Specifications (23) 'MS Ofl-OOHcD
�g St3 Vc\Q- RECEIVED
ALAN
16 �} C 2017
{ G TY OF TIGAID
ILDING DIVISION
DESIGN ASSOCIATES, I N C .
OPTION PLAN
22141A
BY:
FOUR D
CONST .
(TRUSS ROOF DESIGN)
GRAVITY LOADS BASED ON AFPA NDS-12
FLOOR - 40# LIVE, 10# DEAD
ROOF - 30# SNOW
15# DEAD (SHAKE/COMP)
19# DEAD (CONC. TILE)
CEILING - 20# LIVE, 10# DEAD
DECKS - 60# LIVE, 10# DEAD
EXITS/STAIRS - 50# TOTAL LOAD
BEAM
CALCULATIONS
ALAN MASCORD DESIGN ASSOCIATES,INC. 2187 N.W.Reed St. Suite#100 PORTLAND,OR. 97210
Project:22141A FOUR D CONST 3 page
no Patrick J.Burke
Location:J1 -FLR JST 0/KITCHEN/NOOK Alan Mascord Design
Floor Joist 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
TJI 110/11.875-iLevel Trus Joist x 17.0 FT @ 16 O.C.
Section Adequate By: 3.7% StruCalc Version 10.0.1.6 11/28/2017 7:38:46 AM
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.41 IN L/498
Dead Load 0.10 in
Total Load 0.51 IN L/398
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360
REACTIONS A
Live Load 453 lb 453 lb
Dead Load 113 lb 113 lb
Total Load 566 lb 566 lb
Bearing Length 1.75 in 3.50 in
Web Stiffeners No No
SUPPORT LOADS A
Live Load 340 plf 340 plf A 17 ft B
Dead Load 85 plf 85 plf
Total Load 425 plf 425 plf
I-JOIST PROPERTIES JOIST DATA Center
TJI 110/11.875-iLevel Trus Joist Span Length 17 ft
Base Values Adjusted Unbraced Length-Top 0 ft
Moment Cap: Mcap= 3160 ft-lb Mcap'= 3160 ft-lb Unbraced Length-Bottom 0 ft
Cd= 1.00 Floor sheathing applied to top of joists-top of joists fully braced.
Shear Stress: Vcap= 1560 lb Vcap'= 1560 lb Floor Duration Factor 1.00
Cd= 1.00 JOIST LOADING
Reaction A: Rcap= 910 lb Rcap'= 910 lb
Reaction B: Rcap= 1375 lb Rcap'= 1375 lb Uniform Floor Loading Center
Live Load LL= 40 psf
E.I.: El= 267 lb-int El'= 267 Ib-int Dead Load DL= 10 psf
Total Load TL= 50 psf
Controlling Moment: 2408 ft-lb TL Adj. For Joist Spacing wT= 66.7 plf
8.5 Ft from left support of span 3(Right Span)
Created by combining all dead and live loads.
Controlling Shear: -567 lb
At right support of span 2(Center Span)
Created by combining all dead and live loads.
Comparisons with required sections: Rend Provided
E.I.: 258 in2-lb E6 267 in2-lb xE6
Moment: 2408 ft-lb 3160 ft-lb
Shear: -567 lb 1560 lb
page
Project:22141A FOUR D CONST 3 Patrick J. Burke
Location:J2-FLR JST O/GREAT RM Alan Mascord Design
Floor Joist 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland, OR 97210
TJI 360/11.875-iLevel Trus Joist x 21.5 FT @ 12 O.C.
Section Adequate By: 7.4% StruCalc Version 10.0.1.6 11/28/2017 7:38:47 AM
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.50 IN L/516
Dead Load 0.13 in
Total Load 0.63 IN L/412
Live Load Deflection Criteria: L1480 Total Load Deflection Criteria: L/360
REACTIONS A
Live Load 430 lb 430 lb
Dead Load 108 lb 108 lb
Total Load 538 lb 538 lb
Bearing Length 1.75 in 3.50 in
Web Stiffeners Yes No
SUPPORT LOADS A ---
Live Load 430 plf 430 plf A 21.5 n B
Dead Load 108 plf 108 plf
Total Load 538 plf 538 plf
I-JOIST PROPERTIES JOIST DATA Center
TJI 360/11.875-iLevel Trus Joist Span Length 21.5 ft
Base Values Adjusted Unbraced Length-Top 0 ft
Moment Cap: Mcap= 6180 ft-lb Mcap'= 6180 ft-lb Unbraced Length-Bottom 0 ft
Cd= 1.00 Floor sheathing applied to top of joists-top of joists fully braced.
