Specifications (47) r\(\s-roc-i -w-00(
REEIVED
C
ALAN DEC 52017
CITE'OF T IGARD
v _ DIG DIVISION
DESIGN ASSOCIATES, I N C.
OPTION PLAN
22122B
FOR
Peterman-Mitchell
RESIDENCE
GRAVITY LOADS BASED TO AF&PA NDS-12
FLOOR - 40# LIVE, 10# DEAD
ROOF - 25# SNOW
17# DEAD (SHAKE/COMP)
19# DEAD (CONC. TILE)
CEILING - 20# LIVE, 10# DEAD
DECKS - 40# LIVE, 10# DEAD
EXITS/STAIRS - 100# TOTAL LOAD
BEAM
CALCULATIONS
ALAN MASCORD DESIGN ASSOCIATES,INC. 2187 N.W.REED ST. SUITE 100. PORTLAND,OR. 97210
page
Project:221228-MITCHELL-PETERMAN(COMP ROOF) Larry Widdifield
Location:H1-SMALL HIPS OVER BR.3 StruCalc 9.0
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] � / Portland,OR 97210
1.5 IN x 13.25 IN x 6.17 FT (Actual 7.1 FT)
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:34 AM
Section Adequate By:728.9%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.00 IN L/MAX
Dead Load 0.00 in
Total Load 0.01 IN L/MAX
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 79 lb 158 lb
Dead Load 77 lb 139 lb
Total Load 156 lb 297 lb
Bearing Length 0.17 in 0.32 in
BEAM DATA Center I TRI
Span Length 6.17 ft
Unbraced Length-Top 0 ft A 6.17 ft
Unbraced Length-Bottom 6.17 ft
Beam End Elevation Difference 3.53 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center
Notch Depth 0.00
Uniform Live Load 0 plf
MATERIAL PROPERTIES Uniform Dead Load 0 plf
#2-Douglas-Fir-Larch Beam Self Weight 4 plf
Base Values Adjusted Total Uniform Load 4 plf
Bending Stress: Fb= 900 psi Fb'= 810 psi TRAPEZOIDAL LOADS-CENTER SPAN
Cd=1.00 CF=0.90 Load Number One
Shear Stress: Fv= 180 psi Fv'= 180 psi Left Live Load 0 plf
Cd=1.00 Left Dead Load 0 plf
Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Right Live Load 77 plf
Comp.±to Grain: Fc- = 625 psi Fc- = 625 psi Right Dead Load 52 plf
Controlling Moment: 357 ft-lb Load Start 0 ft
End 6.17 ft
3.515 Ft from left support of span 2(Center Span) Load
Le
Created by combining all dead loads and live loads on span(s)2 Load Length 6.17 ft
Controlling Shear: -152 lb
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: Req'd Provided
Section Modulus: 5.3 in3 43.89 in3
Area(Shear): 1.27 in2 19.88 in2
Moment of Inertia(deflection): 5.6 in4 290.78 in4
Moment: 357 ft-lb 2963 ft-lb
Shear: -152 lb 2385 lb
NOTES
page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF)
Larry Widdifield
Location:H4-LOWER END OF H3 OVER GARAGE rimige StruCalc 9.0
Multi-Loaded Multi-Span Beam meg 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] Portland,OR 97210
1.75 IN x 14.0 IN x 14.83 FT (Actual 17.2 FT)
1.9E Microllam-iLevel Trus Joist StruCalc Version 9.0.2.5 12/19/2016 5:24:34 AM
Section Adequate By. 146.3%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.18 IN L/1151
Dead Load 0.16 in
Total Load 0.34 IN L/612
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 460 lb 919 lb
Dead Load 427 lb 788 lb
Total Load 887 lb 1707 lb
Bearing Length 0.68 in 1.30 in
BEAM DATA Center
Span Length 14.83 ft
Unbraced Length-Top 0 ft 14.83rc i
Unbraced Length-Bottom 14.83 ft AB
Beam End Elevation Difference 8.72 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
Uniform Live Load 0 plf
MATERIAL PROPERTIES Uniform Dead Load 0 plf
1.9E Microllam-iLevel Trus Joist Beam Self Weight 8 plf
Base Values Adjusted Total Uniform Load 8 plf
Bending Stress. Fb= 2600 psi Fb'= 2546 psi TRAPEZOIDAL LOADS-CENTER SPAN
Cd=1.00 CF=0.98 Load Number One
Shear Stress. Fv= 285 psi Fv'= 285 psi
Cd=1.00 Left Live Load 0 plf
Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Left Dead Load 0 plf
Comp. L to Grain: Fc- L= 750 psi Fc- = 750 psi Right Live Load 186 plf
Right Dead Load 126 plf
Controlling Moment: 4925 ft-lb Load Start 0 ft
8.456 Ft from left support of span 2(Center Span) Load End 14.83 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 14.83 ft
Controlling Shear: -1218 lb
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: Req'd Provided
Section Modulus: 23.21 in3 57.17 in3
Area(Shear): 6.41 in2 24.5 in2
Moment of Inertia(deflection): 157.02 in4 400.17 in4
Moment: 4925 ft-lb 12129 ft-lb
Shear: -1218 lb 4655 lb
NOTES
page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) EN Larry Widdifield
Location:H3-HIP OVER MID BONUS StruCalc 9.0
Multi-Loaded Multi-Span Beam M. 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NOS)] � 4+►0 :.Portland,OR 97210
1.75 IN x 14.0 IN x 15.5 FT (Actual 18 FT)
1.9E Microllam-iLevel Trus Joist StruCalc Version 9.0.2.5 12/19/2016 5:24:34 AM
Section Adequate By:71.9%
Controlling Factor:Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.28 IN L/768
Dead Load 0.24 in
Total Load 0.52 IN L/413
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 695 lb 1196 lb
Dead Load 618 lb 1013 lb
Total Load 1313 lb 2209 lb TR2
Bearing Length 1.00 in 1.68 in
TR1
BEAM DATA Center -
Span Length 15.5 ft
Unbraced Length-Top 0 ft A 15.5
-
Unbraced Length-Bottom 15.5 ft
Beam End Elevation Difference 9.13 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 0 plf
MATERIAL PROPERTIES Uniform Dead Load 0 plf
1.9E Microllam-iLevel Trus Joist Beam Self Weight 8 plf
Base Values Adiusted Total Uniform Load 8 plf
Bending Stress: Fb= 2600 psi Fb'= 2546 psi TRAPEZOIDAL LOADS-CENTER SPAN
Cd=1.00 CF=0.98 Load Number One Two
Shear Stress: Fv= 285 psi Fv'= 285 psi Left Live Load 0 plf 25 plf
Cd=1.00 Left Dead Load 0 plf 17 plf
Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Right Live Load 97 plf 122 plf
Comp.1 to Grain: Fc-1= 750 psi Fc-1'= 750 psi Right Dead Load 66 plf 83 plf
Load Start Oft O ft
Controlling Moment: 6931 ft-lb Load End 15.5 ft 15.5 ft
8.677 Ft from left support of span 2(Center Span) Load Length 15.5 ft 15.5 ft
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -1591 lb
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: Req'd Provided
Section Modulus: 32.67 in3 57.17 in3
Area(Shear): 8.37 in2 24.5 in2
Moment of Inertia(deflection): 232.76 in4 400.17 in4
Moment: 6931 ft-lb 12129 ft-lb
Shear: -1591 lb 4655 lb
NOTES
page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF)
111111 Larry Widdifield
Location: H5-SMALL HIPS OVER BONUS StruCalc 9.0
Multi-Loaded Multi-Span Beam 110111 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] __„144,00$1....Portland,OR 97210
1.5 IN x 13.25 IN x 6.0 FT (Actual 7 FT)
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:34 AM
Section Adequate By: 773.6%
Controlling Factor Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.00 IN L/MAX
Dead Load 0.00 in
Total Load 0.01 IN L/MAX
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 77 lb 154 lb
Dead Load 75 lb 136 lb
Total Load 152 lb 290 lb
Bearing Length 0.16 in 0.31 in
BEAM DATA Center ,,
Span Length 6 ft A.
Unbraced Length-Top 0 ft
A 6 ft B
Unbraced Length-Bottom 6 ft
Beam End Elevation Difference 3.53 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
Uniform Live Load 0 plf
MATERIAL PROPERTIES Uniform Dead Load 0 plf
#2-Douglas-Fir-Larch Beam Self Weight 4 plf
Base Values Adiusted Total Uniform Load 4 plf
Bending Stress: Fb 900 psi Fb'= 810 SipTRAPEZOIDAL LOADS-CENTER SPAN
Cd=1.00 CF=090 Load Number One
Shear Stress: Fv= 180 psi Fv'= 180 psi Left Live Load 0 plf
Cd=1.00
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 0 plf
Comp.-I-to Grain: Fc-i= 625 psi Fc-1'= 625 psi Right Live Load 77 plf
Right Dead Load 52 plf
Controlling Moment: 339 ft-lb Load Start 0 ft
3.422 Ft from left support of span 2(Center Span) Load End 6 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 6 ft
Controlling Shear: -147 lb
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: Req'd Provided
Section Modulus: 5.02 in3 43.89 in3
Area(Shear) 1.23 in2 19.88 in2
Moment of Inertia(deflection): 5.2 in4 290,78 in4
Moment: 339 ft-lb 2963 ft-lb
Shear: -147 lb 2385 lb
NOTES
page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) Em Larry Widdifield
Location:H6-HIP OVER HALL StruCalc 9.0
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 or
[2015 International Building Code(2012 NDS)] .,.Portland,OR 97210
1.5 IN x 13.25 IN x 6.75 FT (Actual 7.8 FT)
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:34 AM
Section Adequate By: 127.5%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.02 IN L/5605
Dead Load 0.01 in
Total Load 0.03 IN L/3067
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 351 lb 486 lb
Dead Load 294 lb 399 lb
Total Load 645 lb 885 lb ` TR2 TR3
Bearing Length 0.69 in 0.94 in
TR1
BEAM DATA Center
Span Length 6.75 ft _ _ . _ ry
Unbraced Length-Top 0 ft A 6.75 ft
Unbraced Length-Bottom 6.75 ft
Beam End Elevation Difference 3.94 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 0 plf
MATERIAL PROPERTIES Uniform Dead Load 0 plf
#2-Douglas-Fir-Larch Beam Self Weight 4 plf
Base Values Adjusted Total Uniform Load 4 plf
Bending Stress: Fb= 900 psi Fb'= 810 psi TRAPEZOIDAL LOADS-CENTER SPAN
Cd=1.00 CF=0.90 Load Number One Two Three
Shear Stress: Fv= 180 psi Fv'= 180 psi Left Live Load 0 plf 63 plf 84 plf
Cd=1.00 Left Dead Load 0 plf 43 plf 57 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Right Live Load 84 plf 88 plf 100 plf
Comp.-I-to Grain: Fc- L= 625 psi Fc-1'= 625 psi Right Dead Load 57 plf 60 plf 68 plf
Load Start O ft O ft 4.08 ft
Controlling Moment: 1302 ft-lb Load End 6.75 ft 4.08 ft 6.75 ft
3.645 Ft from left support of span 2(Center Span) Load Length 6.75 ft 4.08 ft 2.67 ft
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -504 lb
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: Req'd Provided
Section Modulus: 19.29 in3 43.89 in3
Area(Shear): 4.2 in2 19.88 in2
Moment of Inertia(deflection): 22.76 in4 290.78 in4
Moment: 1302 ft-lb 2963 ft-lb
Shear: -504 lb 2385 lb
NOTES
Page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF)
MI Larry Widdifield
Location: H7-HIPS OVER STAIRS StruCalc 9.0
Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)) Portland,OR 97210
1.5 IN x 13.25 IN x 5.67 FT (Actual 6.6 FT)
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:34 AM
Section Adequate By. 954.9%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
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 67 lb 134 lb
Dead Load 67 lb 119 lb
Total Load 134 lb 253 lb
Bearing Length 0.14 in 0.27 in Rr.
BEAM DATA Center "
;
Span Length 5.67 ft
Unbraced Length-Top 0 ft A 5.67 ft B
Unbraced Length-Bottom 5.67 ft
Beam End Elevation Difference 3.33 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
Uniform Live Load 0 plf
MATERIAL PROPERTIES Uniform Dead Load 0 plf
#2-Douglas-Fir-Larch Beam Self Weight 4 plf
Base Values Adiusted Total Uniform Load 4 plf
Bending Stress. Fb= 900 psi Fb'= 810 psi TRAPEZOIDAL LOADS-CENTER SPAN
Cd=1.00 CF=0.90 Load Number One
Shear Stress: Fv= 180 psi Fv'= 180 psi Left Live Load 0 plf
Cd=1.00
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 0 plf
Comp.L to Grain: Fc- L= 625 psi Fc- = 625 psi Right Live Load 71 plf
Right Dead Load 48 plf
Controlling Moment: 281 ft-lb Load Start 0 ft
3.234 Ft from left support of span 2(Center Span) Load End 5.67 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 5.67 ft
Controlling Shear: -124 lb
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: Req'd Provided
Section Modulus: 4.16 in3 43.89 in3
Area(Shear). 1.03 in2 19.88 in2
Moment of Inertia(deflection): 4.07 in4 290.78 in4
Moment: 281 ft-lb 2963 ft-lb
Shear: -124 lb 2385 lb
NOTES
page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) ME Larry Widdifield
Location:H8-HIPS OVER BR.2 StruCalc 9.0
Multi-Loaded Multi-Span Beam ES 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] �y _Portland,OR 97210
1.5 IN x 13.25 IN x 7.75 FT (Actual 9 FT)
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:34 AM
Section Adequate By:319.9%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.01 IN L/9452
Dead Load 0.01 in
Total Load 0.02 IN L/4994
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 125 lb 251 lb
Dead Load 118 lb 217 lb
Total Load 243 lb 468 lb
Bearing Length 0.26 in 0.50 in
TR1j
BEAM DATA Center
Span Length 7.75 ftAO
Unbraced Length-Top 0 ft A 7.75 ft B
Unbraced Length-Bottom 7.75 ft
Beam End Elevation Difference 4.57 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 0 plf
MATERIAL PROPERTIES Uniform Dead Load 0 plf
#2-Douglas-Fir-Larch Beam Self Weight 4 plf
Base Values Adjusted Total Uniform Load 4 plf
Bending Stress: Fb= 900 psi Fb'= 810 psi TRAPEZOIDAL LOADS-CENTER SPAN
Cd=1.00 CF=0.90 Load Number One
Shear Stress: Fv= 180 psi Fv'= 180 psi Left Live Load 0 plf
Cd=1.00 Left Dead Load 0 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Right Live Load 97 plf
Comp.1 to Grain: Fc-L= 625 psi Fc--I-'= 625 psi Right Dead Load 66 plf
Load Start 0 ft
Controlling Moment: 706 ft-lb Load End 7.75 ft
4.419 Ft from left support of span 2(Center Span) Load Length 7.75 ft
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -268 lb
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: Req'd Provided
Section Modulus: 10.45 in3 43.89 in3
Area(Shear): 2.24 in2 19.88 in2
Moment of Inertia(deflection): 13.97 in4 290.78 in4
Moment: 706 ft-lb 2963 ft-lb
Shear: -268 lb 2385 lb
NOTES
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page
nE Larry Widdifield
Location:H9-HIP OVER FAMILY RM. StruCalc 9.0
Multi-Loaded Multi-Span Beam EN 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] _ .rad00,, Portland,OR 97210
1.75 IN x 14.0 IN x 15.58 FT (Actual 18.1 FT)
1.9E Microllam-iLevel Trus Joist StruCalc Version 9.0.2.5 12/19/2016 5:24:34 AM
Section Adequate By:37.2%
Controlling Factor:Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.36 IN L/608
Dead Load 0.30 in
Total Load 0.66 IN L/329
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 942 lb 1355 lb
Dead Load 813 lb 1139 lb
Total Load 1755 lb 2494 lb
Bearing Length 1.34 in 1.90 in TR2 TR3
BEAM DATA Center Tag
Span Length 15.58 ft _
Unbraced Length-Top 0 ft A 15.58 ft
B
Unbraced Length-Bottom 15.58 ft
Beam End Elevation Difference 9.13 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
Uniform Live Load 0 plf
MATERIAL PROPERTIES Uniform Dead Load 0 plf
1.9E Microllam-iLevel Trus Joist Beam Self Weight 8 plf
Base Values Adiusted Total Uniform Load 8 plf
Bending Stress: Fb= 2600 psi Fb'= 2546 psi TRAPEZOIDAL LOADS-CENTER SPAN
Cd=1.00 CF=0.98 Load Number One Two Three
Shear Stress: Fv= 285 psi Fv'= 285 psi Left Live Load 0 plf 57 plf 91 plf
Cd=1.00 Left Dead Load 0 plf 39 plf 62 plf
Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Right Live Load 97 plf 141 plf 106 plf
Comp.-I-to Grain: Fc--t-= 750 psi Fc-1'= 750 psi Right Dead Load 66 plf 96 plf 72 plf
Controlling Moment: 8619 ft-lb Load Start 0 ft 0 ft 13.42 ft
Load End 15.58 ft 13.42 ft 15.58 ft
8.567 Ft from left support of span 2(Center Span)
Load Length 15.58 ft 13.42 ft 2.16 ft
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -1861 lb
At a distanced 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: Req'd Provided
Section Modulus: 40.63 in3 57.17 in3
Area(Shear): 9.79 in2 24.5 in2
Moment of Inertia(deflection): 291.74 in4 400.17 in4
Moment: 8619 ft-lb 12129 ft-lb
Shear: -1861 lb 4655 lb
NOTES
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page
EN Larry Widdifield
Location:H10-HIPS OVER MASTER/BATH StruCalc 9.0
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] _Portland,OR 97210
1.75 IN x 14.0 IN x 16.58 FT (Actual 19.2 FT)
1.9E Microllam-iLevel Trus Joist StruCalc Version 9.0.2.5 12/19/2016 5:24:34 AM
Section Adequate By:63.0%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.32 IN L/733
Dead Load 0.27 in
Total Load 0.59 IN L/391
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 578 lb 1155 lb
Dead Load 529 lb 984 lb
Total Load 1107 lb 2139 lb
Bearing Length 0.84 in 1.63 in
r <
BEAM DATA Center
Span Length 16.58 ft
Unbraced Length-Top 0 ft A 16.58 ft B
Unbraced Length-Bottom 16.58 ft
Beam End Elevation Difference 9.75 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
Uniform Live Load 0 plf
MATERIAL PROPERTIES Uniform Dead Load 0 plf
1.9E Microllam-iLevel Trus Joist Beam Self Weight 8 plf
Base Values Adjusted Total Uniform Load 8 plf
Bending Stress: Fb= 2600 psi Fb'= 2546 psi TRAPEZOIDAL LOADS-CENTER SPAN
Cd=1.00 CF=0.98 Load Number One
Shear Stress: Fv= 285 psi Fv'= 285 psi
Cd=1.00 Left Live Load 0 plf
Leftd
Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi ight t Liva Load 209 plf
Load 0 plf
R
Comp.1 to Grain: Fc-1= 750 psi Fc--L'= 750 psi RigDead Dead Load 142 plf
Controlling Moment: 6888 ft-lb Load E 0 ft
9.448 Ft from left support of span 2(Center Span) Load Enndd 16.58 ft
Load Length 16.58 ft
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -1525 lb
