FT
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 4/24/2019 2:34:11 PM
Section Adequate By:83.5%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.06 IN L/2025
Dead Load 0.04 in
Total Load 0.10 IN L/1229
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 875 lb 875 lb
Dead Load 567 lb 567 lb
Total Load 1442 lb 1442 lb
Bearing Length 0.66 in 0.66 in
w
BEAM DATA Center
Span Length 10 ft
Unbraced Length-Top O ft A to n B
Unbraced Length-Bottom 10 ft
Live Load Duration Factor 1.15
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 175 plf
#2-Douglas-Fir-Larch(North) Uniform Dead Load 105 plf
Base Values Adjusted Beam Self Weight 8 plf
Bending Stress: Fb= 850 psi Fb'= 1075 psi Total Uniform Load 288 plf
Cd=1.15 CF=1.10
Shear Stress: Fv= 180 psi Fv'= 207 psi
Cd=1.15
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Comp.--to Grain: Fc-L= 625 psi Fc--L'= 625 psi
Controlling Moment: 3605 ft-lb
5.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 1442 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: Redd Provided
Section Modulus: 40.23 in3 73.83 in3
Area(Shear): 10.45 in2 39.38 in2
Moment of Inertia(deflection): 81.09 in4 415.28 in4
Moment: 3605 ft-lb 6615 ft-lb
Shear: 1442 lb 5434 lb
NOTES
Project:M3684A3FT-1
page
t - Jeffrey dsRo rth /
Location:04.BM OVER NOOK iArchitects Northwest Inc.
Multi-Loaded Multi-Span Beam *'"' of
[2015 International Building Code(2015 NDS)]
5.5 IN x 15.0 IN x 15.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 4/24/2019 2:34:12 PM
Section Adequate By:20.7%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.36 IN L/506
Dead Load 0.20 in
Total Load 0.56 IN L/323 .1
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 2
REACTIONS A B
Live Load 6717 lb 6109 lb
Dead Load 3802 lb 3458 lb
Total Load 10519 lb 9567 lb
Bearing Length 2.94 in 2.68 in ,/
w
BEAM DATA Center
Span Length 15 ft
Unbraced Length-Top 0 ft A t5k B
Unbraced Length-Bottom 15 ft
Live Load Duration Factor 1.15
Camber Adj.Factor 0 UNIFORM LOADS Center
Camber Required 0
Uniform Live Load 400 plf
Notch Depth 0.00 Uniform Dead Load 100 plf
MATERIAL PROPERTIES Beam Self Weight 18 plf
24F-V4-Visually Graded Western Species Total Uniform Load 518 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by:
Fbcmpr= 1850 psi Fb'= 2760 psi Load Number One* Two
Cd=1.15 Live Load 1238 lb 1238 lb
Shear Stress: Fv= 265 psi Fv'= 305 psi Dead Load 766 lb 766 lb
Location 8 ft 13.5 ft
Cd=1.15 *Load obtained from Load Tracker.See Summary Report for details.
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi '
Comp.L to Grain: Fc-L= 650 psi Fc-L'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN
Load Number One Two Three
Controlling Moment: 39294 ft-lb Left Live Load 450 plf 0 plf 50 plf
7.5 Ft from left support of span 2(Center Span) Left Dead Load 270 plf 90 plf 30 plf
Created by combining all dead loads and live loads on span(s)2 Right Live Load 450 plf 0 plf 50 plf
Controlling Shear: 10519 lb Right Dead Load 270 plf 90 plf 30 plf
At left support of span 2(Center Span) Load Start 0 ft 0 ft 0 ft
Created by combining all dead loads and live loads on span(s)2 Load End 8 ft 15 ft 15 ft
Load Length 8 ft 15 ft 15 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 170.84 in3 206.25 in3
Area(Shear): 51.77 in2 82.5 in2
Moment of Inertia(deflection): 1148.87 in4 1546.88 in4
Moment: 39294 ft-lb 47438 ft-lb
Shear: 10519 lb 16761 lb
NOTES
Project:M3684A3FT-1 page
r -z — Jeffrey deRoulet
Location:05.GREAT RM S.G.D. gra"'__ Architects Northwest Inc.
Multi-Loaded Multi-Span Beam '''
="'
of
[2015 International Building Code(2015 NDS)]
3.51N x 12.0 IN x 8.33 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 4/24/2019 2:34:14 PM
Section Adequate By:2.6%
Controlling Factor:Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.10 IN L/1028
Dead Load 0.06 in
Total Load 0.15 IN L/652
1 2
Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360
REACTIONS A B
Live Load 4564 lb 4445 lb
Dead Load 2671 lb 2606 lb TR
Total Load 7235 lb 7051 lb
Bearing Length 3.18 in 3.10 in
w
BEAM DATA Center
Span Length 8.33 ft --.._ =-- _ _._:
Unbraced Length-Top O ft A 8.33 ft B
Unbraced Length-Bottom 8.33 ft
Live Load Duration Factor 1.00
CamberAdj. Factor 0
Camber Required 0 UNIFORM LOADS Center
Uniform Live Load 360 plf
Notch Depth 0.00 Uniform Dead Load 90 plf
MATERIAL PROPERTIES Beam Self Weight 9 plf
24F-V4-Visually Graded Westem Species Total Uniform Load 459 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by:
Fbcmpr= 1850 psi Fb'= 2400 psi Load Number One* Two*
Live Load 2088 lb 2315 lb
Cd—=1.00 Dead Load 1291 lb 1447 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 0.5 ft 7 ft
Cd=1.00 *Load obtained from Load Tracker.See Summary Report for details.