Shear Stress: Vcap= 1705 lb Vcap'= 1705 lb Floor Duration Factor 1.00
Cd= 1.00 JOIST LOADING
Reaction A: Rcap= 1080 lb Rcap'= 1080 lb
Reaction B: Rcap= 1505 lb Rcap'= 1505 lb Uniform Floor Loading Center
E.I.: El= 419 Ib-int El'= 419 lb-int Live Load LL= 40 psf
Dead Load DL= 10 psf
Total Load TL= 50 psf
Controlling Moment: 2889 ft-lb
10.75 Ft from left support of span 3(Right Span) TL Adj. For Joist Spacing wT= 50 plf
Created by combining all dead and live loads.
Controlling Shear: 538 lb
At left support of span 2(Center Span)
Created by combining all dead and live loads.
Comparisons with required sections: Req'd Provided
E.I.: 390 in2-lb E6 419 in2-Ib xE6
Moment: 2889 ft-lb 6180 ft-lb
Shear: 538 lb 1705 lb
page
Project:22141A FOUR D CONST 3MR Patrick J. Burke
Location: M1 -FRONT 1ST BAY GAR BM-ENTRY SIDE Alan Mascord Design
Multi-Loaded Multi-Span Beam un 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland, OR 97210
3.5 IN x 7.25 IN x 6.0 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/28/2017 7:38:47 AM
Section Adequate By: 37.7%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.05 IN L/1525
Dead Load 0.03 in
Total Load 0.08 IN L/910
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 864 lb 864 lb
Dead Load 584 lb 584 lb
Total Load 1448 lb 1448 lb TRI
Bearing Length 0.66 in 0.66 in
w
BEAM DATA Center
Span Length 6 ft
Unbraced Length-Top O ft A 6 ft
Unbraced Length-Bottom 6 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 200 plf
#2-Douglas-Fir-Larch Uniform Dead Load 50 plf
Base Values Adjusted Beam Self Weight 6 plf
Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 256 plf
Cd=1.00 CF=1.30 TRAPEZOIDAL LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One
Cd=1,00 Left Live Load 88 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 139 plf
Comp.1 to Grain: Fc- = 625 psi Fc-L'= 625 psi Right Live Load 88 plf
Controlling Moment: 2171 ft-lb Right Dead Load 139 plf
3.0 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 6 ft
Load Length 6 ft
Controlling Shear: -1448 lb
At right support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 22.27 in3 30.66 in3
Area(Shear): 12.06 in2 25.38 in2
Moment of Inertia(deflection): 29.31 in4 111.15 in4
Moment: 2171 ft-lb 2989 ft-lb
Shear: -1448 lb 3045 lb
page
, Project:22141A FOUR D CONST 3N. Patrick J. Burke
Location:M2-FRONT 2ND GAR BAY BM Alan Mascord Design
Multi-Loaded Multi-Span Beam2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland, OR 97210
(2) 1.75 IN x 11.875 IN x 11.0 FT
1.55E Timberstrand LSL-iLevel Trus Joist StruCalc Version 10.0.1.6 11/28/2017 7:38:48 AM
Section Adequate By: 103.2%
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 0.14 IN L/960
Dead Load 0.09 in
Total Load 0.23 IN L/585
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 1738 lb 1738 lb
Dead Load 1116 Ib 1116 Ib
Total Load 2854 Ib 2854 Ib ,
Bearing Length 0.91 in 0.91 in
w
BEAM DATA Center
Span Length 11 ft
Unbraced Length-Top 0 ft A 11 ft B
Unbraced Length-Bottom 11 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 240 plf
1.55E Timberstrand LSL-iLevel Trus Joist Uniform Dead Load 60 plf
Base Values Adjusted Beam Self Weight 13 plf
Bending Stress: Fb= 2325 psi Fb'= 2327 psi Total Uniform Load 313 plf
Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN
Shear Stress: Fv= 310 psi Fv'= 310 psi Load Number One
Cd=1.00 Left Live Load 76 plf
Modulus of Elasticity: E= 1550 ksi E'= 1550 ksi Left Dead Load 130 plf
Comp.-L to Grain: Fc- L= 900 psi Fc- '= 900 psi Right Live Load 76 plf
Controlling Moment: 7850 ft-lb Right Dead Load 130 plf
Load Start 0 ft