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: Req'd Provided
Section Modulus: 32.47 in3 57.17 in3
Area(Shear): 8.03 in2 24.5 in2
Moment of Inertia(deflection): 245.5 in4 400.17 in4
Moment: 6888 ft-lb 12129 ft-lb
Shear: -1525 lb 4655 lb
NOTES
page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF)
IIIII Larry Widdifield
Location H11-HIPS OVER REAR PORCH StruCalc 9.0
Multi-Loaded Multi-Span Beam MI 2187 NW Reed St.Suite 100
[2015 International Building Code(2012 NDS)] of
19} 1:.Portland,OR 97210
1.75 IN x 14.01N x 14.83 FT (Actual 17.2 FT)
1.9E Microllam-iLevel Trus Joist
Section Adequate By: 146.3% StruCalc Version 9.0.2.5 12/19/2016 5:24:34 AM
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.18 IN L/1151
Dead Load 0.16 in
Total Load 0.34 IN L/612
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 460 lb 919 lb
Dead Load 427 lb 788 lb
Total Load 887 lb 1707 lb
Bearing Length 0.68 in 1.30 in
BEAM DATA Center
Span Length 14.83 ft
Unbraced Length-Top 0 ft A 14.83 ft B
Unbraced Length-Bottom 14.83 ft
Beam End Elevation Difference 8.72 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
Uniform Live Load 0 plf
MATERIAL PROPERTIES Uniform Dead Load 0 plf
1.9E Microllam-iLevel Trus Joist Beam Self Weight 8 plf
Base Values Adjusted Total Uniform Load 8 plf
Bending Stress: Fb= 2600 psi Fb'= 2546 psi TRAPEZOIDAL LOADS-CENTER SPAN
Cd=1.00 CF=0.98 Load Number One
Shear Stress: Fv= 285 psi Fv'= 285 psi
Cd=1.00 Left Live Load 0 plf
Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Left Dead Load 0 plf
Comp. L to Grain: Fc- t = 750 psi Fc- = 750 psi Right Live Load 186 plf
Right Dead Load 126 plf
Controlling Moment: 4925 ft-lb Load Start 0 ft
8.456 Ft from left support of span 2(Center Span) Load End 14.83 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 14.83 ft
Controlling Shear: -1218 lb
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: Req'd Provided
Section Modulus: 23.21 in3 57.17 in3
Area(Shear) 6.41 in2 24.5 in2
Moment of Inertia(deflection): 157.02 in4 400.17 in4
Moment: 4925 ft-lb 12129 ft-lb
Shear. -1218 lb 4655 lb
NOTES
page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) ER Larry Widdifield
Location:V1-VALLEY OVER OFFICE StruCalc 9.0
Multi-Loaded Multi-Span Beam KE 2187 NW Reed St.Suite 100 or
[2015 International Building Code(2012 NDS)] re ,,.Portland,OR 97210
1.75 IN x 14.0 IN x 14.83 FT (Actual 17.2 FT)
1.9E Microllam-iLevel Trus Joist StruCalc Version 9.0.2.5 12/19/2016 5:24:34 AM
Section Adequate By: 102.5%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.22 IN L/931
Dead Load 0.19 in
Total Load 0.41 IN L/500
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 623 lb 1083 lb
Dead Load 556 lb 917 lb
Total Load 1179 lb 2000 lb ¢ 'R2
Bearing Length 0.90 in 1.52 in
TRI
BEAM DATA Center
Span Length 14.83 ft
Unbraced Length-Top 0 ft A 14.83 ft B
Unbraced Length-Bottom 14.83 ft
Beam End Elevation Difference 8.72 ft
Live Load Duration Factor1 00 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 0 plf
MATERIAL PROPERTIES Uniform Dead Load 0 plf
1.9E Microllam-iLevel Trus Joist Beam Self Weight 8 plf
Base Values Adjusted Total Uniform Load 8 plf
Bending Stress: Fb= 2600 psi Fb'= 2546 psi TRAPEZOIDAL LOADS-CENTER SPAN
Cd=1.00 CF=0.98 Load Number One Two
Shear Stress: Fv= 285 psi Fv'= 285 psi Left Live Load 0 plf 22 plf
Cd=1.00 Left Dead Load 0 plf 15 plf
Modulus of Elasticity: E= 1900 ksi E= 1900 ksi Right Live Load 93 plf 115 plf
Comp. to Grain: Fc-1= 750 psi Fc- = 750 psi Right Dead Load 63 plf 78 plf
Load Start Oft O ft
Controlling Moment: 5988 ft-lb Load End 14.83 ft 14.83 ft
8.301 Ft from left support of span 2(Center Span) Load Length 14.83 ft 14.83 ft
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -1440 lb
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: Req'd Provided
Section Modulus: 28.22 in3 57.17 in3
Area(Shear): 7.58 in2 24.5 in2
Moment of Inertia(deflection): 192.25 in4 400.17 in4
Moment: 5988 ft-lb 12129 ft-lb
Shear: -1440 lb 4655 lb
NOTES
Project.221228-MITCHELL-PETERMAN(COMP ROOF) page
IMI Larry Widdifield
Location:V2-UPPER END OF V1 OVER HALL NE StruCalc 9.0
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] Portland.OR 97210
1.75 IN x 14.0 IN x 8.83 FT (Actual 10.2 FT) �"" '�
1.9E Microllam-iLevel Trus Joist
Section Adequate By:678.6% StruCalc Version 9.0.2.5 12/19/2016 5:24:34 AM
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.02 IN L/6154
Dead Load 0.02 in
Total Load 0.04 IN L/3248
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 243 lb 476 lb
Dead Load 231 lb 414 lb
Total Load 474 lb 890 lb
Bearing Length 0.36 in 0.68 in
TR2 TR3
BEAM DATA Center TRI
Span Length 8.83 ft
1 :
Unbraced Length-Top 0 ft A 8.83 ft B
Unbraced Length-Bottom 8.83 ft
Beam End Elevation Difference 5.19 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
Uniform Live Load 0 plf
MATERIAL PROPERTIES Uniform Dead Load 0 plf
1 9E Microllam-iLevel Trus Joist Beam Self Weight 8 plf
Base Values Adiusted Total Uniform Load 8 plf
Bending Stress: Fb= 2600 psi Fb'= 2546 psi TRAPEZOIDAL LOADS-CENTER SPAN
Cd=1.00 CF=0.98
Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number One Two Three
Cd=1.00 Left Live Load 0 plf 0 plf 84 plf
Modulus of Elasticity: E= 1900 ksi E= 1900 ksi Left Dead Load 0 plf 0 plf 57 plf
Comp.-L.to Grain: Fc--L= 750 psi Fc--L'= 750 psi Right Live Load 56 Of 84 plf 97 plf
Right Dead Load 38 plf 57 plf 66 plf
Controlling Moment: 1558 ft-lb Load Start 0 ft 0 ft 6.75 ft
5.035 Ft from left support of span 2(Center Span) Load End 8.83 ft 6.75 ft 8.83 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 8.83 ft 6.75 ft 2.08 ft
Controlling Shear: -540 lb
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: Req'd Provided
Section Modulus: 7.34 in3 57.17 in3
Area(Shear). 2.84 in2 24.5 in2
Moment of Inertia(deflection): 29.57 in4 400.17 in4
Moment: 1558 ft-lb 12129 ft-lb
Shear: -540 lb 4655 lb
NOTES
page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) EN Larry Widdifield -
Location:V3-VALLEY OVER MASTER StruCalc 9.0
Multi-Loaded Multi-Span Beam on 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] --, rirr 9a1:Portland,OR 97210
1.5 IN x 13.25 IN x 7.75 FT (Actual 9 FT)
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM
Section Adequate By: 103.9%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.02 IN L/4372
Dead Load 0.02 in
Total Load 0.05 IN L/2386
Live Load Deflection Criteria:11360 Total Load Deflection Criteria:11240
REACTIONS A B
Live Load 344 lb 470 lb
Dead Load 289 lb 388 lb
Total Load 633 lb 858 lb
Bearing Length 0.68 in 0.92 in TR2
TR1
BEAM DATA Center
Span Length 7.75 ft
Unbraced Length-Top 0 ft A 7.75 ft B
Unbraced Length-Bottom 7.75 ft
Beam End Elevation Difference 4.57 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 0 plf
MATERIAL PROPERTIES Uniform Dead Load 0 plf
#2-Douglas-Fir-Larch Beam Self Weight 4 plf
Base Values Adjusted Total Uniform Load 4 plf
Bending Stress: FID= 900 psi Fb'= 810 psi TRAPEZOIDAL LOADS-CENTER SPAN
Cd=1.00 CF=0.90 Load Number One Two
Shear Stress: Fv= 180 psi Fv'= 180 psi Left Live Load 0 plf 56 plf
Cd=1.00 Left Dead Load 0 plf 38 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Right Live Load 49 plf 105 plf
Comp. L to Grain: Fc- L= 625 psi Fc--I-'= 625 psi Right Dead Load 33 plf 71 plf
Load Start Oft O ft
Controlling Moment: 1453 ft-lb Load End 7.75 ft 7.75 ft
4.186 Ft from left support of span 2(Center Span) Load Length 7.75 ft 7.75 ft
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -524 lb
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: Req'd Provided
Section Modulus: 21.52 in3 43.89 in3
Area(Shear): 4.36 in2 19.88 in2
Moment of Inertia(deflection): 29.25 in4 290.78 in4
Moment: 1453 ft-lb 2963 ft-lb
Shear: -524 lb 2385 lb
NOTES
Project:221228-MITCHELL-PETERMAN(COMP ROOF) page
ME Larry Widdifield
Location:R1-RIDGE BM OVER MASTER StruCalc 9.0
Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St.Suite 100
[2015 International Building Code(2012 NDS)] °f
r ' .�, :.Portland,OR 97210
1.751Nx14.01Nx7.25FT
1 9E Microllam-iLevel Trus Joist
Section Adequate By:286.1% StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM
Controlling Factor:Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.02 IN L/3797
Dead Load 0.02 in
Total Load 0.04 IN L/2222
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 934 lb 1212 lb
Dead Load 664 lb 853 lb
Total Load 1598 lb 2065 lb
Bearing Length 1.22 in 1.57 in ±' t
BEAM DATA Center
Span Length 7.25 ft -
Unbraced Length-Top 0 ft A 7.25 ft B
Unbraced Length-Bottom 7.25 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 0 plf
1.9E Microllam-iLevel Trus Joist Uniform Dead Load 0 plf
Base Values Adjusted Beam Self Weight 8 plf
Bending Stress: Fb= 2600 psi Fb'= 2546 psi Total Uniform Load 8 plf
Cd=1.00 CF=0.98
Shear Stress: Fv= 285 psi Fv'= 285 psi TRAPEZOIDAL LOADS-CENTER SPAN
Cd=1.00 Load Number One Two Three
Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Left Live Load 147 plf 294 plf 79 plf
Comp. to Grain. Fc-J = 750 psi Fc-1'= 750 psi Left Dead Load 100 plf 200 plf 54 plf
Right Live Load 147 plf 294 plf 148 plf
Controlling Moment: 3126 ft-lb Right Dead Load 100 plf 200 plf 101 plf
3.84 Ft from left support of span 2(Center Span) Load Start 0 ft 5.5 ft 0 ft
Created by combining all dead loads and live loads on span(s)2 Load End 5.5 ft 7.25 ft 7.25 ft
Controlling Shear: 1206 Ib Load Length 5.5 ft 1.75 ft 7.25 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: Req'd Provided
Section Modulus: 14.73 in3 57.17 in3
Area(Shear): 6.35 in2 24.5 in2
Moment of Inertia(deflection): 43.22 in4 400.17 in4
Moment: 3126 ft-lb 12129 ft-lb
Shear: -1206 lb 4655 lb
NOTES
page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) En Larry Widdifield
Location:R2-RIDGE BM OVER UPPER HALL StruCalc 9.0
Multi-Loaded Multi-Span Beam ES 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] e0aI.:Portland,OR 97210
1.75 IN x 14.0 IN x 13.0 FT
1.9E Microllam-iLevel Trus Joist StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM
Section Adequate By: 18.4%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.24 IN L/651
Dead Load 0.17 in
Total Load 0.41 IN L/381
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 1859 lb 1793 lb
Dead Load 1315 lb 1270 lb
Total Load 3174 lb 3063 lb
Bearing Length 2.42 in 2.33 in TR1 TR2
BEAM DATA Centerywm,s --
Span Length 13 ft
Unbraced Length-Top 0 ft A
Unbraced Length-Bottom 13 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 0 plf
1.9E Microllam-iLevel Trus Joist Uniform Dead Load 0 plf
Base Values Adiusted Beam Self Weight 8 plf
Bending Stress: Fb= 2600 psi Fb'= 2546 psi Total Uniform Load 8 plf
Cd=1.00 CF=0.98 TRAPEZOIDAL LOADS-CENTER SPAN
Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number One Two
Cd=1.00 Left Live Load 288 plf 263 plf
Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Left Dead Load 196 plf 179 plf
Comp. to Grain: Fc- = 750 psi Fc- L'= 750 psi Right Live Load 288 plf 263 plf
Right Dead Load 196 Of 179 plf
Controlling Moment: 10245 ft-lbLoad Start 0 ft 9.33 ft
6.5 Ftfrom left support of span 2(Center Span) Load End 9.33 ft 13 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 9.33 ft 3.67 ft
Controlling Shear: 2663 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: 48.29 in3 57.17 in3
Area(Shear): 14.01 in2 24.5 in2
Moment of Inertia(deflection): 251.83 in4 400.17 in4
Moment: 10245 ft-lb 12129 ft-lb
Shear: 2663 lb 4655 lb
NOTES
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page
EN Larry Widdifield
Location:H2-HIP OVER BR. 3 StruCalc 9.0
Multi-Loaded Multi-Span Beam IIIIII 2187 NW Reed St.Suite 100
[2015 International Building Code(2012 NDS)] °f
0}6.Portland,OR 97210
1.75 IN x 14.0 IN x 14.17 FT (Actual 16.4 FT)
1.9E Microllam-iLevel Trus Joist
Section Adequate By. 135.0% StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.17 IN L/1136
Dead Load 0.15 in
Total Load 0.32 IN L/607
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 554 lb 998 lb
Dead Load 501 lb 851 lb
Total Load 1055 lb 1849 lb
Bearing Length 0.80 in 1.41 in TR2 TR3
BEAM DATA Center rR1
Span Length 14.17 ft ''
Unbraced Length-Top 0 ft A 14.17 ft B
Unbraced Length-Bottom 14.17 ft
Beam End Elevation Difference 8.3 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
Uniform Live Load 0 plf
MATERIAL PROPERTIES Uniform Dead Load 0 plf
1.9E Microllam-iLevel Trus Joist Beam Self Weight 8 plf
Base Values Adjusted Total Uniform Load 8 plf
Bending Stress: Fb= 2600 psi Fb'= 2546 psi
Cd=1.00 CF=0.98 TRAPEZOIDAL LOADS-CENTER SPAN
Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number One Two Three
Cd=1.00 Left Live Load 0 plf 19 plf 109 plf
Modulus of Elasticity: E= 1900 ksi E= 1900 ksi Left Dead Load 0 plf 13 plf 74 plf
Comp to Grain: Fc--L= 750 psi Fc-1'= 750 psi Right Live Load 88 plf 94 plf 122 plf
Right Dead Load 60 plf 64 plf 83 plf
Controlling Moment: 5160 ft-lb Load Start 0 ft 0 ft 12 ft
7.938 Ft from left support of span 2(Center Span) Load End 14.17 ft 12 ft 14.17 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 14.17 ft 12 ft 2.17 ft
Controlling Shear: -1275 lb
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: Req'd Provided
Section Modulus: 24.32 in3 57.17 in3
Area(Shear). 6.71 in2 24.5 in2
Moment of Inertia(deflection): 158.16 in4 400.17 in4
Moment: 5160 ft-lb 12129 ft-lb
Shear -1275 lb 4655 lb
NOTES
page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) no Larry Widdifield
Location:R3-RIDGE BM OVER UPPER FOYER StruCalc 9.0
Multi-Loaded Multi-Span Beam EW 2187 NW Reed St.Suite 100 or
[2015 International Building Code(2012 NDS)] -44, f9a Portland,OR 97210
1.75 IN x 14.01N x 17.75 FT
1.9E Microllam-iLevel Trus Joist StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM
Section Adequate By:75.0%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.29 IN L/738
Dead Load 0.22 in
Total Load 0.51 IN L/420
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 822 lb 937 lb
Dead Load 628 lb 703 lb
Total Load 1450 lb 1640 lb TR4
Bearing Length 1.10 in 1.25 inTRI I TR3
TR2
BEAM DATA Center -- - �"" Ti-misualamoinwijj
Span Length 17.75 ft
Unbraced Length-Top 0 ft A 17.75 ft B
Unbraced Length-Bottom 17.75 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 0 plf
1.9E Microllam-iLevel Trus Joist Uniform Dead Load 0 plf
Base Values Adjusted BeamSelf Weight 8 p11
Bending Stress: Fb= 2600 psi Fb'= 2546 psi Total Uniform Load 8 pIf
Cd=1.00 CF=0.98 TRAPEZOIDAL LOADS-CENTER SPAN
Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number One Two Three Four
Cd=1.00 Left Live Load 88 plf 41 plf 89 p11 79 p11
Modulus of Elasticity: E= 1900 ksi E.= 1900 ksi LeftDead Load 60 plf 27 plf 60 plf 54 p11
Comp.1 to Grain: Fc--I-= 750 psi Fc-1'= 750 psi Right Live Load 88 plf 41 plf 89 plf 0 pIf
Right Dead Load 60 plf 27 plf 60 plf 0 plf
Controlling Moment: 6752 ft-lb Load Start 0 ft 11.5 ft 12.67 ft 11.5 ft
9.23 Ft from left support of span 2(Center Span) Load End 11.5 ft 12.67 ft 17.75 ft 17.75 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 11.5 ft 1.17 ft 5.08 ft 6.25 ft
Controlling Shear: -1461 lb
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: Reo'd Provided
Section Modulus: 31.82 in3 57.17 in3
Area(Shear): 7.69 in2 24.5 in2
Moment of Inertia(deflection): 228.64 in4 400.17 in4
Moment: 6752 ft-lb 12129 ft-lb
Shear: -1461 lb 4655 lb
NOTES
page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF)
Larry Widdifield
Location:U1-MULTJSTS OVER SIDE BR.3 BAY StruCalc 9.0
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] Portland,OR 97210
(2) 1.51Nx7.251Nx8.OFT 'r°R ':
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM
Section Adequate By:20.1%
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 0.08 IN L/1268
Dead Load 0.06 in
Total Load 0.13 IN L/733
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 406 lb 406 lb
Dead Load 282 lb 282 lb
Total Load 688 lb 688 lb
Bearing Length 0.37 in 0.37 in
BEAM DATA Center
w
Span Length 8 ft
l •
Unbraced Length-Top 0 ft A -- arc B
Unbraced Length-Bottom 8 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 62 plf
#2-Douglas-Fir-Larch Uniform Dead Load 31 plf
Base Values Adjusted Beam Self Weight 5 plf
Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 98 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
Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Live Load 316 Ib
Comp. L to Grain: Fc- = 625 psi Fc- '= 625 psi Dead Load 278 lb
Location 4 ft
Controlling Moment: 1970 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: -633 lb
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: Red Provided