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Comp.-L to Grain: Fc-1= 650 psi Fc-1'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN
Load Number One Two Three
Controlling Moment: 10655 ft-lb Left Live Load 0 plf 450 plf 175 plf
4.66 Ft from left support of span 2(Center Span) Left Dead Load 90 plf 270 plf 105 plf
Created by combining all dead loads and live loads on span(s)2 Right Live Load 0 plf 450 plf 175 plf
Controlling Shear: 7235 lb Right Dead Load 90 plf 270 plf 105 plf
At left support of span 2(Center Span) Load Start 0 ft 8 ft 0 ft
Created by combining all dead loads and live loads on span(s)2 Load End 8.33 ft 8.33 ft 8.33 ft
Load Length 8.33 ft 0.33 ft 8.33 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 53.28 in3 84 in3
Area(Shear): 40.95 in2 42 in2
Moment of Inertia(deflection): 278.1 in4 504 in4
Moment: 10655 ft-lb 16800 ft-lb
Shear: 7235 lb 7420 lb
NOTES
page
Project:M3684A3FT-1 c /
Jeffrey deRoulet
Location:05A,B Architects Northwest Inc.
Column '" of
[2015 International Building Code(2015 NDS))
(3)1.5 INx5.5INx8.0FT
#2-Hem-Fir-Dry Use StruCalc Version 10.0.1.6 4/24/2019 2:34:15 PM
Section Adequate By: 11.1%
CAUTIONS
Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1
VERTICAL REACTIONS LOADING DIAGRAM
Live Load: Vert-LL-Rxn= 5862 lb
Dead Load: Vert-DL-Rxn= 3507 lb
Total Load: Vert-TL-Rxn= 9369 lb
COLUMN DATA
Total Column Length: 8 ft B
Unbraced Length(X-Axis)Lx: 8 ft
Unbraced Length(Y-Axis)Ly: 8 ft
Column End Condition-K(e): 1
Axial Load Duration Factor 1.00
COLUMN PROPERTIES
#2-Hem-Fir
Base Values Adjusted
Compressive Stress: Fc= 1300 psi Fc'= 426 psi
Cd=1.00 Cf=1.10 Cp=0.30
Bending Stress(X-X Axis): Fbx= 850 psi Fbx'= 1271 psi
Cd=1.00 CF=1.30 Cr-1.15 a ft
Bending Stress(Y-Y Axis): Fby= 850 psi Fby'= 1271 psi
Cd=1.00 CF=1.30 Cr-1.15
Modulus of Elasticity: E= 1300 ksi E= 1300 ksi
Column Section(X-X Axis): dx= 5.5 in
Column Section(Y-Y Axis): dy= 4.5 in
Area: A= 24.75 in2
Section Modulus(X-X Axis): Sx= 22.69 in3
Section Modulus(Y-Y Axis): Sy= 6.19 in3
Slendemess Ratio: Lex/dx= 17.45
Ley/dy= 21.33 A
Column Calculations(Controlling Case Only):
Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING
*
Actual Compressive Stress: Fc= 379 psi Live Load: PL= 5862 lb
Allowable Compressive Stress: Fc'= 426 psi Dead Load. PD= 3470 lb*
Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 37 lb
Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load. PT= 9369 lb
Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb *Load obtained from Load Tracker.See Summary Report for details.
Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb
Bending Stress Lateral Loads Only(X-X Axis):Fbx= 0 psi
Allowable Bending Stress(X-X Axis): Fbx'= 1271 psi
Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi
Allowable Bending Stress(Y-Y Axis): Fby'= 1271 psi
Combined Stress Factor: CSF= 0.89
NOTES
Project: M3684A3FT-1 page
- JeffreyArchitects
dsRo rth /
Location:06.OVER GARAGE �'- Architects Northwest Inc.
Multi-Loaded Multi-Span Beam of
[2015 International Building Code(2015 NDS)]
5.5 IN x 10.5 IN x 12.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 4/24/2019 2:34:16 PM
Section Adequate By:22.8%
Controlling Factor:Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.24 IN L/590
Dead Load 0.07 in
Total Load 0.31 IN L/462
Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360
REACTIONS A
Live Load 3000 lb 3000 lb
Dead Load 825 lb 825 lb
Total Load 3825 lb 3825 lb
Bearing Length 1.07 in 1.07 in
w
BEAM DATA Center
Span Length 12 ft —_
Unbraced Length-Top 0 ft A 12 ft B
Unbraced Length-Bottom 12 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1.5 UNIFORM LOADS Center
Camber Required 0.1 Uniform Live Load 500 plf
Notch Depth 0.00 Uniform Dead Load 125 plf
MATERIAL PROPERTIES Beam Self Weight 13 plf
24F-V4-Visually Graded Western Species Total Uniform Load 638 plf
Base Values Adiusted
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
Comp.1 to Grain: Fc- = 650 psi Fc- = 650 psi
Controlling Moment: 11475 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: 3825 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: 57.38 in3 101.06 in3
Area(Shear): 21.65 in2 57.75 in2
Moment of Inertia(deflection): 431.93 in4 530.58 in4
Moment: 11475 ft-lb 20213 ft-lb
Shear: 3825 lb 10203 lb
NOTES
page
Project:M3684A3FT-1 -- Jeffrey deRoulet /
Location:07.OVER GARAGE Architects Northwest Inc.
Multi-Loaded Multi-Span Beam or
[2015 International Building Code(2015 NDS)] :.
5.5 IN x 16.5 IN x 21.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 4/24/2019 2:34:18 PM
Section Adequate By: 11.2%
Controlling Factor:Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.47 IN L/534
Dead Load 0.14 in
Total Load 0.61 IN L/411
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360
REACTIONS A
Live Load 4200 lb 4200 lb
Dead Load 1257 lb 1257 lb
Total Load 5457 lb 5457 lb
Bearing Length 1.53 in 1.53 in
w°..