5.5 Ft from left support of span 2 (Center Span) Load End 11 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 11 ft
Controlling Shear: 2854 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 40.48 in3 82.26 in3
Area(Shear): 13.81 in2 41.56 in2
Moment of Inertia(deflection): 200.52 in4 488.41 in4
Moment: 7850 ft-lb 15953 ft-lb
Shear: 2854 lb 8590 lb
page
Project:22141A FOUR D CONST 3 Patrick J. Burke
Location: M3-1ST GAR BAY BM-PARALLEL W/JSTS Alan Mascord Design
Multi-Loaded Multi-Span Beam NS 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland, OR 97210
(2) 1.75 IN x 11.875 IN x 13.5 FT
1.55E Timberstrand LSL-iLevel Trus Joist StruCalc Version 10.0.1.6 11/28/2017 7:38:48 AM
Section Adequate By:86.6%
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 0.18 IN L/886
Dead Load 0.13 in
Total Load 0.31 IN L/524
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 1
REACTIONS A
Live Load 2657 lb 689 lb 2
Dead Load 1849 lb 458 lb
Total Load 4506 lb 1147 lb TRI
Bearing Length 1.43 in 0.36 in
w
BEAM DATA Center
Span Length 13.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 13.5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 40 plf
1.55E Timberstrand LSL-iLevel Trus Joist Uniform Dead Load 10 plf
Base Values Adjusted Beam Self Weight 13 plf
Bending Stress: Fb= 2325 psi Fb'= 2327 psi Total Uniform Load 63 plf
Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 310 psi Fv'= 310 psi Load Number One Two"
Cd=1.00 Live Load 1738 lb 864 lb
Modulus of Elasticity: E= 1550 ksi E'= 1550 ksi Dead Load 1116 lb 584 lb
Comp.1 to Grain: Fc-1= 900 psi Fc- = 900 psi Location 1.5 ft 3 ft
Controlling Moment: 8548 ft-lb *Load obtained from Load Tracker. See Summary Report for details.
2.97 Ft from left support of span 2 (Center Span) TRAPEZOIDAL LOADS-CENTER SPAN
Created by combining all dead loads and live loads on span(s)2 Load Number One
Controlling Shear: 4506 lb Left Live Load 136 plf
At left support of span 2(Center Span) Left Dead Load 198 plf
Created by combining all dead loads and live loads on span(s)2 Right Live Load 136 plf
Right Dead Load 198 plf
Comparisons with required sections: Reo'd Provided Load Start 1.5 ft
Section Modulus: 44.08 in3 82.26 in3 Load End 3 ft
Area(Shear): 21.8 in2 41.56 in2 Load Length 1.5 ft
Moment of Inertia(deflection): 223.77 in4 488.41 in4
Moment: 8548 ft-lb 15953 ft-lb
Shear: 4506 lb 8590 lb
, Project:22141A FOUR D CONST 3 page
Patrick J. Burke
Location: M4-2ND GAR BAY BM PARALLEL W/JSTS Alan Mascord Design
Multi-Loaded Multi-Span BeamME 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
5.125 IN x 10.5 IN x 13.5 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 11/28/2017 7:38:48 AM
Section Adequate By: 1.1%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.36 IN L/444
Dead Load 0.30 in
Total Load 0.67 IN L/243
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 2
REACTIONS A B i
Live Load 3335 lb 3162 lb
Dead Load 2579 lb 2604 lb TR3
Total Load 5914 lb 5766 lbTRI TR2
Bearing Length 1.78 in 1.73 in
w
BEAM DATA Center
Span Length 13.5 ft T
Unbraced Length-Top 0 ft A 13.5 ft ,B
Unbraced Length-Bottom 13.5 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1.5 UNIFORM LOADS Center
Camber Required 0.45 Uniform Live Load 40 plf
Notch Depth 0.00 Uniform Dead Load 10 plf
MATERIAL PROPERTIES Beam Self Weight 12 plf
24F-V4-Visually Graded Western Species Total Uniform Load 62 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 780 lb 1738 lb
Cd=1.00 Dead Load 520 lb 1116 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 10 ft 1.5 ft
Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details.