Section Modulus: 21.89 in3 26.28 in3
Area(Shear): 5.28 in2 21.75 in2
Moment of Inertia(deflection): 31.17 in4 95.27 in4
Moment: 1970 ft-lb 2365 ft-lb
Shear: -633 lb 2610 lb
NOTES
Page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) �� Larry Widdifield
Location:U2-MULT JSTS OVER BR.3 StruCalc 9.0
Multi-Loaded Multi-Span Beam �� 2187 NW Reed St.Suite 100 0
[2015 International Building Code(2012 NDS)] mea Portland,OR 97210
(2)1.5INx7.251Nx8.0FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM
Section Adequate By:60.0%
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 0.07 IN L/1430
Dead Load 0.04 in
Total Load 0.11 IN L/864
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 511 lb 377 lb
Dead Load 336 lb 246 lb
Total Load 847 Ib 623 Ib
Bearing Length 0.45 in 0.33 in
w
BEAM DATA Center
Span Length 8 ft A
•
Unbraced Length-Top O ft A 8 ft B
Unbraced Length-Bottom 8 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 40 plf
#2-Douglas-Fir-Larch Uniform Dead Load 20 plf
Base Values Adiusted Beam Self Weight 5 plf
Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 65 plf
Cd=1.00 CF=9.20 TRAPEZOIDAL LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One
Cd=1.00 Left Live Load 121 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 82 plf
Comp.-1-to Grain: Fc-L= 625 psi Fc-L'= 625 psi Right Live Load 21 plf
Right Dead Load 14 plf
Controlling Moment: 1478 ft-lb Load Start 0 ft
3.68 Ft from left support of span 2(Center Span) Load End 8 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 8 ft
Controlling Shear: 700 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: 16.42 in3 26.28 in3
Area(Shear). 5.84 in2 21.75 in2
Moment of Inertia(deflection): 26.46 in4 95.27 in4
Moment: 1478 ft-lb 2365 ft-lb
Shear. 700 lb 2610 lb
NOTES
page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF)
El Larry Widdifield
Location:U3-MAIN BM OVER BR. 3 StruCaic 9.0
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] Portland,OR 97210
5.51N x 7.5 IN x 11.33 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM
Section Adequate By:20.4%
Controlling Factor Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.28 IN L/486
Dead Load 0.19 in
Total Load 0.47 IN L/289
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 1473 lb 1408 lb
Dead Load 1058 lb 937 lb
Total Load 2531 lb 2345 lb 3 f
Bearing Length 0.71 in 0.66 in
BEAM DATA Center
Span Length 11.33 ft
Unbraced Length-Top 0 ft A 11.33 ft B
Unbraced Length-Bottom 11.33 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1
Camber Required 0.19 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 0 plf
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 TRAPEZOIDAL LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled try: Load Number One Two Three
Fb_cmpr= 1850 psi Fb'= 2400 psi Left Live Load 251 plf 178 plf 125 plf
Cd=1.00
Shear Stress. Fv= 265 psi Fv'= 265 psi Left Dead Load 185 plf 105 plf 85 plf
Cd=1.00 Right Live Load 251 plf 178 plf 31 plf
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Right Dead Load 185 plf 105 pIf 21 plf
Comp.1 to Grain: Fc- = 650 psi Fc-1'= 650 psi Load Start 0 ft 3.83 ft 3.83 ft
Load End 3.83 ft 11.33 ft 11.33 ft
Controlling Moment: 7130 ft-lb Load Length 3.83 ft 7.5 ft 7.5 ft
5.55 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 2279 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: 35.65 in3 51.56 in3
Area(Shear): 12.9 in2 41.25 in2
Moment of Inertia(deflection): 160.61 in4 193.36 in4
Moment: 7130 ft-lb 10313 ft-lb
Shear: 2279 lb 7288 lb
NOTES
page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) En Larry Widdifield
Location:U4-BM OVER REAR BR.2 StruCalc 9.0
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 or
[2015 International Building code(2012 NDS)] --: 4y :.Portland,OR 97210
3.5 IN x 9.25 IN x 10.33 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM
Section Adequate By: 13.0%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.10 INL/1186
Dead Load 0.08 in
Total Load 0.18 IN L/682
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 628 lb 628 lb 1
Dead Load 444 lb 445 lb
Total Load 1072 lb 1073 lb
Bearing Length 0.49 in 0.49 in
BEAM DATA Center 1
Span Length 10.33 ft
Unbraced Length-Top 0 ft A 10.33 ft
Unbraced Length-Bottom 10.33 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 73 plf
#2-Douglas-Fir-Larch Uniform Dead Load 37 plf
Base Values Adjusted Beam Self Weight 7 plf
Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 117 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 502 Ib
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 434 lb
Comp.1 to Grain: Fc--I-= 625 psi Fc--t-'= 625 psi Location 5.17 ft
Controlling Moment: 3976 ft-lb
5.16 Ft from left support of span 2(Center Span)
Created by combining all dead loads andlive loads on span(s)2
Controlling Shear: -988 lb
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: Reo'd Provided
Section Modulus: 44.17 in3 49.91 in3
Area(Shear): 8.24 in2 32.38 in2
Moment of Inertia(deflection): 81.21 in4 230.84 in4
Moment: 3976 ft-lb 4492 ft-lb
Shear: -988 lb 3885 lb
NOTES
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page
IR Larry Widdifield
Location:U5-BM OVER BR.2 StruCalc 9.0
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] Portland,OR 97210
5.5 INx11.5INx10.33FT1s ''
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM
Section Adequate By: 37.3%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.08 IN L/1502
Dead Load 0.05 in
Total Load 0.14 IN L/908
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 1508 lb 1508 lb
Dead Load 985 lb 985 lb
Total Load 2493 lb 2493 lb
Bearing Length 0.73 in 0.73 in
BEAM DATA Center
Span Length 10.33 ft
Unbraced Length-Top 0 ft A 10.3"( B
Unbraced Length-Bottom 10.33 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 292 plf
#2-Douglas-Fir-Larch Uniform Dead Load 177 plf
Base Values Adjusted Beam Self Weight 14 plf
Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 483 plf
Cd=1.00 CF=1.00
Shear Stress: Fv= 170 psi Fv'= 170 psi
Cd=1.00
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi
Comp.-1-to Grain: Fc- L= 625 psi Fc--12= 625 psi
Controlling Moment: 6439 ft-lb
5.16 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 2044 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: 88.3 in3 121.23 in3
Area(Shear): 18.04 in2 63.25 in2
Moment of Inertia(deflection): 184.16 in4 697.07 in4
Moment: 6439 ft-lb 8840 ft-lb
Shear: 2044 lb 7168 lb
NOTES
page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) mg Larry Widdifield -
Location:U6-RIDGE/BM OVER UPPER FAMILY RM. StruCalc 9.0
Multi-Loaded Multi-Span Beam KE 2187 NW Reed St.Suite 100 /".
[2015 International Building Code(2012 NDS)] __,,', jea:Portland,OR 97210
5.51N x 15.01N x 19.17 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM
Section Adequate By: 51.2%
Controlling Factor:Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.37 IN L/625
Dead Load 0.27 in
Total Load 0.63 IN L/363 1
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 3319 lb 2838 lb
Dead Load 2312 lb 2131 lb TR2 TR3
Total Load 5631 lb 4969 lb TR1 TR4
Bearing Length 1.58 in 1.39 in
w
BEAM DATA Center
Span Length 19.17 ft
Unbraced Length-Top 0 ft A 19.17 ft B
Unbraced Length-Bottom 19.17 ft
Live Load Duration Factor 1.00
Camber Adj.Factor 1 UNIFORM LOADS Center
Camber Required 0.27 Uniform Live Load 131 plf
Notch Depth 0.00 Uniform Dead Load 89 plf
MATERIAL PROPERTIES Beam Self Weight 18 plf
24F-V4-Visually Graded Western Species Total Uniform Load 238 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by. Load Number One
Fb_cmpr= 1850 psi Fb'= 2352 psi Live Load 942 lb
Cd=1.00 Cv=0.98 Dead Load 818 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 13 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 Three Four
Left Live Load 112 plf 113 plf 138 plf 0 plf
Controlling Moment: 26605 ft-lb Left Dead Load 56 plf 77 plf 94 plf 0 plf
9.97 Ft from left support of span 2(Center Span) Right Live Load 112 plf 138 plf 0 plf 77 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 56 plf 94 plf 0 plf 52 plf
Controlling Shear: 4932 lb Load Start O ft O ft 2 ft 13 ft
At a distanced from left support of span 2(Center Span) Load End 13 ft 2 ft 13 ft 19.17 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 13 ft 2 ft 11 ft 6.17 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 135.75 in3 206.25 in3
Area(Shear): 27.91 in2 82.5 in2
Moment of Inertia(deflection): 1023.26 in4 1546.88 in4
Moment: 26605 ft-lb 40423 ft-lb
Shear: 4932 lb 14575 lb
NOTES
page
Project:221228-MITCHELL-PETERMAN(COMP ROOF)
Larry Widdifield
Location:U7-MULT JSTS OVER STAIRS StruCalc 9.0
Multi-Loaded Multi-Span Beam 11111 2187 NW Reed St.Suite 100
[2015 International Building Code(2012 NDS)] °f
{2)1.51Nx7.251Nx7.33FT ''��"�•'
Portland,OR 97210
#2-Douglas-Fir-Larch-Dry Use
Section Adequate By: 54.7% StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM
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 0.05 IN L/1788
Dead Load 0.04 in
Total Load 0.09 IN L/1031
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 343 lb 343 lb
Dead Load 239 lb 239 lb
Total Load 582 lb 582 lb
Bearing Length 0.31 in 0.31 in
BEAM DATA Center w
Span Length 7.33 ft
Unbraced Length-Top 0 ft A — 7.33 ftli
Unbraced Length-Bottom 7.33 ft B
Live Load Duration Factor 1.00
Notch Depth 0.00
UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 57 plf
#2-Douglas-Fir-Larch Uniform Dead Load 28 plf
Base Values Adiusted Beam Self Weight 5 plf
Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 90 plf
Cd=1.00 CF=1.20
Shear Stress: Fv= 180 psi Fv'= 180 psi POINT LOADS-CENTER SPAN
Cd=1.00 Load Number One
Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Live Load 268 lb
Comp.-L to Grain: Fc--L= 625 psi Fc--L'= 625 psi Dead Load 238 lb
Location 3.67 ft
Controlling Moment: 1529 ft-lb
3.66 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -530 lb
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: Req'd Provided
Section Modulus: 16.98 in3 26.28 in3
Area(Shear): 4.41 in2 21.75 in2
Moment of Inertia(deflection): 22.17 in4 95.27 in4
Moment: 1529 ft-lb 2365 ft-lb
Shear: -530 lb 2610 lb
NOTES
page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) Mg Larry Widdifield
Location:U8-BM OVER RAILING StruCalc 9.0
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] y,r9 Portland,OR 97210
3.125 IN x 9.01N x 10.5 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM
Section Adequate By: 18.4%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.19 IN L/663
Dead Load 0.15 in
Total Load 0.34 IN L/373
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS f1 B
Live Load 709 lb 1242 lb
Dead Load 537 lb 965 lb
Total Load 1246 lb 2207 lb
Bearing Length 0.61 in 1.09 in
BEAM DATA Center f
Span Length 10.5 ft Alk 10.5 ft
Unbraced Length-Top 0 ft A
Unbraced Length-Bottom 10.5 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.15 Uniform Live Load 40 plf
Notch Depth 0.00 Uniform Dead Load 20 plf
MATERIAL PROPERTIES Beam Self Weight 6 plf
24F-V4-Visually Graded Western Species Total Uniform Load 66 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 1531 lb
Cd=1.00 Dead Load 1228 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 7.08 ft
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Comp.-1-to Grain: Fc- = 650 psi Fc--- = 650 psi
Controlling Moment: 7128 ft-lb
7.03 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -2159 lb
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: Req'd Provided
Section Modulus: 35.64 in3 42.19 in3
Area(Shear): 12.22 in2 28.13 in2
Moment of Inertia(deflection): 122.08 in4 189.84 in4
Moment: 7128 ft-lb 8438 ft-lb
Shear: -2159 lb 4969 lb
NOTES
Page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF)
11111 Larry Widdifield
Location: U9-BM OVER STAIRS Emi StruCalc 9.0
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NOS)] - AV0s�.kr .-Portland,OR 97210
5.51Nx9.51Nx7.33FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM
Section Adequate By.23.5%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.05 IN L/1743
Dead Load 0.03 in
Total Load 0.08 IN L/1038
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A B 1
Live Load 1195 lb 1344 lb
Dead Load 795 lb 898 lb
Total Load 1990 lb 2242 lb
Bearing Length 0.58 in 0.65 in
BEAM DATA
Center
Span Length 7.33 ft - •
Unbraced Length-Top 0 ft A 7.33 ft
Unbraced Length-Bottom 7.33 ft
B
Live Load Duration Factor 1.00
Notch Depth 0.00
UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 0 plf
#2-Douglas-Fir-Larch Uniform Dead Load 0 plf
Base Values Adiusted Beam Self Weight 11 plf
Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 11 plf
Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One
Cd=1.00 Live Load 709 Ib
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 537 lb
Comp.- to Grain: Fc-d-= 625 psi Fc-1'= 625 psi Location 4.17 ft
Controlling Moment: 4883 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN
4.18 Ft from left support of span 2(Center Span) Load Number One Two Three
Created by combining all dead loads and live loads on span(s)2 Left Live Load 240 plf 162 plf 90 plf
Controlling Shear: -1909 lb Left Dead Load 141 plf 85 plf 61 plf
At a distanced from right support of span 2(Center Span) Right Live Load 240 pif 162 plf 121 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 141 plf 85 plf 82 plf
Load Start 0 ft 4.75 ft 4.75 ft
Comparisons with required sections: Req'd Provided Load End 4.75 ft 7.33 ft 7.33 ft
Section Modulus: 66.96 in3 82.73 in3 Load Length 4.75 ft 2.58 ft 2.58 ft
Area(Shear): 16.85 in2 52.25 in2
Moment of Inertia(deflection): 90.88 in4 392.96 in4
Moment: 4883 ft-lb 6032 ft-lb
Shear: -1909 lb 5922 lb
NOTES
page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) En Larry Widdifield
Location:U10-BM OVER BATH/HALL StruCalc 9.0
Multi-Loaded Multi-Span Beam no 2187 NW Reed St.Suite 100 or
[2015 International Building Code(2012 NDS)] _44 i a a....Portland,OR 97210
5.5 IN x 9.0IN x 12.17 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM
Section Adequate By:25.4%
Controlling Factor:Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.25 IN L1596
Dead Load 0.17 in
Total Load 0.42 IN L/350
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 1
REACTIONS A B
Live Load 950 lb 4151 lb
Dead Load 665 lb 3022 lb
Total Load 1615 lb 7173 lb TR1
Bearing Length 0.45 in 2.01 in
w
BEAM DATA Center
Span Length 12.17 ft L
Unbraced Length-Top 0 ft A 12.17 ft a
Unbraced Length-Bottom 12.17 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 20 plf
MATERIAL PROPERTIES Beam Self Weight 11 plf
24F-V4-Visually Graded Western Species Total Uniform Load 71 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 3700 lb
Cd=1.00 Dead Load 2853 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 10.67 ft
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp.-L to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load Number One
Left Live Load 137 plf
Controlling Moment: 10524 ft-lb Left Dead Load 69 plf
9.98 Ft from left support of span 2(Center Span) Right Live Load 137 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 69 plf
Controlling Shear: -6971 lb Load Start 5.5 ft
At a distanced from right support of span 2(Center Span) Load End 12.17 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 6.67 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 52.62 in3 74.25 in3
Area(Shear): 39.46 in2 49.5 in2
Moment of Inertia(deflection): 228.85 in4 334.13 in4
Moment: 10524 ft-lb 14850 ft-lb
Shear: -6971 lb 8745 lb
NOTES
page
Project:221228-MITCHELL-PETERMAN(COMP ROOF)
ri Larry Widdifield
Location:U11-BM OVER HALL mwiler StruCalc 9.0
Multi-Loaded Multi-Span Beam Elm 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] _r, Portland,OR 97210
3.5 IN x 12.0 IN x 5.67 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5'24:35 AM
Section Adequate By:20.8%
Controlling Factor Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.03 IN L/2652
Dead Load 0.02 in
Total Load 0.04 IN L/1574
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 3821 lb 1617 lb
Dead Load 2659 lb 1055 lb1
Total Load 6480 lb 2672 lb
Bearing Length 2.85 in 1.17 in
BEAM DATA Center
Span Length 5.67 ft
Unbraced Length-Top 0 ft A 5.67 ft B
Unbraced Length-Bottom 5.67 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.02 Uniform Live Load 227 If
Notch Depth 0.00 p
Uniform Dead Load 113 plf
MATERIAL PROPERTIES Beam Self Weight 9 plf
24F-V4-Visually Graded Western Species Total Uniform Load 349 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 4151 lb
Cd=1.00