BEAM DATA Center
Span Length 21 ft
Unbraced Length-Top O ft A 21 ft B
Unbraced Length-Bottom 21 ft
Live Load Duration Factor 1.00
Camber Adj.Factor 1.5 UNIFORM LOADS Center
Camber Required 0.21
Notch Depth 0.00 Uniform Live Load 400 plf
Uniform Dead Load 100 plf
MATERIAL PROPERTIES Beam Self Weight 20 plf
24F-V4-Visually Graded Western Species Total Uniform Load 520 plf
Base Values Adjusted_
Bending Stress: Fb= 2400 psi Controlled by:
Fb_cmpr= 1850 psi Fb'= 2308 psi
Cd=1.00 Cv=0.96
Shear Stress: Fv= 265 psi Fv'= 265 psi
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: 28647 ft-lb
10.5 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 5457 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: 148.92 in3 249.56 in3
Area(Shear): 30.89 in2 90.75 in2
Moment of Inertia(deflection): 1851.9 in4 2058.89 in4
Moment: 28647 ft-lb 48008 ft-lb
Shear: 5457 lb 16033 lb
NOTES
page
Project:M3684A3FT-1 — Jeffrey deRoulet
Location:olmn 07A at B hArchitects Northwest Inc.
Cof
[2015 International Building Code(2015 NDS)]
5.5 INx5.5INx9.5FT
#2-Hem-Fir-Dry Use StruCalc Version 10.0.1.6 4/24/2019 2:34:19 PM
Section Adequate By:53.3%
VERTICAL REACTIONS LOADING DIAGRAM
Live Load: Vert-LL-Rxn= 4800 lb
Dead Load: Vert-DL-Rxn= 1533 lb
Total Load: Vert-TL-Rxn= 6333 lb
COLUMN DATA
Total Column Length: 9.5 ft B
Unbraced Length(X-Axis)Lx: 9.5 ft V
Unbraced Length(Y-Axis)Ly: 9.5 ft
Column End Condition-K(e): 1
Axial Load Duration Factor 1.00
COLUMN PROPERTIES
#2-Hem-Fir
Base Values Adjusted
Compressive Stress: Fc= 575 psi Fc'= 448 psi
Cd=1.00 Cp=0.78
Bending Stress(X-X Axis): Fbx= 575 psi Fbx'= 575 psi
Cd=1.00 CF=1.00 9.5 ft
Bending Stress(Y-Y Axis): Fby= 575 psi Fby'= 575 psi
Cd=1.00 CF=1.00
Modulus of Elasticity: E= 1100 ksi E'= 1100 ksi
Column Section(X-X Axis): dx= 5.5 in
Column Section(Y-Y Axis): dy= 5.5 in
Area: A= 30.25 in2
Section Modulus(X-X Axis): Sx= 27.73 in3
Section Modulus(Y-Y Axis): Sy= 27.73 in3
Slenderness Ratio: Lex/dx= 20.73
Ley/dy= 20.73 A
Column Calculations(Controlling Case Only):
Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING
Actual Compressive Stress: Fc= 209 psi Live Load: PL= 4800 lb*
Allowable Compressive Stress: Fc'= 448 psi Dead Load: PD= 1479 lb
Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 54 lb
Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 6333 lb
Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb *Load obtained from Load Tracker.See Summary Report for details.
Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb
Bending Stress Lateral Loads Only(X-X Axis):Fbx= 0 psi
Allowable Bending Stress(X-X Axis): Fbx'= 575 psi
Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi
Allowable Bending Stress(Y-Y Axis): Fby'= 575 psi
Combined Stress Factor: CSF= 0.47
NOTES
page
Project:M3684A3FT-1 k - Jeffrey deRoulet
Location:08.OVER GARAGE Architects Northwest Inc.
Multi-Loaded Multi-Span Beam '7. of
[2015 International Building Code(2015 NDS)]
5.5 INx21.0INx21.0FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 4/24/2019 2:34:20 PM
Section Adequate By:6.5%
Controlling Factor:Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.39 IN L/654
Dead Load 0.27 in
Total Load 0.66 IN L/384 1
Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360 2
REACTIONS A B
Live Load 6981 lb 5915 lb
Dead Load 4909 lb 4299 lb
Total Load 11890 lb 10214 lb
Bearing Length 3.33 in 2.86 in
w
BEAM DATA Center
Span Length 21 ft
Unbraced Length-Top O ft A 21 ft B
Unbraced Length-Bottom 21 ft
Live Load Duration Factor 1.00
CamberAdj.Factor 1.5 UNIFORM LOADS Center
Camber Required 0.41
Notch Depth 0.00 Uniform Live Load 140 plf
Uniform Dead Load 35 plf
MATERIAL PROPERTIES Beam Self Weight 25 plf
24F-V4-Visually Graded Westem Species Total Uniform Load 200 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One* Two
Fb_cmpr= 1850 psi Fb'= 2253 psi Live Load 2018 lb 1288 lb
Cd=1.00 Cv=0.94 Dead Load 1255 lb 812 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 12 ft 17 ft
Cd=1.00 *Load obtained from Load Tracker.See Summary Report for details.
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Comp.1 to Grain: Fc-L= 650 psi Fc-1'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN
Load Number One Two Three Four
Controlling Moment: 64847 ft-lb Left Live Load 450 plf 50 plf 0 plf 50 plf
10.92 Ft from left support of span 2(Center Span) Left Dead Load 270 plf 30 plf 90 plf 30 plf
Created by combining all dead loads and live loads on span(s)2 Right Live Load 450 plf 50 plf 0 plf 50 plf
Controlling Shear: 11890 lb Right Dead Load 270 plf 30 plf 90 plf 30 plf
At left support of span 2(Center Span) Load Start 0 ft 17 ft 0 ft 0 ft
Created by combining all dead loads and live loads on span(s)2 Load End 12 ft 21 ft 21 ft 21 ft
Load Length 12 ft 4 ft 21 ft 21 ft
Comparisons with required sections: Rea'd Provided
Section Modulus: 345.33 in3 404.25 in3
Area(Shear): 67.3 in2 115.5 in2
Moment of Inertia(deflection): 3983.9 in4 4244.63 in4
Moment: 64847 ft-lb 75912 ft-lb
Shear: 11890 lb 20405 lb
NOTES
Project:M3684A3FT-1 page
Jeffrey Architects
let
rth
Location:08A � Architects Northwest Inc.