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Comp.1 to Grain: Fc-1= 650 psi Fc--I-'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN
Load Number One Two Three
Controlling Moment: 17525 ft-lb Left Live Load 176 plf 252 plf 151 plf
7.16 Ft from left support of span 2(Center Span) Left Dead Load 198 plf 248 plf 101 plf
Created by combining all dead loads and live loads on span(s)2 Right Live Load 176 plf 252 plf 151 plf
Controlling Shear: 5914 lb Right Dead Load 198 plf 248 plf 101 plf
At left support of span 2(Center Span) Load Start 1.5 ft 3 ft 10 ft
Created by combining all dead loads and live loads on span(s)2 Load End 3 ft 13.5 ft 13.5 ft
Load Length 1.5 ft 10.5 ft 3.5 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 87.62 in3 94.17 in3
Area(Shear): 33.47 in2 53.81 in2
Moment of Inertia(deflection): 488.9 in4 494.4 in4
Moment: 17525 ft-lb 18834 ft-lb
Shear: 5914 lb 9507 lb
page
Project:22141A FOUR D CONST 3ms Patrick J. Burke
Location:M5- 16/0 GAR DR HDR Alan Mascord Design
Multi-Loaded Multi-Span Beam M n 2187 NW Reed St, Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
5.125 IN x 10.5 IN x 16.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 11/28/2017 7:38:49 AM
Section Adequate By:2.0%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.45 IN L/425
Dead Load 0.33 in
Total Load 0.78 IN L/245
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 2307 lb 1245 lb
Dead Load 1687 lb 953 lb
Total Load 3994 lb 2198 lb
Bearing Length 1.20 in 0.66 in TR1
TR2
BEAM DATA Center v..
Span Length 16 ft
Unbraced Length-Top O ft A — 16 ft -" — B
Unbraced Length-Bottom 16 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1
UNIFORM LOADS Center
Camber Required 0.33
Notch Depth 0.00 Uniform Live Load 0 plf
Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 12 plf
24F-V4-Visually Graded Western Species Total Uniform Load 12 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 2657 lb
Cd=1.00 Dead Load 1849 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 5 ft
Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details.
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Comp.-I-to Grain: Fc-1-= 650 psi Fc--12= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN
Load Number One Two
Controlling Moment: 18252 ft-lb Left Live Load 69 plf 50 plf
4.96 Ft from left support of span 2(Center Span) Left Dead Load 46 plf 34 plf
Created by combining all dead loads and live loads on span(s)2 Right Live Load 69 plf 50 plf
Controlling Shear: 3994 lb Right Dead Load 46 plf 34 plf
At left support of span 2(Center Span) Load Start 0 ft 5 ft
Created by combining all dead loads and live loads on span(s)2 Load End 5 ft 16 ft
Load Length 5 ft 11 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 91.26 in3 94.17 in3
Area(Shear): 22.61 in2 53.81 in2
Moment of Inertia(deflection): 484.61 in4 494.4 in4
Moment: 18252 ft-lb 18834 ft-lb
Shear: 3994 lb 9507 lb
page
, Project:22141A FOUR D CONST 3 g ' Patrick J. Burke
Location:M6-8/0 GAR DR HDR Alan Mascord Design
Multi-Loaded Multi-Span Beam $ 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] 101°', Portland, OR 97210
3.5 IN x 5.5 IN x 8.0 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/28/2017 7:38:49 AM
Section Adequate By: 0.4%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.15 IN L/642
Dead Load 0.10 in
Total Load 0.25 IN L/378
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 504 lb 504 lb
Dead Load 353 lb 353 lb
Total Load 857 lb 857 lb
Bearing Length 0.39 in 0.39 in
BEAM DATA Center
Span Length 8 ft
Unbraced Length-Top 0 ft A s 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 126 plf
#2-Douglas-Fir-Larch Uniform Dead Load 84 plf
Base Values Adjusted Beam Self Weight 4 plf
Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 214 plf
Cd=1.00 CF=1.30
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: 1713 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: -857 lb
At right support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 17.57 in3 17.65 in3
Area(Shear): 7.14 in2 19.25 in2
Moment of Inertia(deflection): 30.84 in4 48.53 in4
Moment: 1713 ft-lb 1720 ft-lb
Shear: -857 lb 2310 lb
Project:22141A FOUR D CONST 3 page
a
Patrick J. Burke '
Location: M7-MAIN GARAGE BM AlannMascord Design
Multi-Loaded Multi-Span Beam M M 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland, OR 97210
6.75 IN x 30.0 IN x 29.5 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 11/28/2017 7:38:49 AM
Section Adequate By: 3.2%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.55 IN L/645
Dead Load 0.33 in
Total Load 0.88 IN L/403
Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240
REACTIONS A B 2
Live Load 10475 lb 11386 lb
Dead Load 5387 lb 7512 lb a
Total Load 15862 lb 18898 lb TR3
Bearing Length 3.62 in 4.31 in
BEAM DATA Center
Span Length 29.5 ft
Unbraced Length-Top O ft A 29.5 ft - B
Unbraced Length-Bottom 29.5 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.33 Uniform Live Load 0 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 44 plf
24F-V4-Visually Graded Western Species Total Uniform Load 44 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One * Two* Three Four
Fb_cmpr= 1850 psi Fb'= 2059 psi Live Load 689 lb 3162 lb 3664 lb 1796 lb
Cd=1.00 Cv=0.86 Dead Load 458 lb 2604 lb 2443 lb 1198 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 6.5 ft 18 ft 18 ft 22 ft
Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details.