Shear Stress: Fly= 265 psi FY= 265 psi Dead Load 3022 lb
Cd=1.00 Location 1.33 ft
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Comp.-L to Grain: Fc- t = 650 psi Fc--- = 650 psi
Controlling Moment: 8274 ft-lb
1.36 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 6144 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: 41.37 in3 84 in3
Area(Shear): 34.78 in2 42 in2
Moment of Inertia(deflection): 76.87 in4 504 in4
Moment: 8274 ft-lb 16800 ft-lb
Shear: 6144 lb 7420 lb
NOTES
page
Project:221228-MITCHELL-PETERMAN(COMP ROOF) Larry Widdifield
Location:U12-BM OVER BONUS BY BAY StruCalc 9.0
Multi-Loaded Multi-Span Beam OE2187 NW Reed St.Suite 100 or
[2015 International Building Code(2012 NDS)] —,, e .,-Portland,OR 97210
5.51N x 9.5 IN x 7.83 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM
Section Adequate By: 142.5%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.04 IN L/2653
Dead Load 0.02 in
Total Load 0.05 IN L/1750
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 902 lb 774 lb
Dead Load 450 lb 414 lb
Total Load 1352 lb 1188 lb
TRI
Bearing Length 0.39 in 0.35 in
w
BEAM DATA Center i,i --- -----
Span Length 7.83 ft
Unbraced Length-Top 0 ft A 7.83 ft
B-
Unbraced Length-Bottom 7.83 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 148 plf
#2-Douglas-Fir-Larch Uniform Dead Load 74 plf
Base Values Adjusted Beam Self Weight 11 plf
Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 233 plf
Cd=9.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN
Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One
Cd=1.00 Left Live Load 115 plf
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Left Dead Load 39 plf
Comp.i-to Grain: Fc- 1 = 625 psi Fc--I-'= 625 psi Right Live Load 17 plf
Right Dead Load 11 plf
Controlling Moment: 2488 ft-lb Load Start 0 ft
3.76 Ft from left support of span 2(Center Span) Load End 7.83 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 7.83 ft
Controlling Shear: 1054 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: 34.12 in3 82.73 in3
Area(Shear): 9.3 in2 52.25 in2
Moment of Inertia(deflection): 53.88 in4 392.96 in4
Moment: 2488 ft-lb 6032 ft-lb
Shear: 1054 lb 5922 lb
NOTES
page
Project:221228-MITCHELL-PETERMAN(COMP ROOF)
•
Larry Widdifield
Location:U13-MULT JSTS OVER BONUS BAY StruCalc 9.0
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] Portland,OR 97210
(2) 1.5 IN x 7.25 IN x 7.83 FT
�r"t" r°' ':
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM
Section Adequate By:26.7%
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 0.07 IN L/1367
Dead Load 0.05 in
Total Load 0.12 IN L/791
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 393 lb 393 lb
Dead Load 272 lb 272 lb
Total Load 665 lb 665 lb
Bearing Length 0.35 in 0.35 in
BEAM DATA Center
Span Length 7.83 ft
Unbraced Length-Top 0 ft A 7.83 ft — B
Unbraced Length-Bottom 7.83 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 61 plf
#2-Douglas-Fir-Larch Uniform Dead Load 30 plf
Base Values Adjusted Beam Self Weight 5 plf
Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 96 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
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 308 lb
Comp. i-to Grain: Fc- L= 625 psi Fc-1'= 625 psi Dead Load 272 lb
Location 3.92 ft
Controlling Moment: 1867 ft-lb
3.91 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -613 lb
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: Req'd Provided
Section Modulus: 20.75 in3 26.28 in3
Area(Shear): 5.11 in2 21.75 in2
Moment of Inertia(deflection): 28.92 in4 95.27 in4
Moment: 1867 ft-lb 2365 ft-lb
Shear: -613 lb 2610 lb
NOTES
page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) IMII Larry Widdifield
Location:Ml-FLR JSTS OVER MID REAR GARAGES
truCalc 9.0
Floor Joist �� 2187 NW Reed St.Suite 100 er
[2015 International Building Code(2012 NDS)] ___446,1404e.,Portland,OR 97210
(2)1.51Nx9.251Nx11.5FT @160.C.
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM
Section Adequate By:40.9%
Controlling Factor:Moment
CAUTIONS
*Properly connect sheathing to double joists/rafters or fully laminate to transfer diaphragm forces.
DEFLECTIONS Center LOADING DIAGRAM
Live Load0.12 IN L/1119
Dead Load 0.07 in
Total Load 0.20 IN L/704
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360
REACTIONS A B
Live Load 564 lb 435 lb
Dead Load 331 lb 223 lb
Total Load 895 lb 658 lb 1
Bearing Length 0.48 in 0.35 in
SUPPORT LOADS A B
Live Load 423 plf 326 plf •
Dead Load 248 plf 167 plf A 11. 5 ft B
Total Load 671 plf 494 plf
MATERIAL PROPERTIES
#2-Douglas-Fir-Larch JOIST DATA Center
Base Values Adjusted Span Length 11.5 ft
Bending Stress: Fb= 900 psi Fb'= 1139 psi Unbraced Length-Top 0 ft
Cd=1.00 CF=1.10 Cr=1.15 Unbraced Length-Bottom 0 ft
Shear Stress: Fv= 180 psi Fv'= 180 psi Floor sheathing applied to top of joists-top of joists fully braced.
Cd=i 00Floor Duration Factor 1.00
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi JOIST LOADING
Comp.-L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Uniform Floor Loading Center
Live Load LL= 40 psf
Controlling Moment: 2881 ft-lb Dead Load DL= 15 psf
3.91 Ft from left support of span 2(Center Span) Total Load TL= 55 psf
Created by combining all dead loads and live loads on span(s)2 TL Adj. For Joist Spacing wT= 73.3 plf
Controlling Shear: 844 lb Wall Loading
At a distance d from left support of span 2(CenterSpan) Wall One
Created by combining all dead loads and live loads on span(s)2 Live Load(1 to Joists)' L1 = 289 plf
Dead Load(1 to Joists):D1 = 243 plf
Comparisons with required sections: Req'd Provided Load Location X1 = 3.83 ft
Section Modulus: 30.37 in3 42.78 in3
Area(Shear): 7.03 in2 27.75 in2
Moment of Inertia(deflection): 101.22 in4 197.86 in4
Moment: 2881 ft-lb 4059 ft-lb
Shear 844 lb 3330 lb
NOTES
Project:221228-MITCHELL-PETERMAN(COMP ROOF) page
EE Larry Widdifield
Location:M5-FLR JSTS BTWN KIT/DINING StruCalc 9.0
Floor Joist 2187 NW Reed St.Suite 100
or
[2015 International Building Code(2012 NDS)] Portland,OR 97210
1.5 IN x 9.251N x 11.67 FT l 12 O.C.
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM
Section Adequate By:43.0%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.15 IN L/957
Dead Load 0.08 in
Total Load 0.22 IN L/625
Live Load Deflection Criteria:0480 Total Load Deflection Criteria:L/360
REACTIONS A
Live Load 272 lb 493 lb
Dead Load 123 lb 331 lb
Total Load 395 lb 824 lb
Bearing Length 0.42 in 0.88 in
SUPPORT LOADS A B
Live Load 272 plf 493 plf
Dead Load 123 plf 331 plf A 11.67 rr
Total Load 395 plf 824 plf
MATERIAL PROPERTIES
#2-Douglas-Fir-Larch JOIST DATA Center
Base Values Adjusted Span Length 11.67 ft
Bending Stress: Fb= 900 psi Fb'= 1139 psi Unbraced Length-Top 0 ft
Cd=1.00 CF=1.10 Cr-1.15 Unbraced Length-Bottom 0 ft
Shear Stress: Fv= 180 psi Fv'= 180 psi Floor sheathing applied to top of joists-top of joists fully braced.
Cd=1.00 Floor Duration Factor 1.00
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi JOIST LOADING
Comp. to Grain: Fc- = 625 psi Fc- '= 625 psi Uniform Floor Loading Center
Controlling Moment: 1419 ft-lb Live Load LL= 40 psf
Dead Load DL= 15 psf
7.24 Ft from left support of span 2(Center Span) Total Load TL= 55 psf
Created by combining all dead loads and live loads on span(s)2 TL Adj. For Joist Spacing wT= 55 plf
Controlling Shear: -785 lb Wall Loading
At a distance d from right support of span 2(Center Span) Wall One
Created by combining all dead loads and live loads on span(s)2 Live Load(1 to Joists): L1 = 298 plf
Comparisons with required sections: Req'd Provided Dead Load( l to Joists)fl1 = 279 plf
Section Modulus: 14.96 in3 21.39 in3
Load Location X1 = 10.17 ft
Area(Shear): 6.54 in2 13.88 in2
Moment of Inertia(deflection): 57.02 in4 98.93 in4
Moment: 1419 ft-lb 2029 ft-lb
Shear: -785 lb 1665 lb
NOTES
page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) EE Larry Widdifield
Location:M6-FLR JSTS OVER MID DINING StruCalc 9.0
Floor Joist 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] —, ., -0*.Z._Portland,OR 97210
1.5 IN x 9.25 IN x 13.0 FT @16 O.C.
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM
Section Adequate By:2.5%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.25 IN L/614
Dead Load 0.13 in
Total Load 0.39 IN L/401
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria:L/360
REACTIONS A B
Live Load 373 lb 489 lb
Dead Load 167 lb 331 lb
Total Load 540 lb 820 lb i
Bearing Length 0.57 in 0.87 in
SUPPORT LOADS A B
Live Load 280 plf 367 plf `_. .LLara _ --' u„
Dead Load 125 plf 248 plf A 13ftB
Total Load 405 plf 615 plf
MATERIAL PROPERTIES
#2-Douglas-Fir-Larch JOIST DATA Center
Base Values Adiusted Span Length 13 ft
Bending Stress: Fb= 900 psi Fb'= 1139 psi Unbraced Length-Top 0 ft
Cd=1.00 CF=1.10 Cr=1.15 Unbraced Length-Bottom 0 ft
Shear Stress: Fv= 180 psi Fv'= 180 psi Floor sheathing applied to top of joists-top of joists fully braced.
Cd=1.00 Floor Duration Factor 1.00
Modulus of Elasticity: E= 1600 ksi E= 1600 ksi JOIST LOADING
Comp.1-toGrain: Fc--I-= 625 psi Fc-1'= 625 psi Uniform Floor Loading Center
Live Load LL= 40 psf
Controlling Moment: 1981 ft-lb D
7.41 Ft from left support of span 2(Center Span)
Total Load DL= 15 psf
Created by combining all dead loads and live loads on span(s)2 Load TL= 55 psf
TL Adj. For Joist Spacing wT= 73.3 plf
Controlling Shear: -772 lb
WallLoading
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 WaalllOne 1
Live Load( to Joists): L1 = 126 plf
lf
Comparisons with required sections: Req'd Provided Dead Load to Joists)X1 = 1
Load Locatioonn X1 = 11 ft
Section Modulus: 20.88 in3 21.39 in3
Area(Shear): 6.43 in2 13.88 in2
Moment of Inertia(deflection): 88.72 in4 98.93 in4
Moment: 1981 ft-lb 2029 ft-lb
Shear: -772 lb 1665 lb
NOTES
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page
ME Larry Widdifield
Location:M14-BM AT REAR GARAGE StruCalc 9.0
Multi-Loaded Multi-Span Beam mim 2187 NW Reed St.Suite 100
[2015 International Building Code(2012 NDS)] °f
� ' � .,Portland,OR 97210
5.1251Nx9.01Nx11.0FT
24F-V4-Visually Graded Western Species-Dry Use
Section Adequate By:41.7% StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.19 IN L/681
Dead Load 0.18 in
Total Load 0.37 IN L/356
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 1
REACTIONS A B 2
Live Load 1956 lb 1362 lb
3
Dead Load 1706 lb 1331 lb
Total Load 3662 Ib 2693 Ib
Bearing Length 1.10 in 0.81 in .- T" = w
BEAM DATA Center '"
Span Length 11 ft
Unbraced Length-Top 0 ft A 11 ft41
Unbraced Length-Bottom 11 ft B
Live Load Duration Factor 1.00
Camber Adj. Factor 1
Camber Required 0.18 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 53 plf
Uniform Dead Load 20 plf
MATERIAL PROPERTIES Beam Self Weight 10 plf
24F-V4-Visually Graded Western Species Total Uniform Load 83 plf
Base Values Adjusted
Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS-CENTER SPAN
Fb_cmpr= 1850 psi Fb'= 2400 psi Load Number One Two Three
Cd=1.00 Live Load 511 lb 406 lb 79 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 336 lb 282 lb 77 lb
Cd=1.00 Location 1.58 ft 5.92 ft 10.25 ft
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp.-I-to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load Number One Two Three Four
Left Live Load 107 plf 265 plf 70 plf 54 plf
Controlling Moment: 9769 ft-lb Left Dead Load 133 plf 257 plf 140 plf 37 plf
5.39 Ft from left support of span 2(Center Span) Right Live Load 107 plf 265 plf 70 plf 0 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 133 plf 257 plf 140 plf 0 plf
Controlling Shear: 3448 lb Load Start 0 ft 1.58 ft 5.92 ft 5.92 ft
At a distance d from left support of span 2(Center Span) Load End 1.58 ft 5.92 ft 10.25 ft 10.25 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 1.58 ft 4.34 ft 4.33 ft 4.33 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 48.84 in3 69.19 in3
Area(Shear): 19.52 in2 46.13 in2
Moment of Inertia(deflection): 209.92 in4 311.34 in4
Moment: 9769 ft-lb 13838 ft-lb
Shear: 3448 lb 8149 lb
NOTES
' page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) EN Larry Widdifield
Location:M15-BM OVER REAR GARAGE/SHOP mom. StruCalc 9.0
Multi-Loaded Multi-Span Beam Nam2187 NW Reed St.Suite 100 or
[2015 International Building Code(2012 NDS)] ...,44:4000,a....Portland,OR 97210
5.125 IN x 9.0 IN x 11.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM
Section Adequate By:44.0%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.19 IN L/696
Dead Load 0.17 in
Total Load 0.36 IN L/364
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 2
REACTIONS A B s
Live Load 1704 lb 1348 lb
Dead Load 1524 lb 1318 lb
Total Load 3228 lb 2666 lbTR2
TR1
Bearing Length 0.97 in 0.80 in
BEAM DATA Center
Span Length 11 ft 1 rt
Unbraced Length-Top 0 ft A" 1 B
Unbraced Length-Bottom 11 ft
Live Load Duration Factor 1.00
Camber Adj.Factor 1 UNIFORM LOADS Center
Camber Required 0.17 Uniform Live Load 53 plf
Notch Depth 0.00 Uniform Dead Load 20 plf
MATERIAL PROPERTIES Beam Self Weight 10 plf
24F-V4-Visually Graded Western Species Total Uniform Load 83 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Three
Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 377 lb 406 lb 79 lb
Cd=1.00 Dead Load 246 lb 282 lb 77 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2.42 ft 5.92 ft 10.25 ft
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp. l to Grain: Fc--1-= 650 psi Fc--1-'= 650 psi Load Number One Two Three Four
Left Live Load 107 plf 265 plf 70 plf 54 plf
Controlling Moment: 9613 ft-lb Left Dead Load 133 Of 257 plf 140 plf 37 plf
5.39 Ft from left support of span 2(Center Span) Right Live Load 107 plf 265 plf 70 plf 0 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 133 plf 257 plf 140 plf 0 plf
Controlling Shear: 3015 lb Load Start 0 ft 2.42 ft 5.92 ft 5.92 ft
At a distanced from left support of span 2(Center Span) Load End 2.42 ft 5.92 ft 10.25 ft 10.25 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 2.42 ft 3.5 ft 4.33 ft 4.33 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 48.06 in3 69.19 in3
Area(Shear): 17.07 in2 46.13 in2
Moment of Inertia(deflection): 205.34 in4 311.34 in4
Moment: 9613 ft-lb 13838 ft-lb
Shear: 3015 lb 8149 lb
NOTES
Project:22122B-MITCHELLPETERMAN- (COMP ROOF) Page
IIIII Larry Widdifield
Location:M16-CONT OF M15 OVER CLOSET/UTILITY(3 POINT BRG) in
StruCalc 9.0
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] _,,,11:440,,,n1.,..Portland,OR 97210
5.5 IN x 9.5 IN x 15.33 FT(8.5+6.8)
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM
Section Adequate By:39.8%
Controlling Factor:Moment
DEFLECTIONS Center Right LOADING DIAGRAM
Live Load 0.03 IN L/3378 0.03 IN L/2517
Dead Load 0.01 in 0.02 in
Total Load 0.04 IN L/2491 0.05 IN L/1614
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B C
Live Load 1374 lb 1819 lb 1298 lb
Dead Load 876 Ib 1246 Ib 916 Ib
Total Load 2250 Ib 3065 Ib 2214 Ib
Bearing Length 0.65 in 0.89 in 0.64 in
BEAM DATA Center Right
Span Length 8.5 ft 6.83 ft lillial
Unbraced Length-Top O ft O ft A 8.5 ft 8 6.83 ft d
Unbraced Length-Bottom 8.5 ft 6.83 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
UNIFORM LOADS Center Right
MATERIAL PROPERTIES Uniform Live Load 53 plf 53 plf
#2-Douglas-Fir-Larch Uniform Dead Load 20 plf 20 plf
Base Values Adjusted Beam Self Weight 11 plf 11 plf
Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 84 plf 84 plf
Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One
Cd=1.00 Live Load 1473 lb
Modulus of Elasticity: E= 1300 ksi E= 1300 ksi
Comp.-L to Grain: Fc--L= 625 psi Fc-1'= 625 psi Dead Load 1058 lb
Location 1.33 ft
Controlling Moment: 4314 ft-lb RIGHT SPAN
4.03 Ft from left support of span 3(Right Span) Load Number One
Created by combining all dead loads and live loads on span(s)3 Live Load 1408 lb
Controlling Shear: 2186 lb Dead Load 937 lb
At a distance d from left support of span 2(Center Span) Location 4 ft
Created by combining all dead loads and live loads on span(s)2 TRAPEZOIDAL LOADS-RIGHT SPAN
Load Number One
Comparisons with required sections: Req'd Provided Left Live Load 198 plf
Section Modulus: 59.17 in3 82.73 in3 Left Dead Load 199 plf
Area(Shear): 19.29 in2 52.25 in2 Right Live Load 198 plf
Moment of Inertia(deflection): 58.44 in4 392.96 in4 Right Dead Load 199 plf
Moment: 4314 ft-lb 6032 ft-lb Load Start 4 ft
Shear: 2186 lb 5922 lb Load End 6.83 ft
NOTES Load Length 2.83 ft
page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) IKE Larry Widdifield
Location:M17-BM OVER CLOSET t UTILITY(3 POINT BRG) StruCalc 9.0
Multi-Loaded Multi-Span Beam sm 2187 NW Reed St.Suite 100 or