Column of
[2015 International Building Code(2015 NDS)] ,
5.5 IN x 5.5 IN x 10.0 FT
#1 -Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 4/24/2019 2:34:22 PM
Section Adequate By: 17.4%
VERTICAL REACTIONS LOADING DIAGRAM
Live Load: Vert-LL-Rxn= 10206 lb
Dead Load: Vert-DL-Rxn= 7073 lb
Total Load: Vert-TL-Rxn= 17279 lb
COLUMN DATA
Total Column Length: 10 ft B
Unbraced Length(X-Axis)Lx: 10 ft
Unbraced Length(Y-Axis)Ly: 10 ft
Column End Condition-K(e): 1
Axial Load Duration Factor 1.00
COLUMN PROPERTIES
#1 -Douglas-Fir-Larch
Base Values Adjusted
Compressive Stress: Fc= 1000 psi Fc'= 692 psi
Cd=1.00 Cp=0.69
Bending Stress(X-X Axis): Fbx= 1200 psi Fbx'= 1200 psi
Cd=1.00 CF=1.00 to n
Bending Stress(Y-Y Axis): Fby= 1200 psi Fby'= 1200 psi
Cd=1.00 CF=1.00
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Column Section(X-X Axis): dx= 5.5 in
Column Section(Y-Y Axis): dy= 5.5 in
Area: A= 30.25 in2
Section Modulus(X-X Axis): Sx= 27.73 in3
Section Modulus(Y-Y Axis): Sy= 27.73 in3
Slenderness Ratio: Lex/dx= 21.82
Ley/dy= 21.82 A
Column Calculations(Controlling Case Only):
Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING
*
Actual Compressive Stress: Fc= 571 psi Live Load: PL= 10206 lb
*
Allowable Compressive Stress: Fc'= 692 psi Dead Load: PD= 7007 lb
Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 66 lb
Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load. PT= 17279 lb
Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb *Load obtained from Load Tracker.See Summary Report for details.
Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb
Bending Stress Lateral Loads Only(X-X Axis):Fbx= 0 psi
Allowable Bending Stress(X-X Axis): Fbx'= 1200 psi
Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi
Allowable Bending Stress(Y-Y Axis): Fby'= 1200 psi
Combined Stress Factor: CSF= 0.83
NOTES
page
Project:M3684A3FT-1 /
Jeffrey deRoulet
Location:08B Architects Northwest Inc.
Column of
[2015 International Building Code(2015 NDS)]
5.51Nx5.5INx10.0FT
#2-Hem-Fir-Dry Use StruCalc Version 10.0.1.6 4/24/2019 2:34:23 PM
Section Adequate By: 14.8%
VERTICAL REACTIONS LOADING DIAGRAM
Live Load: Vert-LL-Rxn= 6360 lb
Dead Load: Vert-DL-Rxn= 4765 lb
Total Load: Vert-TL-Rxn= 11125 lb
COLUMN DATA
Total Column Length: 10 ft B
Unbraced Length(X-Axis)Lx: 10 ft V
Unbraced Length(Y-Axis)Ly: 10 ft
Column End Condition-K(e): 1
Axial Load Duration Factor 1.00
COLUMN PROPERTIES
#2-Hem-Fir
Base Values Adjusted
Compressive Stress: Fc= 575 psi Fc'= 431 psi
Cd=1.00 Cp=0.75
Bending Stress(X-X Axis): Fbx= 575 psi Fbx'= 575 psi
Cd=1.00 CF=1.00 7o R
Bending Stress(Y-Y Axis): Fby= 575 psi Fby'= 575 psi
Cd=1.00 CF=1.00
Modulus of Elasticity: E= 1100 ksi E'= 1100 ksi
Column Section(X-X Axis): dx= 5.5 in
Column Section(Y-Y Axis): dy= 5.5 in
Area: A= 30.25 in2
Section Modulus(X-X Axis): Sx= 27.73 in3
Section Modulus(Y-Y Axis): Sy= 27.73 in3
Slenderness Ratio: Lex/dx= 21.82
A
Ley/dy= 21.82 A
Column Calculations(Controlling Case Only):
Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING
*
Actual Compressive Stress: Fc= 368 psi Live Load: PL= 6360 lb
*
Allowable Compressive Stress: Fc'= 431 psi Dead Load: PD= 4709 lb
Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 56 lb
Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 11125 lb
Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb *Load obtained from Load Tracker.See Summary Report for details.
Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb
Bending Stress Lateral Loads Only(X-X Axis):Fbx= 0 psi
Allowable Bending Stress(X-X Axis): Fbx'= 575 psi
Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi
Allowable Bending Stress(Y-Y Axis): Fby'= 575 psi
Combined Stress Factor: CSF= 0.85
NOTES
page
Project:M3684A3FT-1
oulet
Location:09.GARAGE DOOR _ - ArchitectsJeffreNorthwest
Oita .� Northwest Inc.