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Comp.-L to Grain: Fc---= 650 psi Fc--L'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN
Load Number One Two Three Four
Controlling Moment: 168403 ft-lb Left Live Load 480 plf 200 plf 365 plf 76 plf
18.0 Ft from left support of span 2(Center Span) Left Dead Load 120 plf 50 plf 324 plf 130 plf
Created by combining ail dead loads and live loads on span(s)2 Right Live Load 480 plf 200 plf 365 plf 76 plf
Controlling Shear: -18897 lb Right Dead Load 120 plf 50 plf 324 plf 130 plf
30.0 Ft from left support of span 2(Center Span) Load Start 0 ft 16.5 ft 18 ft 22 ft
Created by combining all dead loads and live loads on span(s)2 Load End 16.5 ft 29.5 ft 22 ft 29.5 ft
Load Length 16.5 ft 13 ft 4 ft 7.5 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 981.38 in3 1012.5 in3
Area(Shear): 106.97 in2 202.5 in2
Moment of Inertia(deflection): 9050.06 in4 15187.5 in4
Moment: 168403 ft-lb 173744 ft-lb
Shear: -18897 lb 35775 lb
Project:22141A FOUR D CONST 3 page
•Patrick J. Burke
Location: M8-GUEST BDRM FLUSH BM BY CLOSET Alan Mascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
3.5 INx11.25INx7.5FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/28/2017 7:38:49 AM
Section Adequate By:279.3%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.01 IN L/6723
Dead Load 0.01 in
Total Load 0.02 IN L/3921
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 1
REACTIONS A B 2
Live Load 626 lb 627 lb
Dead Load 527 lb 448 lb
Total Load 1153 lb 1075 lb TR1
Bearing Length 0.53 in 0.49 in
w
BEAM DATA Center _
Span Length 7.5 ft
Unbraced Length-Top 0 ft7.5 ft
1� B
Unbraced Length-Bottom 7.5 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 10 plf
Base Values Adiusted Beam Self Weight 9 plf
Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 59 plf
Cd=1.00 CF=1.10 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Two
Cd=1.00 Live Load 319 lb 319 lb
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 213 lb 213 lb
Comp.-I-to Grain: Fc-- = 625 psi Fc---'= 625 psi Location 2 ft 7 ft
Controlling Moment: 1606 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN
2.02 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 126 plf 126 plf
Controlling Shear: 1153 lb Left Dead Load 164 plf 164 plf
At left support of span 2 (Center Span) Right Live Load 126 plf 126 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 164 plf 164 plf
Load Start Oft 7 ft
Comparisons with required sections: Req'd Provided Load End 2 ft 7.5 ft
Section Modulus: 19.46 in3 73.83 in3 Load Length 2 ft 0.5 ft
Area(Shear): 9.61 in2 39.38 in2
Moment of Inertia(deflection): 25.42 in4 415.28 in4
Moment: 1606 ft-lb 6091 ft-lb
Shear 1153 lb 4725 lb
page
Project:22141A FOUR D CONST 3nn Patrick J. Burke
Location: M9-FLUSH BM 0/GUEST BDRM Alan Mascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
7.0 IN x 11.875 IN x 12.5 FT
2.0E Parallam-iLevel Trus Joist StruCalc Version 10.0.1.6 11/28/2017 7:38:49 AM
Section Adequate By: 32.3%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.24 IN L/623
Dead Load 0.15 in
Total Load 0.39 IN L/381
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 2
REACTIONS A B
Live Load 5715 lb 3931 lb i
Dead Load 3663 lb 2452 lb TR2
Total Load 9378 lb 6383 lb
Bearing Length 1.79 in 1.22 in
w
BEAM DATA Center
Span Length 12.5 ft _
Unbraced Length-Top 0 ft A -- 12.5 ft B
Unbraced Length-Bottom 12.5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 320 plf
2.0E Parallam-iLevel Trus Joist Uniform Dead Load 80 plf
Base Values Adjusted Beam Self Weight 26 plf
Bending Stress: Fb= 2900 psi Fb'= 2903 psi Total Uniform Load 426 plf
Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 290 psi Fv'= 290 psi Load Number One * Two Three
Cd-1.00 Live Load 626 lb 782 lb 1804 lb
Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 527 lb 521 lb 1203 lb
Comp.±to Grain: Fc-L= 750 psi Fc-L'= 750 psi Location 1 ft 5 ft 5 ft
*Load obtained from Load Tracker. See Summary Report for details.