[2015 International Building Code(2012 NDS)] --44:44,49a....Portland,OR 97210
5.5 IN x 9.0 IN x 15.33 FT(7.5+7.8)
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:35 AM
Section Adequate By: 17.4%
Controlling Factor:Shear
DEFLECTIONS Center Right LOADING DIAGRAM
Live Load 0.08 IN L/1165 -0.04 IN U2336
Dead Load 0.05 in -0.01 in
Total Load 0.13 IN L/697 -0.05 IN L/1713
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 1
REACTIONS A B C
Live Load 1774 lb 5964 lb 898 lb
Dead Load 1304 lb 4773 lb 376 lb
Total Load 3078 lb 10737 lb 1274 lb TR1 TR2 TRI
Uplift(1.5 F.S) 0 lb 0 lb -203 lb
Bearing Length 0.86 in 3.00 in 0.36 in W W
BEAM DATA Center Right i
Span Length 7.5 ft 7.83 ft A 7.5 ft S 7. 83 ft c
Unbraced Length-Top 0 ft 0 ft CCSS
Unbraced Length-Bottom 7.5 ft 7.83 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center Right
Notch Depth 0.00 Uniform Live Load53 plf 53 plf
MATERIAL PROPERTIES Uniform Dead Load 20 plf 20 plf
24F-V4-Visually Graded Western Species BeamSelf Weight 11 plf 11 plf
Base Values Adiusted Total Uniform Load84 plf 84 plf
Bending Stress: Fb= 2400 psi Controlled by: POINTLOADS-CENTER SPAN
Fb_cmpr= 1850 psi Fb_cmpr'= 1841 psi Load Number One
Cd-1.00 C1=1.00 Live Load 3987 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 3134 lb
Cd=1.00 Location 5.17 ft
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Comp.a-to Grain: Fc-1= 650 psi Fc- 1'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN
Load Number One Two
Controlling Moment: 8255 ft-lb Left Live Load 227 plf 210 plf
Over left support of span 3(Right Span) Left Dead Load 193 plf 185 plf
Created by combining all dead loads and live loads on span(s)2,3 Right Live Load 227 plf 210 plf
Controlling Shear: 7449Ib RightDead Load 193 pIt 185 plf
At a distance d from right support of span 2(Center Span) Load Start 0 ft 1.5 ft
Created by combining all dead loads and live loads on span(s)2,3 Load End 1.5 ft 7.5 ft
Load Length 1.5 ft 6 ft
Comparisons with required sections: Req'd Provided RIGHT SPAN
Section Modulus: 53.8 in3 74.25 in3 Load Number One
Area(Shear): 42.17 in2 49.5 in2 Left Live Load 210 plf
Moment of Inertia(deflection): 115.13 in4 334.13 in4 Left Dead Load 185 plf
Moment: -8255 ft-lb 11393 ft-lb Right Live Load 210 plf
Shear: -7449 lb 8745 lb Right Dead Load 185 plf
Load Start 0 ft
NOTES Load End 7.83 ft
Load Length 7.83 ft
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page
Larry Widdifield
Location:M18-CONT OF M17 immtwit StruCalc 9.0
Multi-Loaded Multi-Span Beam itiMM 2187 NW Reed St.Suite 100
./
[2015 International Building Code(2012 NDS)] Portland,OR 97210
3.5INx9.0INx8.83FT - " � `
24F-V4-Visually Graded Western Species-Dry Use
Section Adequate By. 19.6% StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0,15 IN L/729
Dead Load 0.10 in
Total Load 0.24 IN L/436
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
1
REACTIONS A B
Live Load 1032 lb 1847 lb
Dead Load 670 lb 1297 lb
Total Load 1702 Ib 3144 Ib
Bearing Length 0.75 in 1.38 in }' „
BEAM DATA Center '"
Span Length 8.83 ft
Unbraced Length-Top 0 ft A 8.83 ft •
Unbraced Length-Bottom 8.83 ft B
Live Load Duration Factor 1.00
Camber Adj. Factor 1
Camber Required 0.1 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 53 plf
Uniform Dead Load 20 plf
MATERIAL PROPERTIES Beam Self Weight 7 plf
24F-V4-Visually Graded Western Species Total Uniform Load 80 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by:
Fb_cmpr= 1850 psi Fb'= 2400 psi Load Number One
Cd=1.00 Live Load 1617 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 1055 lb
Cd=1.00 Location 5.33 ft
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp.-1-to Grain: Fc-1= 650 psi Fc--L'= 650 psi Load Number One
Left Live Load 227 plf
Controlling Moment: 7902 ft-lb Left Dead Load 193 plf
5.3 Ft from left support of span 2(Center Span) Right Live Load 227 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 193 plf
Controlling Shear: -2791 lb Load Start 5.33 ft
At a distance d from right support of span 2(Center Span) Load End 8.83 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 3.5 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 39.51 in3 47.25 in3
Area(Shear): 15.8 in2 31.5 in2
Moment of Inertia(deflection): 117.04 in4 212.63 in4
Moment: 7902 ft-lb 9450 ft-lb
Shear: -2791 lb 5565 lb
NOTES
page
Project:221228-MITCHELL-PETERMAN(COMP ROOF) Larry Widdifield
Location:M19-MULT JSTS OVER MASTER StruCalc 9.0
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] _ o '_..Portland,OR 97210
(2)1.51Nx9.25INx6.92FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM
Section Adequate By:89.6%
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 0.03 IN U2946
Dead Load 0.02 in
Total Load 0.05 IN L/1639
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:0240
REACTIONS A
Live Load 599 lb 599 lb
Dead Load 478 lb 478 lb
Total Load 1077 lb 1077 lb
Bearing Length 0.57 in 0.57 in yr
BEAM DATA Center
Span Length 6.92 ft
Unbraced Length-Top 0 ft A 6.92 ft B
Unbraced Length-Bottom 6.92 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 173 plf
#2-Douglas-Fir-Larch Uniform Dead Load 132 plf
Base Values Adiusted Beam Self Weight 6 plf
Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 311 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.1 to Grain: Fc--t-= 625 psi Fc-1'= 625 psi
Controlling Moment: 1862 ft-lb
3.46 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -839 lb
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: 22.57 in3 42.78 in3
Area(Shear): 6.99 in2 27.75 in2
Moment of Inertia(deflection): 28.98 in4 197.86 in4
Moment: 1862 ft-lb 3529 ft-lb
Shear: -839 lb 3330 lb
page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF)
Ell Larry Widdifield
Location:M20-DR HDR AT MASTER BATH StruCalc 9.0
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] _.„4,40.4„.k.#6..Portland,OR 97210
3.5 IN x 9.25 IN x 4.33 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM
Section Adequate By:432.4%
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/6741
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 509 lb 509 lb
Dead Load 271 lb 271 lb
Total Load 780 lb 780 lb
Bearing Length 0.36 in 0.36 in
BEAM DATA Center
—
Span Length 4.33 ft — -- -- — _
Unbraced Length-Top 0 ft A 4.33 ft B
Unbraced Length-Bottom 4.33 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 235 plf
#2-Douglas-Fir-Larch Uniform Dead Load 118 plf
Base Values Adjusted Beam Self Weight 7 plf
Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 360 plf
Cd=1.00 CF=1.20
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- L= 625 psi Fc--L'= 625 psi
Controlling Moment: 844 ft-lb
2.16 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -514 lb
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: Reo'd Provided
Section Modulus: 9.37 in3 49.91 in3
Area(Shear): 4.29 in2 32.38 in2
Moment of Inertia(deflection): 8.22 in4 230.84 in4
Moment: 844 ft-lb 4492 ft-lb
Shear: -514 lb 3885 lb
NOTES
•
page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) MIE Larry Widdifield
Location:M21-BM OVER MASTER StruCalc 9.0
Multi Loaded M I i-S
pan Beam 2187 NW Reed St.Suite 100 0�
u t
[2015 International Building Code(2012 NDS)] 00,9I:.Portland,OR 97210
6.75 IN x 9.0 IN x 14.33 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM
Section Adequate By: 19.3%
Controlling Factor:Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.33 IN L/517
Dead Load 0.27 in
Total Load 0.60 IN L/286
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 962 lb 3133 lb i
Dead Load 779 lb 2517 lb
Total Load 1741 lb 5650 lb
Bearing Length 0,40 in 1.29 in
BEAM DATA Center T—
Span Length 14.33 ft
Unbraced Length-Top 0 ft A 14.33 ft
Unbraced Length-Bottom 14.33 ft
Live Load Duration Factor 1.00
Camber Adj.Factor 1 UNIFORM LOADS Center
Camber Required 0.27 Uniform Live Load 40 plf
Notch Depth 0.00 Uniform Dead Load 20 plf
MATERIAL PROPERTIESBeam Self Weight 13 plf
24F-V4-Visually Graded Western SpeciesTotal Uniform Load 73 plf
Base Values Adiusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One
Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 3522 lb
Cd=1.00 Dead Load 2821 Ib
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 11.58 ft
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Comp.-L to Grain: Fc-1= 650 psi Fc-J-'= 650 psi
Controlling Moment: 15157 ft-lb
11.46 Ft from left support of span 2(CenterSpan)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -5598 lb
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: Req'd Provided
Section Modulus: 75.78 in3 91.13 in3
Area(Shear): 31.68 in2 60.75 in2
Moment of Inertia(deflection): 343.81 in4 410.06 in4
Moment: 15157 ft-lb 18225 ft-lb
Shear: -5598 lb 10733 lb
NOTES
page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF)
En Larry Widdifield
Location:M22-BM OVER MID DINING StruCalc 9.0
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] krL••-Portland,OR 97210
5.51Nx9.01Nx12.33FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM
Section Adequate By: 17.9%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.28 IN L/525
Dead Load 0.24 in
Total Load 0.52 IN L/283
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240
REACTIONS A B
Live Load 2003 lb 1952 lb
Dead Load 1719 lb 1607 lb
Total Load 3722 lb 3559 lb
Bearing Length 1.04 in 1.00 in
BEAM DATA Center
Span Length 12.33 ft
Unbraced Length-Top 0 ft A 12.33 ft B
Unbraced Length-Bottom 12.33 ft
Live Load Duration Factor 1.00
Camber Adj.Factor 1 UNIFORM LOADS Center
Camber Required 0.24 Uniform Live Load 0 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 11 plf
24F-V4-Visually Graded Western Species Total Uniform Load 11 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 125 lb
Cd=1.00 Dead Load 118 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 10.67 ft
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp. L to Grain: Fc- = 650 psi Fc- = 650 psi Load Number One Two
Left Live Load 324 plf 225 plf
Controlling Moment: 11492 ft-lb Left Dead Load 268 plf 130 plf
6.16 Ft from left support of span 2(Center Span) Right Live Load 324 plf 225 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 268 plf 130 plf
Controlling Shear: -3289 lb Load Start 0 ft 10.67 ft
At a distance d from right support of span 2(Center Span) Load End 10.67 ft 12.33 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 10.67 ft 1.66 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 57.46 in3 74.25 in3
Area(Shear): 18.61 in2 49.5 in2
Moment of Inertia(deflection): 283.46 in4 334.13 in4
Moment: 11492 ft-lb 14850 ft-lb
Shear: -3289 lb 8745 lb
NOTES
page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) EN Larry Widdifield
Location:M24-MULT JSTS OVER DINING StruCalc 9.0
Multi-Loaded Multi-Span Beam En 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] y„rk ...Portland,OR 97210
(2)1.5 INx9.25INx11.67FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM
Section Adequate By: 55.5%
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 0.11 IN L/1239
Dead Load 0.06 in
Total Load 0.18 IN L/787
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 390 lb 857 lb
Dead Load 209 lb 540 lb
Total Load 599 lb 1397 lb
Bearing Length 0.32 in 0.74 in
BEAM DATA Center
Span Length 11.67 ft
Unbraced Length-Top 0 ft A 11.67 ft B
Unbraced Length-Bottom 11.67 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 53 plf
#2-Douglas-Fir-Larch Uniform Dead Load 20 plf
Base Values Adiusted Beam Self Weight 6 plf
Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 79 plf
Cd=1.00 CF=1.10 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One
Cd=1.00 Live Load 628 lb
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 445 lb
Comp.±to Grain: Fc- I-= 625 psi Fc- = 625 psi Location 10.17 ft
Controlling Moment: 2270 ft-lb
7.59 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -1341 lb
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: Req'd Provided
Section Modulus: 27.52 in3 42.78 in3
Area(Shear): 11.17 in2 27.75 in2
Moment of Inertia(deflection): 60.34 in4 197.86 in4
Moment: 2270 ft-lb 3529 ft-lb
Shear: -1341 lb 3330 lb
NOTES
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page
dinLarry lc 9eld /
Location:M25-BM OVER KITCHEN/PANTRY StruCalc 9.00
Multi-Loaded Multi-Span Beam Ell2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] l •Portland,OR 97210
5.5 IN x 9.5 IN x 11.83 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM
Section Adequate By.41.1%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.12 IN L/1195
Dead Load 0.07 in
Total Load 0.19 IN L/733
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 525 lb 1610 lb
Dead Load 324 lb 1035 lb
Total Load 849 lb 2645 lb
Bearing Length 0.25 in 0.77 in
BEAM DATA Center
Span Length 11.83 ft •
—
Unbraced Length-Top 0 ft A 11.83ft B
Unbraced Length-Bottom 11.83 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 53 plf
#2-Douglas-Fir-Larch Uniform Dead Load 20 plf
Base Values Adjusted Beam Self Weight 11 plf
Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 84 plf
Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One
Cd=1.00 Live Load 1508 lb
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 988 lb
Comp.--to Grain: Fc- L= 625 psi Fc- = 625 psi Location 10.17 ft
Controlling Moment: 4274 ft-lb
10.06 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -2585 lb
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: Req'd Provided
Section Modulus: 58.62 in3 82.73 in3
Area(Shear). 22.81 in2 52.25 in2
Moment of Inertia(deflection): 128.71 in4 392.96 in4
Moment: 4274 ft-lb 6032 ft-lb
Shear: -2585 lb 5922 lb
NOTES
page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) En Larry Widdifield
Location:M26-BM BTWN DINING/HALL StruCalc 9.0
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 or
[2015 International Building Code(2012 NDS)] �, srek,,.—Portland,OR 97210
3.5 IN x 9.25 IN x 4.0 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM
Section Adequate By:38.7%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.02 IN L/3047
Dead Load 0.01 in
Total Load 0.03 IN L/1911
Live Load Deflection Criteria:0360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 1737 lb 2092 lb
Dead Load 1022 lb 1246 lb
Total Load 2759 lb 3338 lb
Bearing Length 1.26 in 1.53 in
BEAM DATA Center
Span Length 4 ft
Unbraced Length-Top O ft A a ft
Unbraced Length-Bottom 4 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 743 plf
#2-Douglas-Fir-Larch Uniform Dead Load 425 plf
Base Values Adjusted Beam Self Weight 7 plf
Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 1175 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 857 Ib
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 540 lb
Comp. to Grain: Fc--I-= 625 psi Fc--L'= 625 psi Location 2.83 ft
Controlling Moment: 3238 ft-lb
2.36 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -2445 lb
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: Req'd Provided
Section Modulus: 35.98 in3 49.91 in3
Area(Shear): 20.38 in2 32.38 in2
Moment of Inertia(deflection): 28.99 in4 230.84 in4
Moment: 3238 ft-lb 4492 ft-lb
Shear: -2445 lb 3885 lb
NOTES
Project:221228-MITCHELL-PETERMAN(COMP ROOF) page
•
Location:M23-BM OVER DINING StruCalc 9.0
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] Portland,OR 97210
StruCalc Version 9.0.2.5
3.51N x 9.25 IN x 12.17 FT
#2-Douglas-Fir-Larch-Dry Use 12/19/2016 5 24:36 AM
Section Adequate By:92.0%
Controlling Factor:Shear
IB
DEFLECTIONS Center LOADING DIAGRAM
En
Live Load 0.11 IN L/1326
Dead Load 0.06 in Larry Widdifield
Total Load 0.17 IN L/848
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 397 lb 2571 lb
Dead Load 213 lb 1568 lb
Total Load 610 lb 4139 lb
Bearing Length 0.28 in 1.89 in
BEAM DATA Center
Span Length 12.17 ft
Unbraced Length-Top 0 ft A 12.17 rt
Unbraced Length-Bottom 12.17 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 0 plf
#2-Douglas-Fir-Larch Uniform Dead Load 0 plf
Base Values Adiusted Beam Self Weight 7 plf
Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 7 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 2092 lb
Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Dead Load 1246 lb
Comp.-I-to Grain: Fc-1 = 625 psi Fc- = 625 psi Location 11.83 ft
Controlling Moment: 2326 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN
7.67 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 53 plf 191 plf
Controlling Shear: -2024 lb Left Dead Load 20 plf 144 plf
At a distanced from right support of span 2(Center Span) Right Live Load 53 plf 191 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 20 plf 144 plf