Multi-Loaded Multi-Span Beam ' � of
[2015 International Building Code(2015 NDS)]
5.5 IN x 12.0 IN x 16.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 4/24/2019 2:34:24 PM
Section Adequate By:88.0%
Controlling Factor:Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.19 IN L/1031
Dead Load 0.10 in
Total Load 0.28 IN L/677
Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360
REACTIONS A B
Live Load 1440 lb 1440 lb
Dead Load 754 lb 754 lb
Total Load 2194 lb 2194 lb
Bearing Length 0.61 in 0.61 inw
BEAM DATA Center
Span Length 16 ft
A
Unbraced Length-Top 0 ft 16k B
Unbraced Length-Bottom 16 ft
Live Load Duration Factor 1.00
Camber Adj.Factor 0 UNIFORM LOADS Center
Camber Required 0
Notch Depth 0.00 Uniform Live Load 80 plf
Uniform Dead Load 20 plf
MATERIAL PROPERTIES Beam Self Weight 14 plf
24F-V4-Visually Graded Westem Species Total Uniform Load 114 plf
Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by:
Fb cmpr= 1850 psi Fb'= 2400 psi Load Number One
Cd=1.00 Left Live Load 100 plf
Shear Stress: Fv= 265 psi Fv'= 265 psi Left Dead Load 60 plf
Cd=1.00 Right Live Load 100 plf
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Right Dead Load 60 plf
Comp. L to Grain: Fc-1= 650 psi Fc--- = 650 psi Load Start 0 ft
Load End 16 ft
Controlling Moment: 8778 ft-lb Load Length 16 ft
8.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -2194 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: 43.89 in3 132 in3
Area(Shear): 12.42 in2 66 in2
Moment of Inertia(deflection): 421.27 in4 792 in4
Moment: 8778 ft-lb 26400 ft-lb
Shear: -2194 lb 11660 lb
NOTES
page
Project:M3684A3FT-1 - ' Jeffrey deRoulet /
Location:10.MBA WINDOW Architects Northwest Inc.
Multi-Loaded Multi-Span Beam '' of
[2015 International Building Code(2015 NDS)]
3.5 IN x 11.25 IN x 5.5 FT
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 4/24/2019 2:34:26 PM
Section Adequate By: 108.9%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.01 IN L/4734
Dead Load 0.01 in
Total Load 0.02 IN L/2925
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/360
REACTIONS A
Live Load 1238 lb 1238 lb
Dead Load 766 lb 766 lb
Total Load 2004 lb 2004 lb
Bearing Length 0.92 in 0.92 in
w
BEAM DATA Center
Span Length 5.5 ft
Unbraced Length-Top O ft A 5.5 ft B
Unbraced Length-Bottom 5.5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 450 plf
#2-Douglas-Fir-Larch(North) Uniform Dead Load 270 plf
Base Values Adjusted Beam Self Weight 8 plf
Bending Stress: Fb= 850 psi Fb'= 935 psi Total Uniform Load 728 plf
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
Comp. L to Grain: Fc---= 625 psi Fc--- = 625 psi
Controlling Moment: 2754 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: -2003 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: 35.35 in3 73.83 in3
Area(Shear): 16.69 in2 39.38 in2
Moment of Inertia(deflection): 51.12 in4 415.28 in4
Moment: 2754 ft-lb 5752 ft-lb
Shear: -2003 lb 4725 lb
NOTES
Project:M3684A3FT-1 page
— JeffrArchity ects
rth /
Location: 11.BR4 WINDOW Architects Northwest Inc.
Multi-Loaded Multi-Span Beam of
[2015 International Building Code(2015 NDS)]
3.125 IN x 9.0IN x 5.5 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 4/24/2019 2:34:27 PM
Section Adequate By:43.6%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.05 IN L/1359
Dead Load 0.03 in
Total Load 0.08 IN L/836
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/360
REACTIONS A
Live Load 2018 lb 1288 lb
Dead Load 1255 lb 812 lb
Total Load 3273 lb 2100 lb
Bearing Length 1.61 in 1.03 in 71t1
BEAM DATA Center
Span Length 5.5 ft —
Unbraced Length-Top 0 ft A 5.5n
Unbraced Length-Bottom 5.5 ft
Live Load Duration Factor 1.00
Camber Adj.Factor 0 UNIFORM LOADS Center
Camber Required 0
Notch Depth 0.00 Uniform Live Load 0 plf
Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 6 plf
24F-V4-Visually Graded Western Species Total Uniform Load 6 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 2031 lb
Cd=1.00 Dead Load 1269 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi
Cd=1.00 Location 2.5 ft
*Load obtained from Load Tracker.See Summary Report for details.
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN
Load Number One Two
Controlling Moment: 5877 ft-lb Left Live Load 450 plf 50 plf
2.48 Ft from left support of span 2(Center Span) Left Dead Load 270 plf 30 plf
Created by combining all dead loads and live loads on span(s)2 Right Live Load 450 plf 50 plf
Controlling Shear: 3273 lb Right Dead Load 270 plf 30 plf
At left support of span 2(Center Span) Load Start 0 ft 2.5 ft
Created by combining all dead loads and live loads on span(s)2 Load End 2.5 ft 5.5 ft
Load Length 2.5 ft 3 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 29.39 in3 42.19 in3
Area(Shear): 18.53 in2 28.13 in2
Moment of Inertia(deflection): 81.77 in4 189.84 in4
Moment: 5877 ft-lb 8438 ft-lb
Shear: 3273 lb 4969 lb
NOTES
•
page
Project:M3684A3FT-1 _•
Jeffrey deRoulet
Location:12.BM OVER HIGH FOYER skit Architects Northwest Inc.