Controlling Moment: 30097 ft-lb
5.0 Ft from left support of span 2(Center Span) TRAPEZOIDAL LOADS-CENTER SPAN
Created by combining all dead loads and live loads on span(s)2 Load Number One Two Three
Controlling Shear: 9378 lb Left Live Load 101 plf 365 plf 76 plf
At left support of span 2(Center Span) Left Dead Load 147 plf 244 plf 130 plf
Created by combining all dead loads and live loads on span(s)2 Right Live Load 101 plf 365 plf 76 plf
Right Dead Load 147 plf 244 plf 130 plf
Comparisons with required sections: Req'd Provided Load Start 1 ft 1 ft 5 ft
Section Modulus: 124.39 in3 164.52 in3 Load End 5 ft 5 ft 12.5 ft
Area(Shear): 48.51 in2 83.13 in2 Load Length 4 ft 4 ft 7.5 ft
Moment of Inertia(deflection): 615.64 in4 976.83 in4
Moment: 30097 ft-lb 39805 ft-lb
Shear: 9378 lb 16071 lb
page
Project:22141A FOUR D CONST 3
EN Patrick J. Burke /
Location: M10-GUEST BDRM WINDOW HDR Alan Mascord Design
Multi-Loaded Multi-Span BeamME 2187 NW Reed St,Ste 100 or
[2015 International Building Code(2015 NDS)] Portland,OR 97210
3.5 INx3.5INx3.0FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/28/2017 7:38:47 AM
Section Adequate By:26.4%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.03 IN L/1354
Dead Load 0.02 in
Total Load 0.04 IN L/813
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 349 lb 312 lb
Dead Load 234 lb 209 lb
Total Load 583 lb 521 lb
Bearing Length 0.27 in 0.24 in TR1
BEAM DATA Center
Span Length 3 ft
Unbraced Length-Top O ft A 3 ft
Unbraced Length-Bottom 3 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 Adjusted Beam Self Weight 3 plf
Bending Stress: Fb= 900 psi Fb'= 1350 psi Total Uniform Load 3 plf
Cd=1.00 CF=1.50 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One
Cd=1.00 Live Load 358 lb
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 234 lb
Comp.-1-to Grain: Fc-L= 625 psi Fc--1-'= 625 psi
Location 1.5 ft
Controlling Moment: 636 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN
1.5 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 126 plf 76 plf
Controlling Shear: 583 lb Left Dead Load 84 plf 50 plf
At left support of span 2(Center Span) Right Live Load 126 plf 76 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 84 plf 50 plf
Load Start Oft 1.5 ft
Comparisons with required sections: Req'd Provided Load End 1.5 ft 3 ft
Section Modulus: 5.65 in3 7.15 in3 Load Length 1.5 ft 1.5 ft
Area (Shear): 4.86 in2 12.25 in2
Moment of Inertia(deflection): 3.69 in4 12.51 in4
Moment: 636 ft-lb 804 ft-lb
Shear: 583 lb 1470 lb
pane
Project:22141A FOUR D CONST 3 Patrick J. Burke
Location:M11 -REAR OUTDOOR LIVING ROOF BM Alan Mascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland, OR 97210
5.125 IN x 12.0 IN x 19.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 11/28/2017 7:38:47 AM
Section Adequate By:40.1%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.39 IN L/587
Dead Load 0.29 in
Total Load 0.68 IN L/336
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 1672 lb 1672 lb
Dead Load 1248 lb 1248 lb
Total Load 2920 lb 2920 lb
Bearing Length 0.88 in 0.88 in
BEAM DATA Center
Span Length 19 ft
Unbraced Length-Top O ft A 19 ft
Unbraced Length-Bottom 19 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.29 Uniform Live Load 176 plf
Notch Depth 0.00 Uniform Dead Load 118 plf
MATERIAL PROPERTIES Beam Self Weight 13 plf
24F-V4-Visually Graded Western Species Total Uniform Load 307 plf