Load Start 0 ft 10.5 ft
Comparisons with required sections: Red Provided Load End 10,5 ft 12.17 ft
Section Modulus: 25.85 in3 49.91 in3 Load Length 10.5 ft 1.67 ft
Area(Shear): 16.86 in2 32.38 in2
Moment of Inertia(deflection): 65.33 in4 230.84 in4
Moment: 2326 ft-lb 4492 ft-lb
Shear: -2024 lb 3885 lb
NOTES
page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) no Larry Widdifield
Location:M3-FLR JSTS OVER MID FRONT GARAGE StruCalc 9.0
Floor Joist 2187 NW Reed St.Suite 100 or
[2015 International Building Code(2012 NDS)] ea,,...Portland,OR 97210
1.5 IN x 9.25 IN x 10.5 FT @ 16 O.C.
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM
Section Adequate By:67.4%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.11 IN L/1198
Dead Load 0.05 in
Total Load 0.16 IN L/811
Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360
REACTIONS A
Live Load 438 lb 297 lb
Dead Load 296 lb 125 lb
Total Load 734 lb 422 lb 1
Bearing Length 0.78 in 0.45 in
SUPPORT LOADS A B
Live Load 329 plf 223 plf
Dead Load 222 plf 94 plf A 10.5 ft B
Total Load 551 plf 317 plf
MATERIAL PROPERTIES
#2-Douglas-Fir-Larch JOIST DATA Center
Base Values Adjusted Span Length 10.5 ft
Bending Stress: Fb= 900 psi Fb'= 1139 psi Unbraced Length-Top 0 ft
Cd=1.00 CF=1.10 Cr=1.15 Unbraced Length-Bottom 0 ft
Shear Stress: Fv= 180 psi Fv'= 180 psi Floor sheathing applied to top of joists-top of joists fully braced.
Cd=1.00 Floor Duration Factor 1.00
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi JOIST LOADING
Comp.-L to Grain: Fc- I = 625 psi Fc- = 625 psi Uniform Floor Loading Center
Live Load LL= 40 psf
Controlling Moment: 1212 ft-lb D
4.72 Ft from left support of span 2(Center Span) Load DL= 15 psf
Total Load TT
Created by combining all dead loads and live loads on span(s)2 L= 55 psf
Controlling Shear: 680 lb TL Adj. For Joist Spacing wT= 73.3 plf
Wall Loading
At a distance d from left support of span 2(Center Span) Wall One
Created by combining all dead loads and live loads on span(s)2 Live Load( 1 to Joists): L1 = 131 plf
plf
Comparisons with required sections: Req'd Provided Dead Load( -to Joists}X1 = 15
Load LocationnX1 = 1 1 ft ft
Section Modulus: 12.78 in3 21.39 in3
Area(Shear): 5.66 in2 13.88 in2
Moment of Inertia(deflection): 43.93 in4 98.93 in4
Moment: 1212 ft-lb 2029 ft-lb
Shear: 680 lb 1665 lb
NOTES
page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF)
En
Larry Widdifield /
Location:M12-BM OVER MID REAR GARAGE r 9.0
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] _ 7 ne(..Portland,OR 97210
5.125 IN x 9.0 IN x 11.17 FT
24F-V4-Visually Graded Western Species-Dry Use
StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM
Section Adequate By: 19.7%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.29 IN L/458
Dead Load 0.17 in
Total Load 0.46 IN L/289
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 2614 lb 2614 lb
Dead Load 1525 lb 1525 lb
Total Load 4139 lb 4139 lb
Bearing Length 1.24 in 1.24 in
BEAM DATA Center
Span Length 11.17 ft i
Unbraced Length-Top 0 ft A 11.17 ft B
Unbraced Length-Bottom 11.17 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.17 Uniform Live Load 468 plf
Notch Depth 0.00 Uniform Dead Load 263 plf
MATERIAL PROPERTIES Beam Self Weight 10 plf
24F-V4-Visually Graded Western Species Total Uniform Load 741 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 Ey'= 265 psi
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Comp.-1-to Grain: Fc- L= 650 psi Fc--L'= 650 psi
Controlling Moment: 11557 ft-lb
5.59 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 3642 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: 57.78 in3 69.19 in3
Area(Shear): 20.61 in2 46.13 in2
Moment of Inertia(deflection): 258.14 in4 311.34 in4
Moment: 11557 ft-lb 13838 ft-lb
Shear: 3642 lb 8149 lb
NOTES
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page
EN Larry Widdifield
Location:M9-BM'S OVER MID FRONT GARAGE StruCalc 9.0
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 or
[2015 International Building Code(2012 NDS)] r /.Portland,OR 97210
3.5INx9.01Nx10.5FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM
Section Adequate By: 17.6%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.20 IN L/618
Dead Load 0.19 in
Total Load 0.40 IN L/317
Live Load Deflection Criteria:0360 Total Load Deflection Criteria:L/240 2
REACTIONS A B
Live Load 1143 lb 1561 lb 1
Dead Load 1134 lb 1454 lb
Total Load 2277 lb 3015 lb TR2
Bearing Length 1.00 in 1.33 in
w
BEAM DATA Center
Span Length 10.5 ft •
Unbraced Length-Top 0 ft10.5 ft B
Unbraced Length-Bottom 10,5 ft o
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.19 Uniform Live Load 53 plf
Notch Depth 0.00 Uniform Dead Load 20 plf
MATERIAL PROPERTIES Beam Self Weight 7 plf
24F-V4-Visually Graded Western Species Total Uniform Load 80 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 77 Ib 393 lb
Cd=1.00 Dead Load 75 lb 272 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 1 ft 5.25 ft
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp.-L to Grain: Fc-1= 650 psi Fc--I-'= 650 psi Load Number One Two Three
Left Live Load 70 plf 241 plf 0 plf
Controlling Moment: 8036 ft-lb Left Dead Load 140 plf 245 plf 0 plf
5.25 Ft from left support of span 2(Center Span) Right Live Load 70 plf 241 plf 54 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 140 plf 245 plf 37 plf
Controlling Shear: -2600 lb Load Start 1 ft 5.25 ft 1 ft
At a distanced from right support of span 2(Center Span) Load End 5.25 ft 10.5 ft 5.25 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 4.25 ft 5.25 ft 4.25 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 40.18 in3 47.25 in3
Area(Shear): 14.72 in2 31.5 in2
Moment of Inertia(deflection): 161.1 in4 212.63 in4
Moment: 8036 ft-lb 9450 ft-lb
Shear: -2600 lb 5565 lb
NOTES
page
Project:221228-MITCHELL-PETERMAN(COMP ROOF) Larry Widdifield
Location:M10-DR. HDR AT UTILITY CLOSET StruCalc 9.0
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)]
---411,404,a.,..Portland,OR 97210
5.5 IN x 10.5 IN x 3.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM
Section Adequate By:48.5%
Controlling Factor:Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.00 IN L/7220
Dead Load 0.00 in
Total Load 0.01 IN L/4147
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 5067 lb 2085 lb
Dead Load 3821 lb 1434 lb
Total Load 8888 lb 3519 lb
Bearing Length 2.49 in 0.98 in
111.1111111111111.1111.1111111.111
BEAM DATA Center
B
Span Length 3 ft =
s ft
Unbraced Length-Top 0 ft A •
Unbraced Length-Bottom 3 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0 Uniform Live Load 396 plf
Notch Depth 0.00 Uniform Dead Load 148 plf
MATERIAL PROPERTIES Beam Self Weight 13 plf
24F-V4-Visually Graded Western Species Total Uniform Load 557 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 5964 lb
Cd=7.00 Dead Load 4773 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 0.75 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: 6509 ft-lb
0.75 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 6870 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: 32.55 in3 101.06 in3
Area(Shear): 38.88 in2 57.75 in2
Moment of Inertia(deflection): 30.71 in4 530.58 in4
Moment: 6509 ft-lb 20213 ft-lb
Shear: 6870 lb 10203 lb
NOTES
page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) IKE Larry Widdifield
Location:M11-18/0 O.H.GARAGE DR HDRmom" StruCalc 9.0
Multi-Loaded Multi-Span Beam min 2187 NW Reed St.Suite 100 or
[2015 International Building Code(2012 NDS)] for /_Portland,OR 97210
5.5 IN x 15.0 IN x 18.33 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM
Section Adequate By: 11.9%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.43 IN L/516
Dead Load 0.32 in
Total Load 0.74 IN L/296
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B 1
2
Live Load 5098 lb 3659 lb
Dead Load 4212 lb 2411 lb
Total Load 9310 lb 6070 lb
Bearing Length 2.60 in 1.70 in
TRI 7R2 TR3
BEAM DATA Center
Span Length 18.33 ft
Unbraced Length-Top 0 ft A 18.33 ft B.
Unbraced Length-Bottom 18.33 ft
Live Load Duration Factor 1.00
Camber Adj.Factor 1 UNIFORM LOADS Center
Camber Required 0.32 Uniform Live Load 0 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 18 plf
24F-V4-Visually Graded Western Species Total Uniform Load 18 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by:
Fb_cmpr= 1850 psi Fb'= 2362 psi Load Number One Two
Live Load 1143 Ib 1143 Ib
Cd=1.00 Cv=0.98 Dead Load 1134 lb 1134 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 0.42 ft 8.92 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--I-'= 650 psi Load Number One Two Three Four
Left Live Load 379 plf 366 plf 245 plf 131 plf
Controlling Moment: 36276 ft-lb Left Dead Load 290 plf 183 plf 96 plf 89 plf
8.98 Ft from left support of span 2(Center Span) Right Live Load 379 plf 366 plf 245 plf 27 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 290 plf 183 plf 96 plf 18 plf
Controlling Shear: 7042 lb Load Start 0 ft 8.92 ft 9.92 ft 9.92 ft
Ata distance d from left support of span 2(Center Span) Load End 8.92 ft 9.92 ft 18.33 ft 18.33 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 8.92 ft 1 ft 8.41 ft 8.41 ft
Comparisons with required sections: Reed Provided
Section Modulus: 184.26 in3 206.25 in3 1
Area(Shear): 39.86 in2 82.5 in2
Moment of Inertia(deflection): 1254.27 in4 1546.88 in4
Moment: 36276 ft-lb 40604 ft-lb
Shear: 7042 lb 14575 lb
NOTES
Project:221228-MITCHELL-PETERMAN(COMP ROOF) page
Larry Widdifield
Location:M30-ANGLED JSTS BY STAIRS StruCalc 9.0
IIIIIMulti-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100
[2015 International Building Code(2012 NDS)] Portland,OR 97210 of
('
(2) 1.5INx9.251Nx8.5FT — r�' "
#2-Douglas-Fir-Larch-Dry Use
Section Adequate By:492.8% StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM
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 0.02 IN L/6458
Dead Load 0.01 in
Total Load 0.02 IN L/4256
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 241 lb 120 lb
Dead Load 116 lb 71 lb
Total Load 357 lb 191 lb
Bearing Length 0.19 in 0.10 in
BEAM DATA Center xR1
__ ____ ..
Span Length 8.5 ft
Unbraced Length-Top 0 ft A 8.5 ft •
Unbraced Length-Bottom 8.5 ft B
Live Load Duration Factor 1.00
Notch Depth 0.00
UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 0 plf
#2-Douglas-Fir-Larch Uniform Dead Load 0 plf
Base Values Adjusted Beam Self Weight 6 plf
Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 6 plf
Cd=1.00 CF=1.10
Shear Stress: Fv= 180 psi Fv'= 180 psi TRAPEZOIDAL LOADS-CENTER SPAN
Cd=1.00 Load Number One
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Live Load 85 plf
Comp.1 to Grain: Fc--1-= 625 psi Fc-1'= 625 psi Left Dead Load 32 plf
Right Live Load 0 plf
Controlling Moment: 595 ft-lb Right Dead Load 0 plf
3.65 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 8.5 ft
Controlling Shear: 267 lb Load Length 8.5 ft
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: Reci'd Provided
Section Modulus: 7.22 in3 42.78 in3
Area(Shear): 2.22 in2 27.75 in2
Moment of Inertia(deflection): 11.16 in4 197.86 in4
Moment: 595 ft-lb 3529 ft-lb
Shear: 267 lb 3330 lb
NOTES
page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) Ell Larry Widdifield
Location:M31-BM BTWN FAMILY/KITCHEN StruCalc 9.0
Multi-Loaded Multi-Span Beam Km 2187 NW Reed St.Suite 100 or
[2015 International Building Code(2012 NDS)] e al,..Portland,OR 97210
5.5 IN x 22.5 IN x 20.83 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM
Section Adequate By: 18.7%
Controlling Factor:Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.34 IN L/732
Dead Load 0.24 in
Total Load 0.58 IN L/427
Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360 2
REACTIONS A B 3
Live Load 7534 lb 8523 lb 1 4 5
Dead Load 5203 lb 6065 lb
Total Load 12737 lb 14588 lb TR2 TR3
Bearing Length 3.56 in 4.08 in
w
BEAM DATA Center
Span Length 20.83 ft 1r .