Multi-Loaded Multi-Span Beam - of
[2015 International Building Code(2015 NDS)]
3.5 INx10.5INx9.0FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 4/24/2019 2:34:28 PM
Section Adequate By:69.7%
Controlling Factor:Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.11 IN L/988
Dead Load 0.07 in
Total Load 0.18 IN L/611
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/360
REACTIONS A
Live Load 2025 lb 2025 lb
Dead Load 1251 lb 1251 lb
Total Load 3276 lb 3276 lb
Bearing Length 1.44 in 1.44 in
w
BEAM DATA Center
Span Length 9 ft
Unbraced Length-Top 0 ft A 9f B
Unbraced Length-Bottom 9 ft
Live Load Duration Factor 1.00
Camber Adj.Factor 0 UNIFORM LOADS Center
Camber Required 0 Uniform Live Load 400 plf
Notch Depth 0.00
Uniform Dead Load 240 plf
MATERIAL PROPERTIES Beam Self Weight 8 plf
24F-V4-Visually Graded Western Species Total Uniform Load 648 plf
Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One
Fb_cmpr= 1850 psi Fb'= 2400 psi Left Live Load 50 plf
Cd=1.00 Left Dead Load 30 plf
Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 50 plf
Cd=1.00 Right Dead Load 30 plf
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 0 ft
Comp.--to Grain: Fc-1= 650 psi Fc- = 650 psi Load End 9 ft
Controlling Moment: 7371 ft-lb Load Length 9 ft
4.5 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -3276 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: 36.85 in3 64.31 in3
Area(Shear): 18.54 in2 36.75 in2
Moment of Inertia(deflection): 198.98 in4 337.64 in4
Moment: 7371 ft-lb 12863 ft-lb
Shear: -3276 lb 6493 lb
NOTES
Project:M3684A3FT-1 page
� Architects
- JeffreydsRo
Location: 13.FLR BM OVER DEN/DINING Ari Northwest Inc.
Multi-Loaded Multi-Span Beam \;41
or
[2015 International Building Code(2015 NDS)]
5.25 IN x 11.875 IN x 11.5 FT
2.0E Parallam-iLevel Trus Joist StruCalc Version 10.0.1.6 4/24/2019 2:34:29 PM
Section Adequate By: 19.9%
Controlling Factor:Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.18 IN L/786
Dead Load 0.14 in
Total Load 0.32 IN L/431
Live Load Deflection Criteria:L/480 Total Load Deflection Criteria: L/360
REACTIONS A
Live Load 3770 lb 1958 lb 8
Dead Load 3099 lb 1985 lb
Total Load 6869 lb 3943 lb
Bearing Length 1.74 in 1.00 in ;f
BEAM DATA Center
Span Length 11.5 ft
Unbraced Length-Top O ft A 11.5 ft B
Unbraced Length-Bottom 11.5 ft
Live Load Duration Factor 1.15
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 40 plf
2.0E Parallam-iLevel Trus Joist Uniform Dead Load 10 plf
Base Values Adjusted Beam Self Weight 19 plf
Bending Stress: Fb= 2900 psi Fb'= 3339 psi Total Uniform Load 69 plf
Cd=1.15 CF=1.00 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 290 psi Fv'= 334 psi Load Number One* Two
Cd=1.15 Live Load 2643 lb 2025 lb
Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 1638 lb 1251 lb
Comp. L to Grain: Fc- = 750 psi Fc- = 750 psi
Location 4 ft 4 ft
*Load obtained from Load Tracker.See Summary Report for details.
Controlling Moment: 23897 ft-lb
4.03 Ft from left support of span 2(Center Span) TRAPEZOIDAL LOADS-CENTER SPAN
Created by combining all dead loads and live loads on span(s)2 Load Number One Two
Controlling Shear: 6869 lb Left Live Load 0 plf 150 plf
At left support of span 2(Center Span) Left Dead Load 130 plf 90 plf
Created by combining all dead loads and live loads on span(s)2 Right Live Load 0 plf 150 plf
Right Dead Load 130 plf 90 plf
Comparisons with required sections: Req'd Provided Load Start 0 ft 0 ft
Section Modulus: 85.89 in3 123.39 in3 Load End 11.5 ft 4 ft
Area(Shear): 30.89 in2 62.34 in2 Load Length 11.5 ft 4 ft
Moment of Inertia(deflection): 611.23 in4 732.62 in4
Moment: 23897 ft-lb 34332 ft-lb
Shear: 6869 lb 13861 lb
NOTES
Project:M3684A3FT-1 page
— JeffreyNor h /
Location: 13A Architectsis Northwest Inc.
Column '''_ of
[2015 International Building Code(2015 NDS)] Rv':"
5.5 IN x 5.5 IN x 10.0 FT
#2-Hem-Fir-Dry Use StruCalc Version 10.0.1.6 4/24/2019 2:34:31 PM
Section Adequate By:46.9%
VERTICAL REACTIONS LOADING DIAGRAM
Live Load: Vert-LL-Rxn= 3770 lb
Dead Load: Vert-DL-Rxn= 3155 lb
Total Load: Vert-TL-Rxn= 6925 lb
COLUMN DATA N..
Total Column Length: 10 ft B
Unbraced Length(X-Axis)Lx: 10 ft
Unbraced Length(Y-Axis)Ly: 10 ft
Column End Condition-K(e): 1
Axial Load Duration Factor 1.00
COLUMN PROPERTIES
#2-Hem-Fir
Base Values Adjusted
Compressive Stress: Fc= 575 psi Fc'= 431 psi
Cd=1.00 Cp=0.75
Bending Stress(X-X Axis): Fbx= 575 psi Fbx'= 575 psi
Cd=1.00 CF=1.00 loft
Bending Stress(Y-Y Axis): Fby= 575 psi Fby= 575 psi
Cd=1.00 CF=1.00
Modulus of Elasticity: E= 1100 ksi E'= 1100 ksi
Column Section(X-X Axis): dx= 5.5 in
Column Section(Y-Y Axis): dy= 5.5 in
Area: A= 30.25 in2
Section Modulus(X-X Axis): Sx= 27.73 in3
Section Modulus(Y-Y Axis): Sy= 27.73 in3
Slenderness Ratio: Lex/dx= 21.82
Ley/dy= 21.82 A
Column Calculations(Controlling Case Only):
Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING
*
Actual Compressive Stress: Fc= 229 psi Live Load: PL= 3770 lb
*
Allowable Compressive Stress: Fc'= 431 psi Dead Load. PD= 3099 lb
Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 56 lb
Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load. PT= 6925 lb
Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb *Load obtained from Load Tracker.See Summary Report for details.
Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb
Bending Stress Lateral Loads Only(X-X Axis):Fbx= 0 psi
Allowable Bending Stress(X-X Axis): Fbx'= 575 psi
Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi
Allowable Bending Stress(Y-Y Axis): Fby'= 575 psi
Combined Stress Factor: CSF= 0.53
NOTES
Project:M3684A3FT-1 page
- Jeffrey Architects
let
rth
Location: 13B '� Architects Northwest Inc.
Column
of
[2015 International Building Code(2015 NDS)]
3.5 IN x 5.5 IN x 10.0 FT
#2-Hem-Fir-Dry Use StruCalc Version 10.0.1.6 4/24/2019 2:34:32 PM
Section Adequate By:33.6%
VERTICAL REACTIONS LOADING DIAGRAM
Live Load: Vert-LL-Rxn= 1958 lb
Dead Load: Vert-DL-Rxn= 2021 lb
Total Load: Vert-TL-Rxn= 3979 lb
COLUMN DATA
Total Column Length: 10 ft B
Unbraced Length(X-Axis)Lx: 10 ft
Unbraced Length(Y-Axis)Ly: 10 ft
Column End Condition-K(e): 1
Axial Load Duration Factor 1.00
COLUMN PROPERTIES
#2-Hem-Fir
Base Values Adiusted
Compressive Stress: Fc= 1300 psi Fc'= 311 psi
Cd=1.00 Cf=1.10 Cp=0.22
BendingStress X-X Axis): Fbx= 850psi Fbx'= 1105 psi
( )
Cd=1.00 CF=1.30
loft
Bending Stress(Y-Y Axis): Fby= 850 psi Fby'= 1105 psi
Cd=1.00 CF=1.30
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi
Column Section(X-X Axis): dx= 5.5 in
Column Section(Y-Y Axis): dy= 3.5 in
Area: A= 19.25 in2
Section Modulus(X-X Axis): Sx= 17.65 in3
Section Modulus(Y-Y Axis): Sy= 11.23 in3
Slenderness Ratio: Lex/dx= 21.82
Ley/dy= 34.29 A
Column Calculations(Controlling Case Only):
Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING
Actual Compressive Stress: Fc= 207 psi Live Load: PL= 1958 lb*
Allowable Compressive Stress: Fc'= 311 psi Dead Load: PD= 1985 lb
Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 36 lb
Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 3979 lb
Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb *Load obtained from Load Tracker.See Summary Report for details.
Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb
Bending Stress Lateral Loads Only(X-X Axis):Fbx= 0 psi
Allowable Bending Stress(X-X Axis): Fbx'= 1105 psi
Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi
Allowable Bending Stress(Y-Y Axis): Fby'= 1105 psi
Combined Stress Factor: CSF= 0.66
NOTES
page
Project: M3684A3FT-1
- Northwest
/
Location: 14.BEAM ALONG STAIR ` " Architects Northwest Inc.
Multi-Loaded Multi-Span Beam of
[2015 International Building Code(2015 NDS)]
3.5 INx11.875INx11.25FT
1.55E Timberstrand LSL-iLevel Trus Joist StruCalc Version 10.0.1.6 4/24/2019 2:34:33 PM
Section Adequate By:41.5%
Controlling Factor:Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.20 IN L/679
Dead Load 0.06 in
Total Load 0.25 IN L/530
Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360
REACTIONS A
Live Load 2181 lb 2569 lb
Dead Load 618 lb 715 lb
Total Load 2799 lb 3284 lb
Bearing Length 0.89 in 1.04 in
BEAM DATA Center
Span Length 11.25 ft
Unbraced Length-Top 0 ft A 11.25 ft B
Unbraced Length-Bottom 11.25 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 0 plf
1.55E Timberstrand LSL-iLevel Trus Joist Uniform Dead Load 0 plf
Base Values Adjusted Beam Self Weight 13 plf
Bending Stress: Fb= 2325 psi Fb'= 2327 psi Total Uniform Load 13 plf
Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN
Shear Stress: Fv= 310 psi Fv'= 310 psi Load Number One Two
Cd=1.00 Left Live Load 360 plf 500 plf
Modulus of Elasticity: E= 1550 ksi E'= 1550 ksi Left Dead Load 90 plf 125 plf
Comp.1 to Grain: Fc- 1 = 900 psi Fc-1'= 900 psi Right Live Load 360 plf 500 plf
Controlling Moment: 8459 ft-lb Right Dead Load 90 plf 125 plf
6.08 Ft from left support of span 2(Center Span) Load Start 0 ft 6.25 ft
Created by combining all dead loads and live loads on span(s)2 Load End 6.25 ft 11.25 ft
Controlling Shear: -3285 lb Load Length 6.25 ft 5 ft
11.0 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: 43.62 in3 82.26 in3
Area(Shear): 15.89 in2 41.56 in2
Moment of Inertia(deflection): 345.26 in4 488.41 in4
Moment: 8459 ft-lb 15953 ft-lb
Shear: -3285 lb 8590 lb
NOTES
Project:M3684A3FT-1 page
JeffrArchity ects
let
rth
Location:X-GT1.OVER BEDRM 3 Architects Northwest Inc.
Multi-Loaded Multi-Span Beam • of
[2015 International Building Code(2015 NDS)]
(2)1.5 IN x 5.5 IN x 11.75 FT
#2-Hem-Fir-Dry Use StruCalc Version 10.0.1.6 4/24/2019 2:34:35 PM
Section Inadequate By: 1202.1%
Controlling Factor:Deflection/Depth Required 14.48 In.