•
Unbraced Length-Top 0 ft A 20.83 ft B
Unbraced Length-Bottom 20.83 ft
Live Load Duration Factor 1.00
Camber Adj.Factor 1 UNIFORM LOADS Center
Camber Required 0.24 Uniform Live Load 190 plf
Notch Depth 0.00 Uniform Dead Load 71 plf
MATERIAL PROPERTIES Beam Self Weight 27 plf
24F-V4-Visually Graded Western Species Total Uniform Load 288 plf
Base Values Adiusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Three Four Five
Fb_cmpr= 1850 psi Fb'= 2240 psi Live Load 120 lb 4853 lb 2033 lb 1018 lb 397 lb
Cd=1.00 Cv=0.93Dead Load 71 lb 3329 lb 1312 lb 653 lb 213 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 4 ft 5.33 ft 15.5 ft 18.67 ft 20 ft
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp. L to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load Number One Two Three Four
Left Live Load 105 plf 380 plf 297 Of 80 plf
Controlling Moment: 66763 ft-lb Left Dead Load 133 plf 337 plf 288 plf 30 plf
9.37 Ft from left support of span 2(Center Span) Right Live Load 105 plf 380 plf 297 plf 0 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 133 plf 337 plf 288 Of 0 plf
Controlling Shear: -12612 lb Load Start 3.5 ft 14 ft 18.67 ft 0 ft
At a distance d from right support of span 2(Center Span) Load End 14 ft 18.67 ft 20.83 ft 4 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 10.5 ft 4.67 ft 2.16 ft 4 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 357.7 in3 464.06 in3
Area(Shear): 71.39 in2 123.75 in2
Moment of Inertia(deflection): 4398.01 in4 5220.7 in4
Moment: 66763 ft-lb 86615 ft-lb
Shear: -12612 lb 21863 lb
NOTES
Page
Project:221228-MITCHELL-PETERMAN(COMP ROOF)
En Larry Widdifield
Location:M27-MAIN BM AT REAR COVERED PORCH StruCalc 9.0
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] _4401014.Portland,OR 97210
5.51N x 12.0 IN x 20.5 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24.36 AM
Section Adequate By:29.0%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.48 IN L/513
Dead Load 0.32 in
Total Load 0.79 IN L/310
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 1952 lb 1950 lb
Dead Load 1289 lb 1288 lb
Total Load 3241 lb 3238 lb tF`
,
Bearing Length 0.91 in 0.91 in _
BEAM DATA Center
Span Length 20.5 ft
Unbraced Length-Top 0 ft A 20.5 ft B
Unbraced Length-Bottom 20.5 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.32 Uniform Live Load 125 plf
Notch Depth 0.00
Uniform Dead Load 67 plf
MATERIAL PROPERTIES Beam Self Weight 14 plf
24F-V4-Visually Graded Western Species Total Uniform Load 206 plf
Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN
Bending Stress. Fb= 2400 psi Controlled by: Load Number One Two
Fb_cmpr= 1850 psi Fb'= 2389 psi Left Live Load 131 plf 0 plf
Cd=1.00 Cv=1.00 Left Dead Load 89 plf 0 plf
Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 0 plf 131 plf
Cd=1.00 Right Dead Load 0 plf 89 plf
Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Load Start 0 ft 10.3 ft
Comp. L to Grain: Fc-1 = 650 psi Fc- L'= 650 psi Load End 10.25 ft 20.5 ft
Controlling Moment: 14671 ft-lb Load Length 10.25 ft 10.2 ft
10.25 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 2898 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: 73.7 in3 132 in3
Area(Shear): 16.4 in2 66 in2
Moment of Inertia(deflection): 614.08 in4 792 in4
Moment: 14671 ft-lb 26277 ft-lb
Shear: 2898 lb 11660 lb
NOTES
page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) 1111 Larry Widdifield
Location:M28-SIDE BM AT REAR PORCH StruCaic 9.0
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 or
[2015 International Building Code(2012 NDS)] ye Portland,OR 97210
5.5 IN x 12.0 IN x 9.83 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM
Section Adequate By: 1004.0%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.02 IN L/7241
Dead Load 0.01 in
Total Load 0.03 IN L/4076
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 650 lb 436 lb
Dead Load 495 lb 349 lb
Total Load 1145 lb 785 lb TR1
Bearing Length 0.32 in 0.22 in
w
BEAM DATA Center
Span Length 9.83 ft
Unbraced Length-Top 0 ft A 9.83 ft B
Unbraced Length-Bottom 9.83 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.01 Uniform Live Load 45 plf
Notch Depth 0.00 Uniform Dead Load 27 plf
MATERIAL PROPERTIES Beam Self Weight 14 plf
24F-V4-Visually Graded Western Species Total Uniform Load 86 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 131 plf
Cd=1.00 Left Dead Load 89 plf
Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 0 plf
Cd=1.00 Right Dead Load 0 plf
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 0 ft
Comp.-1-to Grain: Fc- L= 650 psi Fc-1'= 650 psi Load End 9.83 ft
Load Length 9.83 ft
Controlling Moment: 2391 ft-lb
4.42 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 855 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: 11.96 in3 132 in3
Area(Shear): 4.84 in2 66 in2
Moment of Inertia(deflection): 46.64 in4 792 in4
Moment: 2391 ft-lb 26400 ft-lb
Shear: 855 lb 11660 lb
NOTES
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page
Larry Widdifield
Location:M29-5/0 PATIO DR HDR AT FAMILY StruCalc 9.0
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] __44:441000,11....Portland,OR 97210
5.5 IN x 9.0 IN x 5.33 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM
Section Adequate By:23.8%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.05 IN L/1367
Dead Load 0.04 in
Total Load 0.08 IN L/769
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 2661 lb 2808 lb
Dead Load 2053 lb 2154 lb
Total Load 4714 lb 4962 lb
Bearing Length 1.32 in 1.39 in
BEAM DATA Center
Span Length 5.33 ft
Unbraced Length-Top 0 ft A 5.33 ft
Unbraced Length-Bottom 5.33 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.04 Uniform Live Load 100 plf
Notch Depth 0.00 Uniform Dead Load 50 plf
MATERIAL PROPERTIES Beam Self Weight 11 plf
24F-V4-Visually Graded Western Species Total Uniform Load 161 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 4676 lb
Cd=1.00 Dead Load 3707 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2.67 ft
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp. to Grain: Fc- L= 650 psi Fc--L'= 650 psi Load Number One
Left Live Load 81 plf
Controlling Moment: 11994 ft-lb Left Dead Load 55 plf
2.66 Ft from left support of span 2(Center Span) Right Live Load 115 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 78 plf
Controlling Shear: -4704 lb Load Start 2.67 ft
At a distance d from right support of span 2(Center Span) Load End 5.33 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 2.66 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 59.97 in3 74.25 in3
Area(Shear): 26.63 in2 49.5 in2
Moment of Inertia(deflection): 104.28 in4 334.13 in4
Moment: 11994 ft-lb 14850 ft-lb
Shear: -4704 lb 8745 lb
NOTES
page
Project:221228-MITCHELL-PETERMAN(COMP ROOF) Larry Widdifield
Location:M32-MULT JSTS OVER FOYER StruCalc 9.0
Multi-Loaded Multi-Span Beam KM 2187 NW Reed St.Suite 100 or
[2015 International Building Code(2012 NDS)] '..Portland,OR 97210
(3)1.51Nx9.251Nx8.67FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM
Section Adequate By:65.3%
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 0.05 IN L/2172
Dead Load 0.05 in
Total Load 0.10 IN L/1042
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 839 lb 546 lb
Dead Load 888 lb 680 lb
Total Load 1727 lb 1226 lb
Bearing Length 0.61 in 0.44 in
BEAM DATA Center
Span Length 8.67 ft w
Unbraced Length-Top 0 ft A ._ 8.67 ft B
Unbraced Length-Bottom 8.67 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 80 plf
#2-Douglas-Fir-Larch Uniform Dead Load 115 plf
Base Values Adiusted Beam Self Weight 9 plf
Bending Stress: Fb= 900 psi Fb'= 1139 psi Total Uniform Load 204 plf
Cd=1.00 CF=1.10 Cr=1.15 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One
Cd=1.00 Live Load 692 lb
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 492 lb
Comp.-1-to Grain: Fc-L= 625 psi Fc-1'= 625 psi Location 2.5 ft
Controlling Moment: 3683 ft-lb
2.69 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 1586 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: 38.82 in3 64.17 in3
Area(Shear): 13.21 in2 41.63 in2
Moment of Inertia(deflection): 68.37 in4 296.79 in4
Moment: 3683 ft-lb 6088 ft-lb
Shear: 1586 lb 4995 lb
NOTES
Project:221228-MITCHELL-PETERMAN(COMP ROOF) page
11111 Larry Widdifield /
Location:M33-MULT JSTS OVER BR.4 CLOSET
Multi-Loaded Multi-Span Beam 2187StruCalc NW Reed
9.0
St.Suite 100 of
[2015 International Building Code(2012 NDS)] ___4.4,4,00+4,6..Portland,OR 97210
3.125 IN x 9.0 IN x 6.33 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2,5 12/19/2016 5:24:36 AM
Section Adequate By:48.4%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.06 IN L/1236
Dead Load 0.05 in
Total Load 0.11 IN L/677
Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 1365 lb 1552 lb 2
Dead Load 1186 lb 1302 lb
Total Load 2551 lb 2854 lb
Bearing Length 1.26 in 1.41 in
TRI
BEAM DATA Center
Span Length 6.33 ft _-__.
40
Unbraced Length-Top 0 ft A 6.33 ft B
Unbraced Length-Bottom 6.33 ft
Live Load Duration Factor 1.00
Camber Adj.Factor 1
Camber Required 0.05 UNIFORM LOADS Center
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 Two
Fbcmpr= 1850 psi Fb'= 2400 psi Live Load 408 lb 1195 lb
Cd_-9.00 Dead Load 340 lb 795 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 3.5 ft 4.25 ft
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp.-L to Grain: Fc- = 650 psi Fc-1'= 650 psi Load Number One Two
Left Live Load 270 plf 80 plf
Controlling Moment: 5684 ft-lb Left Dead Load 253 plf 115 plf
3.54 Ft from left support of span 2(Center Span) Right Live Load 270 plf 80 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 253 plf 115 plf
Controlling Shear: -2714 lb Load Start 0 ft 4.25 ft
At a distance d from right support of span 2(Center Span) Load End 4.25 ft 6.33 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 4.25 ft 2.08 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 28.42 in3 42.19 in3
Area(Shear): 15.36 in2 28.13 in2
Moment of Inertia(deflection): 67.34 in4 189.84 in4
Moment: 5684 ft-lb 8438 ft-lb
Shear: -2714 lb 4969 lb
NOTES
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page
1111 Larry Widdifield
Location:M7-BM OVER FRONT PORCH StruCalc 9.0
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] Portland,OR 97210
5.5 IN x 9.5 IN x 7.0 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM
Section Adequate By:48.7%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.03 IN L/2873
Dead Load 0.03 in
Total Load 0.06 IN L/1366
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 755 lb 697 lb
Dead Load 893 lb 844 lb
Total Load 1648 lb 1541 lb
Bearing Length 0.48 in 0.45 in
BEAM DATA Center
Span Length 7 ft
Unbraced Length-Top 0 ft A 7n
Unbraced Length-Bottom 7 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 90 plf
#2-Douglas-Fir-Larch Uniform Dead Load 140 plf
Base Values Adjusted Beam Self Weight 11 plf
Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 241 plf
Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One
Cd=1.00 Live Load 822 lb
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 678 lb
Comp.-I-to Grain: Fc-1 = 625 psi Fc- = 625 psi Location 3.25 ft
Controlling Moment: 4057 ft-lb
3.29 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 1462 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: 55.63 in3 82.73 in3
Area(Shear): 12.9 in2 52.25 in2
Moment of Inertia(deflection): 69.06 in4 392.96 in4
Moment: 4057 ft-lb 6032 ft-lb
Shear: 1462 lb 5922 lb
NOTES
page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF)
IRE Larry Widdifield
Location:M8-DR HDR AT BR.4 StruCalc 9.0
Multi-Loaded Multi-Span Beam EN 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] Portland,OR 97210
5.5 IN x 9.5 IN x 4.33 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM
Section Adequate By: 152.0%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.01 IN L/5651
Dead Load 0.01 in
Total Load 0.02 IN L/3287
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:U240
REACTIONS A B
Live Load 1286 lb 1286 lb
Dead Load 925 lb 925 lb
Total Load 2211 lb 2211 lb
Bearing Length 0.64 in 0.64 in
BEAM DATA Center
Span Length 4.33 ft - r
Unbraced Length-Top 0 ft A 4.33 ft g
Unbraced Length-Bottom 4.33 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 594 plf
#2-Douglas-Fir-Larch Uniform Dead Load 416 plf
Base Values Adiusted Beam Self Weight 11 plf
Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 1021 plf
Cd=1.00 CF=1.00
Shear Stress: Fv= 170 psi Fv'= 170 psi
Cd=1.00
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi
Comp.1 to Grain: Fc- = 625 psi Fc- '= 625 psi
Controlling Moment: 2394 ft-lb
2.16 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 1415 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: 32.83 in3 82.73 in3
Area(Shear): 12.49 in2 52.25 in2
Moment of Inertia(deflection): 28.7 in4 392.96 in4
Moment: 2394 ft-lb 6032 ft-lb
Shear: 1415 lb 5922 lb
NOTES
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page
EN Larry Widdifield
Location:M2-BM OVER REAR OFFICE StruCalc 9.0
Multi-Loaded Multi-Span Beam um 2187 NW Reed St.Suite 100 or
[2015 International Building Code(2012 NDS)] __,, f y,�y ,,.Portland,OR 97210
5.5 IN x 10.5 IN x 12.83 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM
Section Adequate By: 15.3%
Controlling Factor:Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.30 IN L/506
Dead Load 0.25 in
Total Load 0.56 IN L/277
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:U240
REACTIONS A B 1 2
Live Load 3931 lb 2817 lb
Dead Load 3210 lb 2307 lb
Total Load 7141 lb 5124 lb
Bearing Length 2.00 in 1.43 in
w
BEAM DATA Center
Span Length 12.83 ft -------_— . r — --- -.-L4 .
Unbraced Length-Top 0 ft A 12.83 ftB
Unbraced Length-Bottom 12.83 ft
Live Load Duration Factor 1.00
Camber Adj.Factor 1 UNIFORM LOADS Center
Camber Required 0.25
Notch Depth 0.00 Uniform Live Load 316 plf
Uniform Dead Load 256 plf
MATERIAL PROPERTIES Beam Self Weight 13 plf
24F-V4-Visually Graded Western Species Total Uniform Load 585 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 950 lb 1099 lb
Cd-1.00 Dead Load 665 lb 970 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 1.17 ft 2.67 ft
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp.-I-to Grain: Fc-1= 650 psi Fc--LI= 650 psi Load Number One
Left Live Load 0 plf
Controlling Moment: 17529 ft-lb Left Dead Load 0 plf
5.77 Ft from left support of span 2(Center Span) Right Live Load 127 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 86 plf
Controlling Shear: 6691 lb Load Start 2.67 ft
At a distance d from left support of span 2(Center Span) Load End 12.83 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 10.16 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 87.65 in3 101.06 in3
Area(Shear): 37.88 in2 57.75 in2
Moment of Inertia(deflection): 460.23 in4 530.58 in4
Moment: 17529 ft-lb 20213 ft-lb
Shear: 6691 lb 10203 lb
NOTES
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page
ER Larry Widdifield
Location:M13-MAIN GARAGE BM. StruCalc 9.0
Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St.Suite 100
[2015 International Building Code(2012 NDS)] Portland,OR 97210 �f
6.75 IN x 25.5 IN x 22.33 FT ""
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/19/2016 5:24:36 AM
Section Adequate By:8.9%
Controlling Factor:Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.31 IN L/877
Dead Load 0.21 in
Total Load 0.51 IN L/523
Live Load Deflection Criteria:L/600 Total Load Deflection Criteria:L/480
REACTIONS A B 2
Live Load 10949 lb 7331 lb 1
3
Dead Load 7249 lb 5138 lb
Total Load 18198 lb 12469 lb
Bearing Length 4.15 in 2.84 in IIIIIIIIIIIIIIIIIIIIIIIIM
BEAM DATA Center
.. s. .
Span Length 22.33 ft -110
Unbraced Length-Top 0 ft 22.33 ft B
Unbraced Length-Bottom 22.33 ft o
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.21 Uniform Live Load 250 plf
Notch Depth 0.00 Uniform Dead Load 94 plf
MATERIAL PROPERTIES Beam Self Weight 37 plf
24F-V4-Visually Graded Western Species Total Uniform Load 381 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Three
Fb_cmpr= 1850 psi Fb'= 2152 psi Live Load 2463 lb 4949 lb 1614 lb
Cd=1.00 Cv=0.90 Dead Load 1904 lb 3393 lb 1406 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2.67 ft 11.17 ft 12 ft
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp.-I-toGrain: Fc--I-= 650 psi Fc---I-'= 650 psi Load Number One Two Three Four
Left Live Load 579 plf 202 plf 156 plf 25 plf
Controlling Moment: 106401 ft-lb Left Dead Load 394 plf 86 plf 186 plf 77 plf
11.16 Ft from left support of span 2(Center Span) Right Live Load 578 plf 202 plf 156 plf 25 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 394 plf 86 plf 186 plf 77 plf
Controlling Shear: 15477 lb Load Start 0 ft 2.67 ft 11.17 ft 12.17 ft
At a distanced from left support of span 2(Center Span) Load End 2.67 ft 11.17 ft 12.17 ft 22.33 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 2.67 ft 8.5 ft 1 ft 10.16 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 593.31 in3 731.53 in3
Area(Shear): 87.61 in2 172.13 in2
Moment of Inertia(deflection): 8568.02 in4 9327.02 in4
Moment: 106401 ft-lb 131190 ft-lb
Shear: 15477 lb 30409 lb
NOTES
page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) En Larry Widdifield
Location:FT1-FOOTING AT SIDE GARAGE StruCalc 9.0
Footing Er 2187 NW Reed St.Suite 100 or
[2015 International Building Code(2012 NDS)] y,,/ ea:Portland,OR 97210
Footing Size:3.17 FT x 3.17 FT x 12.00 IN
Reinforcement:#4 Bars @ 7.00 IN.O.C.ENV 1(5)min. StruCalc Version 9.0.2.5 12/19/2016 5:24:37 AM
Section Footing Design Adequate
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: F'c= 2500 psi
Reinforcing Steel Yield Strength: Fy= 60000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 3.17 ft
Length: L= 3.17 ft
Depth: Depth= 12 in
Effective Depth to Top Layer of Steel: d= 8.25 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 6 in
Column Depth: n= 6 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1241 psf H 6 in ,
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf I
Required Footing Area: Areq= 9.24 sf
Area Provided: A= 10.05 sf
Baseplate Bearing:
Bearing Required: Bear= 17895 lb 12 in
Allowable Bearing: Bear-A= 99450 lb , n n
Beam Shear Calculations(One Way Shear):
Beam Shear: Vu1 = 5067 lb sin
Allowable Beam Shear: Vc1 = 23537 lb 3.17 ft
Punching Shear Calculations(Two Way Shear):
Critical Perimeter: Bo= 57 in
Punching Shear: Vu2= 15384 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 7331 lb
Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 5138 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 12469 lb
Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 17895 lb
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 971 lb
Factored Moment: Mu= 85092 in-lb
Nominal Moment Strength: Mn= 417851 in-lb
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.73 in
Steel Required Based on Moment: As(1)= 0.19 in2
Min.Code Req'd Reinf.Shrink/Temp.(ACI-10.5.4):As(2)= 0.82 in2
Controlling Reinforcing Steel: As-reqd= 0.82 in2
Selected Reinforcement: #1.c.,@ 7.0 in.o.c.-e/w-(5-)Min.
Reinforcement Area Provided: As= 0.98 in2
Development Length Calculations:
Development Length Required: Ld= 15 in
Development Length Supplied: Ld-sup= 16.02 in
Note:Plain concrete adequate for bending,
therefore adequate development length not required.
NOTES
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page
Larry Widdifield
Location:FT2-FOOTING AT FRONT GARAGE StruCalc 9.0
Footing IRE 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] r,,4rePortland,OR 97210
Footing Size:2.83 FT x 2.83 FT x 12.00 IN
Reinforcement.#4 Bars @ 9.00 IN.O.C.E/W 1(4)min. StruCalc Version 9.0.2.5 12/19/2016 5:24:37 AM
Section Footing Design Adequate
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: Fc= 2500 psi
Reinforcing Steel Yield Strength: Fy= 60000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 2.83 ft
Length: L= 2.83 ft
Depth: Depth= 12 in
Effective Depth to Top Layer of Steel: d= 8.25 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 6 in
Column Depth: n= 6 in
FOOTING CALCULATIONS
Bearing Calculations: — 61n
Ultimate Bearing Pressure: Qu= 1162 psf
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf
Required Footing Area: Areq= 6.9 sf
Area Provided: A= 8.01 sf
Baseplate Bearing: 12'in!