DEFLECTIONS Center LOADING DIAGRAM
Live Load 3.17 IN L/44
Dead Load 1.93 in
Total Load 5.10 IN L/28
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/360
REACTIONS A
Live Load 2350 lb 2350 lb
Dead Load 1428 lb 1428 lb
Total Load 3778 lb 3778 lb
Bearing Length 3.11 in 3.11 in
w
BEAM DATA Center
Span Length 11.75 ft `
Unbraced Length-Top 0 ft A 11.75ft
Unbraced Length-Bottom 11.75 ft
Live Load Duration Factor 1.15
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 400 plf
#2-Hem-Fir Uniform Dead Load 240 plf
Base Values Adjusted Beam Self Weight 3 plf
Bending Stress: Fb= 850 psi Fb'= 1271 psi Total Uniform Load 643 plf
Cd=1.15 CF=1.30
Shear Stress: Fv= 150 psi Fv'= 173 psi
Cd=1.15
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi
Comp.L to Grain: Fc-1= 405 psi Fc-1'= 405 psi
Controlling Moment: 11098 ft-lb
5.88 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -3778 lb
12.0 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: Redd Provided
Section Modulus: 104.8 in3 15.13 in3
Area(Shear): 32.85 in2 16.5 in2
Moment of Inertia(deflection): 541.59 in4 41.59 in4
Moment: 11098 ft-lb 1602 ft-lb
Shear: -3778 lb 1898 lb
NOTES
page
Project: M3684A3FT-1 Jeffrey deRoulet
Location:X-GT2.OVER BEDRM 2 a]fil 2 Architects Northwest Inc.
Multi-Loaded Multi-Span Beam - of
[2015 International Building Code(2015 NDS)] .:
(2)1.5 IN x 5.5 IN x 11.75 FT
#2-Hem-Fir-Dry Use StruCalc Version 10.0.1.6 4/24/2019 2:34:36 PM
Section Inadequate By:967.6%
Controlling Factor:Deflection/Depth Required 14.75 In.
DEFLECTIONS Center LOADING DIAGRAM
Live Load 2.57 IN L/55
Dead Load 1.61 in
Total Load 4.18 IN L/34
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/360
REACTIONS A
Live Load 888 lb 2643 lb
Dead Load 567 lb 1638 lb
Total Load 1455 lb 4281 lb
Bearing Length 1.20 in 3.52 in
BEAM DATA Center
Span Length 11.75 ft
Unbraced Length-Top 0 ft A 11.75 ft B
Unbraced Length-Bottom 11.75 ft
Live Load Duration Factor 1.15
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 0 plf
#2-Hem-Fir Uniform Dead Load 0 plf
Base Values Adjusted Beam Self Weight 3 plf
Bending Stress: Fb= 850 psi Fb'= 1271 psi Total Uniform Load 3 plf
Cd=1.15 CF=1.30 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 150 psi Fv'= 173 psi Load Number One
Cd=1.15 Live Load 2031 lb
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 1269 lb
Comp. L to Grain: Fc-L= 405 psi Fc-L'= 405 psi Location 8 ft
Controlling Moment: 11521 ft-lb *Load obtained from Load Tracker.See Summary Report for details.
7.99 Ft from left support of span 2(Center Span) TRAPEZOIDAL LOADS-CENTER SPAN
Created by combining all dead loads and live loads on span(s)2 Load Number One
Controlling Shear: -4282 lb Left Live Load 400 plf
12.0 Ft from left support of span 2(Center Span) Left Dead Load 240 plf
Created by combining all dead loads and live loads on span(s)2 Right Live Load 400 plf
Right Dead Load 240 plf
Comparisons with required sections: Redd Provided Load Start 8 ft
Section Modulus: 108.8 in3 15.13 in3 Load End 11.75 ft
Area(Shear): 37.23 in2 16.5 in2 Load Length 3.75 ft
Moment of Inertia(deflection): 444.06 in4 41.59 in4
Moment: 11521 ft-lb 1602 ft-lb
Shear: -4282 lb 1898 lb
NOTES
Project:M3684A3FT-1 page
Archity ects
rth /
Location:X-HM1. HIP MASTER Architects Northwest Inc.
Multi-Loaded Multi-Span Beam \44.0.4,-*'' ^' of
[2015 International Building Code(2015 NDS)]
(2)1.5 INx5.5INx32.5FT
#2-Hem-Fir-Dry Use StruCalc Version 10.0.1.6 4/24/2019 2:34:37 PM
Section Inadequate By:8601.0%
Controlling Factor:Deflection/Depth Required 24.37 In.
DEFLECTIONS Center LOADING DIAGRAM
Live Load 58.02 IN L/7
Dead Load 36.24 in
Total Load 94.26 IN L/4
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/360
REACTIONS A
Live Load 2031 lb 2031 lb
Dead Load 1269 lb 1269 lb
Total Load 3300 lb 3300 lb
Bearing Length 2.72 in 2.72 in
w
BEAM DATA Center
Span Length 32.5 ft
Unbraced Length-Top O ft A 32.5 ft __ B
Unbraced Length-Bottom 32.5 ft
Live Load Duration Factor 1.15
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 125 plf
#2-Hem-Fir Uniform Dead Load 75 plf
Base Values Adjusted Beam Self Weight 3 plf
Bending Stress: Fb= 850 psi Fb'= 1271 psi Total Uniform Load 203 plf
Cd=1.15 CF=1.30
Shear Stress: Fv= 150 psi Fv'= 173 psi
Cd=1.15
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi
Comp.L to Grain: Fc-L= 405 psi Fc--- = 405 psi
Controlling Moment: 26812 ft-lb
16.25 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -3300 lb
32.0 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: 253.2 in3 15.13 in3
Area(Shear): 28.7 in2 16.5 in2
Moment of Inertia(deflection): 3619.09 in4 41.59 in4
Moment: 26812 ft-lb 1602 ft-lb
Shear: -3300 lb 1898 lb
NOTES