Bearing Required: Bear= 13211 lb
i
Allowable Bearing: Bear-A= 99450 lb — o o ,
Beam Shear Calculations(One Way Shear):
Beam Shear: Vu1 = 3396 lb 3 in
Allowable Beam Shear: Vc1 = 21013 lb
Punching Shear Calculations(Two Way Shear): 2.83 ft
Critical Perimeter: Bo= 57 in
Punching Shear: Vu2= 10885 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 5098 lb
Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 4212 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 9310 lb
Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 13211 lb
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 774 lb
Factored Moment: Mu= 56082 in-lb
Nominal Moment Strength: Mn= 335884 in-lb
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.65 in
Steel Required Based on Moment: As(1)= 0.13 in2
Min.Code Req'd Reinf.Shrink/Temp.(ACI-10.5.4):As(2)= 0.73 in2
Controlling Reinforcing Steel: As-reqd= 0.73 in2
Selected Reinforcement: #4's @ 9.0 in.o.c.e/w(4)Min.
Reinforcement Area Provided: As= 0.79 in2
Development Length Calculations:
Development Length Required: Ld= 15 in
Development Length Supplied: Ld-sup= 13.98 in
Note:Plain concrete adequate for bending,
therefore adequate development length not required.
NOTES
page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) Ell Larry Widdifield
Location:FT3-FOOTING AT GARAGE BY BATH StruCalc 9.0
Footing RR 2187 NW Reed St.Suite 100 or
[2015 International Building Code(2012 NDS)] _ —Portland,OR 97210
Footing Size:4.33 FT x 4.33 FT x 12.00 IN
Reinforcement:#4 Bars @ 9.00 IN.O.C.EM//(6)min. StruCalc Version 9.0.2.5 12/19/2016 5:24:37 AM
Section Footing Design Adequate
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: F'c= 2500 psi
Reinforcing Steel Yield Strength: Fy= 60000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 4.33 ft
Length: L= 4.33 ft
Depth: Depth= 12 in
Effective Depth to Top Layer of Steel: d= 8.25 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 6 in
Column Depth: n= 6 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1244 psf
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf
Required Footing Area: Areq= 17.28 sf H._6 in 1
Area Provided: A= 18.75 sf
Baseplate Bearing: 1
Bearing Required: Bear= 33493 lb
Allowable Bearing: Bear-A= 99450 lb 12 in
Beam Shear Calculations(One Way Shear): " -
Beam Shear: Vul = 11429 lb 3 in
Allowable Beam Shear: Vc1 = 32150 lb
Punching Shear Calculations(Two Way Shear): a.33 ft
Critical Perimeter: Bo= 57 in
Punching Shear: Vu2= 30974 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 13766 lb
Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 9556 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 23322 lb
Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 33493 lb
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 1812 lb
Factored Moment: Mu= 217536 in-lb
Nominal Moment Strength: Mn= 504234 in-lb
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.64 in
Steel Required Based on Moment: As(1)= 0.50 in2
Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 1.12 in2
Controlling Reinforcing Steel: As-reqd= 1.12 in2
Selected Reinforcement: #4's @ 9.0 in.c.c.-e/w(6)Min.
Reinforcement Area Provided: As= 1.18 in2
Development Length Calculations:
Development Length Required: Ld= 15 in
Development Length Supplied: Ld-sup= 22.98 in
NOTES
Project:221228• -MITCHELL-PETERMAN(COMP ROOF) 11' page
Larry Widdifield
Location:FT4-FOOTING AT REAR GARAGE BY UTILITY am StruCalc 9.0
Footing 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] Portland,OR 97210
Footing Size:2.83 FT x 2.83 FT x 12.00 IN " 'D�
Reinforcement:#4 Bars @ 9.00 IN.O.C. E/W/(4)min. StruCalc Version 9.0.2.5 12/19/2016 5:24:37 AM
Section Footing Design Adequate
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: Pc= 2500 psi
Reinforcing Steel Yield Strength: Fy= 60000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 2.83 ft
Length: L= 2.83 ft
Depth: Depth= 12 in
Effective Depth to Top Layer of Steel: d= 8.25 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 6 in
Column Depth: n= 6 in
FOOTING CALCULATIONS
Bearing Calculations: H— sin •
Ultimate Bearing Pressure: Qu= 1225 psf I
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf
Required Footing Area: Areq= 7.27 sf
Area Provided: A= 8.01 sf
Baseplate Bearing: 12 in
Bearing Required: Bear= 14060 lb
Allowable Bearing: Bear-A= 99450 lb o o u
Beam Shear Calculations(One Way Shear):
Beam Shear: Vu1 = 3614 lb 3'n
Allowable Beam Shear: Vc1 = 21013 lb
Punching Shear Calculations(Two Way Shear): 2.83 ft
Critical Perimeter: Bo= 57 in
Punching Shear: Vu2= 11584 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 5726 lb
Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 4082 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 9808 lb
Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 14060 lb
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 774 lb
Factored Moment: Mu= 59685 in-lb
Nominal Moment Strength: Mn= 335884 in-lb
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.65 in
Steel Required Based on Moment: As(1)= 0.13 in2
Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.73 in2
Controlling Reinforcing Steel: As-reqd= 0.73 in2
Selected Reinforcement: #4's @ 9.0 in.o.c.e/w(4)Min.
Reinforcement Area Provided: As= 0.79 in2
Development Length Calculations:
Development Length Required: Ld= 15 in
Development Length Supplied: Ld-sup= 13.98 in
Note:Plain concrete adequate for bending,
therefore adequate development length not required.
NOTES
page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) Larry Widdifield
Location:FT5-FOOTING UNDER UTILITY StruCalc 9.0
1 EN
Footing Kw 2187 NW Reed St.Suite 100 or
[2015 International Building Code(2012 NDS)] ¢a.Portland,OR 97210
Footing Size:2.67 FT x 2.67 FT x 12.00 IN
Reinforcement:#4 Bars @ 8.00 IN.O.C.E/W/(4)min. StruCalc Version 9.0.2.5 12/19/2016 5:24:37 AM
Section Footing Design Adequate
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: Pc= 2500 psi
Reinforcing Steel Yield Strength: Fy= 60000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 2.67 ft
Length: L= 2.67 ft
Depth: Depth= 12 in
Effective Depth to Top Layer of Steel: d= 8.25 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 6 in
Column Depth: n= 6 in
FOOTING CALCULATIONS
1-6 to-----
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1221 psf I
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf
Required Footing Area: Areq= 6.45 sf
Area Provided: A= 7.13 sf
Baseplate Bearing: 12 in
Bearing Required: Bear= 12565 lb I
Allowable Bearing: Bear-A= 99450 lb
Beam Shear Calculations(One Way Shear): j 3 in
Beam Shear: Vu1 = 3047 lb j
Allowable Beam Shear: Vc1 = 19825 lb
_.... _....... _... 2.67 ft _.._ _..... . _...
Punching Shear Calculations(Two Way Shear):
Critical Perimeter: Bo= 57 in
Punching Shear: Vu2= 10080 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 5292 lb
Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 3415 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 8707 lb
Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 12565 lb
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 689 lb
Factored Moment: Mu= 50324 in-lb
Nominal Moment Strength: Mn= 335055 in-lb
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.69 in
Steel Required Based on Moment: As(1)= 0.11 in2
Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.69 in2
Controlling Reinforcing Steel: As-reqd= 0.69 in2
Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(4)Min.
Reinforcement Area Provided: As= 0.79 in2
Development Length Calculations:
Development Length Required: Ld= 15 in
Development Length Supplied: Ld-sup= 13.02 in
Note:Plain concrete adequate for bending,
therefore adequate development length not required.
NOTES
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) page
En Larry Widdifield
Location:FT6-FOOTING UNDER MASTER BATH StruCalc 9.0
Footing 1111 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] y,,k � ;,Portland,OR 97210
Footing Size:2.83 FT x 2.83 FT x 12.00 IN .
Reinforcement:#4 Bars @ 9.00 IN.O.C. EM//(4)min. StruCalc Version 9.0.2.5 12/19/2016 5:24:37 AM
Section Footing Design Adequate
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: F'c= 2500 psi
Reinforcing Steel Yield Strength: Fy= 60000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 2.83 ft
Length: L= 2.83 ft
Depth: Depth= 12 in
Effective Depth to Top Layer of Steel: d= 8.25 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 6 in
Column Depth: n= 6 in
FOOTING CALCULATIONS
Bearing Calculations: — s in
Ultimate Bearing Pressure: Qu= 1287 psf I
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf
Required Footing Area: Areq= 7.64 sf
Area Provided: A= 8.01 sf
Baseplate Bearing: 121n'
Bearing Required: Bear= 14898 lb
Allowable Bearing: Bear-A= 99450 lb 0 0
Beam Shear Calculations(One Way Shear):
Beam Shear: Vu1 = 3830 lb sin
Allowable Beam Shear: Vol = 21013 lb
Punching Shear Calculations(Two Way Shear): 2.83 ft
Critical Perimeter: Bo= 57 in
Punching Shear: Vu2= 12275 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 6318 lb
Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 3991 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 10309 lb
Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 14898 lb
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 774 lb
Factored Moment: Mu= 63242 in-lb
Nominal Moment Strength: Mn= 335884 in-lb
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.65 in
Steel Required Based on Moment: As(1)= 0.14 in2
Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.73 in2
Controlling Reinforcing Steel: As-reqd= 0.73 in2
Selected Reinforcement: #4's @ 9.0 in.o.c.e/w(4)Min.
Reinforcement Area Provided: As= 0.79 in2
Development Length Calculations:
Development Length Required: Ld= 15 in
Development Length Supplied: Ld-sup= 13.98 in
Note:Plain concrete adequate for bending,
therefore adequate development length not required.
NOTES
page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) En Larry Widdifield .
Location:FT7-FOOTING UNDER DINING StruCalc 9.0
Footing IKE 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] ¢ ':.Portland,OR 97210
Footing Size:3.5 FT x 3.5 FT x 12.00 IN
Reinforcement:#4 Bars @ 8.00 IN.O.C.E/W/(5)min. StruCalc Version 9.0.2.5 12/19/2016 5:24:37 AM
Section Footing Design Adequate
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: F'c= 2500 psi
Reinforcing Steel Yield Strength: Fy= 60000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 3.5 ft
Length: L= 3.5 ft
Depth: Depth= 12 in
Effective Depth to Top Layer of Steel: d= 8.25 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 6 in
Column Depth: n= 6 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1307 psf H 6in
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf
Required Footing Area: Areq= 11.86 sf
Area Provided: A= 12.25 sf
Baseplate Bearing:
Bearing Required: Bear= 23037 lb 12 gin'
Allowable Bearing: Bear-A= 99450 lb
Beam Shear Calculations(One Way Shear):
Beam Shear: Vul = 6993 lb 3in
Allowable Beam Shear: Vc1 = 25988 lb
3.5ft _..
Punching Shear Calculations(Two Way Shear):
Critical Perimeter: Bo= 57 in
Punching Shear: Vu2= 20385 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 9544 lb
Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 6472 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 16016 lb
Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 23037 lb
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 1184 lb
Factored Moment: Mu= 120943 in-lb
Nominal Moment Strength: Mn= 419670 in-lb
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.66 in
Steel Required Based on Moment: As(1)= 0.27 in2
Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.91 in2
Controlling Reinforcing Steel: As-reqd= 0.91 in2
Selected Reinforcement: #4's @ 8.0 in.o.c.eMr(5)Min.
Reinforcement Area Provided: As= 0.98 in2
Development Length Calculations:
Development Length Required: Ld= 15 in
Development Length Supplied: Ld-sup= 18 in
NOTES
Project:221228-MITCHELL-PETERMAN(COMP ROOF) page
EllLocation:FT8-FOOTING UNDER MASTER CLOSET Larry Widdifield NE
Footing StruCalc 9.0
[2015 International Building Code(2012 NDS)] 2187 NW Reed St.Suite 100 of
Footing Size:2.67 FT x 2.67 FT x 12.00 IN
- 'J+iRdr�e Portland,OR 97210
Reinforcement:#4 Bars @ 8.00 IN.O.C. E/W/(4)min.
Section Footing Design Adequate StruCalc Version 9.0.2.5 12/19/2016 5:24:37 AM
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: Fc= 2500 psi
Reinforcing Steel Yield Strength: Fy= 60000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 2.67 ft
Length: L= 2.67 ft
Depth: Depth= 12 in
Effective Depth to Top Layer of Steel: d= 8.25 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 6 in
Column Depth: n= 6 in
FOOTING CALCULATIONS
Bearing Calculations: sir
Ultimate Bearing Pressure: Qu= 1206 psf
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf
Required Footing Area: Areq= 6.37 sf
Area Provided: A= 7.13 sf
Baseplate Bearing: 12 in
Bearing Required: Bear= 12546 lb
Allowable Bearing: Bear-A= 99450 lb o
Beam Shear Calculations(One Way Shear):
Beam Shear: Vu1 = 3043 lb 3in
Allowable Beam Shear: Vol = 19825 lb
Punching Shear Calculations(Two Way Shear): 2.67 ft
Critical Perimeter: Bo= 57 in
Punching Shear: Vu2= 10064 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 5577 lb
Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 3019 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 8596 lb
Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 12546 lb
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 689 lb
Factored Moment: Mu= 50247 in-lb
Nominal Moment Strength: Mn= 335055 in-lb
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.69 in
Steel Required Based on Moment: As(1)= 0.11 in2
Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.69 in2
Controlling Reinforcing Steel: As-reqd= 0.69 in2
Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(4)Min.
Reinforcement Area Provided: As= 0.79 in2
Development Length Calculations:
Development Length Required: Ld= 15 in
Development Length Supplied: Ld-sup= 13.02 in
Note:Plain concrete adequate for bending,
therefore adequate development length not required.
NOTES
. page
Project:22122B-MITCHELL-PETERMAN(COMP ROOF) WE Larry Widdifield
Location:FT9-FOOTING UNDER KITCHEN NE StruCalc 9.0
Footing
2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] —,y ' }meq[_Portland,OR 97210
Footing Size:3.67 FT x 3.67 FT x 12.00 IN
Reinforcement:#4 Bars @ 9.00 IN.O.C.ENV/(5)min. StruCalc Version 9.0.2.5 12/19/2016 5:24:37 AM
Section Footing Design Adequate
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: F'c= 2500 psi
Reinforcing Steel Yield Strength: Fy= 60000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 3.67 ft
Length: L= 3.67 ft
Depth: Depth= 12 in
Effective Depth to Top Layer of Steel: d= 8.25 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 6 in
Column Depth: n= 6 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1210 psf
-6 in
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf
Required Footing Area: Areq= 12.08 sf
Area Provided: A= 13.47 sf
Baseplate Bearing:
Bearing Required: Bear= 23580 lb 12 in
Allowable Bearing: Bear-A= 99450 lb , , 9
Beam Shear Calculations(One Way Shear): 13 in
Beam Shear: Vu1 = 7373 lb
Allowable Beam Shear: Vc1 = 27250 lb 3.67 ft
Punching Shear Calculations(Two Way Shear):
Critical Perimeter: Bo= 57 in
Punching Shear: Vu2= 21111 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 10044 lb
Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 6258 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 16302 lb
Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 23580 lb
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 1302 lb
Factored Moment: Mu= 129808 in-lb
Nominal Moment Strength: Mn= 420480 in-lb
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.63 in
Steel Required Based on Moment: As(1)= 0.29 in2
Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.95 in2
Controlling Reinforcing Steel: As-reqd= 0.95 in2
Selected Reinforcement: #4's @ 9.0 in.o:c.-e/w-(5)Min.
Reinforcement Area Provided: As= 0.98 in2
Development Length Calculations:
Development Length Required: Ld= 15 in
Development Length Supplied: Ld-sup= 19.02 in
NOTES
Project:221228-MITCHELL-PETERMAN(COMP ROOF) page
MgLocation:FT10-FOOTING UNDER OFFICE Larry StruCalc 9 0eld /
9.0
Footing no 2187 NW Reed St.Suite 100
[2015 International Building Code(2012 NDS)] of
Footing Size:3.17 FT x 3.17 FT x 12.00 IN4+t .:Portland,OR 97210
Reinforcement:#4 Bars 0 7.00 IN.O.C. ENV/(5)min.
Section Footing Design Adequate StruCalc Version 9.0.2.5 12/19/2016 5:24:37 AM
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: F'c= 2500 psi
Reinforcing Steel Yield Strength: Fy= 60000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 3.17 ft
Length: L= 3.17 ft
Depth: Depth= 12 in
Effective Depth to Top Layer of Steel: d= 8.25 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 6 in
Column Depth: n= 6 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1283 psf H sin
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf I
Required Footing Area: Areq= 9.55 sf
Area Provided: A= 10.05 sf
Baseplate Bearing:
Bearing Required: Bear= 18503 lb 12 in'
Allowable Bearing: Bear-A= 99450 lb
Beam Shear Calculations(One Way Shear):
Beam Shear: Vul = 5239 lb 3 i
Allowable Beam Shear: Vc1 = 23537 lb
Punching Shear Calculations(Two Way Shear): a.nft
Critical Perimeter: Bo= 57 in
Punching Shear: Vu2= 15907 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 7591 lb
Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 5298 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 12889 lb
Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 18503 lb
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 971 lb
Factored Moment: Mu= 87983 in-lb
Nominal Moment Strength: Mn= 417851 in-lb
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.73 in
Steel Required Based on Moment: As(1)= 0.20 in2
Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.82 in2
Controlling Reinforcing Steel: As-reqd= 0.82 in2
Selected Reinforcement: #4's 0 7.0 in.o.c.e/w(5)Min.
Reinforcement Area Provided: As= 0.98 in2
Development Length Calculations:
Development Length Required: Ld= 15 in
Development Length Supplied: Ld-sup= 16.02 in
NOTES