Base Values Adjusted
Bending Stress: Fb= 2400 psi Controlled by:
Fb_cmpr= 1850 psi Fb'= 2400 psi
Cd=1.00
Shear Stress: Fv= 265 psi Fv'= 265 psi
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Comp.l to Grain: Fc---= 650 psi Fc--L'= 650 psi
Controlling Moment: 13868 ft-lb
9.5 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -2920 lb
At right support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 69.34 in3 123 in3
Area(Shear): 16.53 in2 61.5 in2
Moment of Inertia(deflection): 526.91 in4 738 in4
Moment: 13868 ft-lb 24600 ft-lb
Shear -2920 lb 10865 lb
, Project:22141A FOUR D CONST 3 page
Patrick J. Burke
Location:M12-KIT. SINK WINDOW HDR Alan Mascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland, OR 97210
3.5 IN x 11.25 IN x 4.0 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/28/2017 7:38:47 AM
Section Adequate By: 3.7%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.01 IN L/3634
Dead Load 0.01 in
Total Load 0.02 IN L/2237
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 1966 lb 2664 lb
Dead Load 1195 lb 1596 lb
Total Load 3161 lb 4260 lb TR1
Bearing Length 1.44 in 1.95 in
w
BEAM DATA Center
Span Length 4 ft
Unbraced Length-Top 0 ft A 4 f B
Unbraced Length-Bottom 4 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 340 plf
#2-Douglas-Fir-Larch Uniform Dead Load 85 plf
Base Values Adiusted Beam Self Weight 9 plf
Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 434 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 3080 lb
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 2092 lb
Comp.L to Grain: Fc- L= 625 psi Fc--- = 625 psi Location 2.5 ft
*Load obtained from Load Tracker. See Summary Report for details.
Controlling Moment: 5872 ft-lb
2.48 Ft from left support of span 2 (Center Span) TRAPEZOIDAL LOADS-CENTER SPAN
Created by combining all dead loads and live loads on span(s)2 Load Number One
Controlling Shear: -4261 lb Left Live Load 76 plf
At right support of span 2(Center Span) Left Dead Load 130 plf
Created by combining all dead loads and live loads on span(s)2 Right Live Load 76 plf
Right Dead Load 130 plf
Comparisons with required sections: Read Provided Load Start 0 ft
Section Modulus: 71.17 in3 73.83 in3 Load End 2.5 ft
Area(Shear): 35.5 in2 39.38 in2 Load Length 2.5 ft
Moment of Inertia(deflection): 44.56 in4 415.28 in4
Moment: 5872 ft-lb 6091 ft-lb
Shear: -4261 lb 4725 lb
page
Project:22141A FOUR D CONST 3 Patrick J. Burke
Location:M13-FLUSH BM O/KITCHEN Alan Mascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
5.125 IN x 10.5IN x 17.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 11/28/2017 7:38:47 AM
Section Adequate By:2.3%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.40 IN L/506
Dead Load 0.43 in
Total Load 0.83 IN L/245
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 1624 lb 1624 lb
Dead Load 1723 lb 1723 lb
Total Load 3347 lb 3347 lb TRI
Bearing Length 1.00 in 1.00 in
w
BEAM DATA Center
Span Length 17 ft
Unbraced Length-Top 0 ft A 17 ft B
Unbraced Length-Bottom 17 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.43 Uniform Live Load 151 plf
Notch Depth 0,00 Uniform Dead Load 181 plf
MATERIAL PROPERTIES Beam Self Weight 12 plf
24F-V4-Visually Graded Western Species Total Uniform Load 344 plf
Base Values Adiusted TRAPEZOIDAL LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One
Fb_cmpr= 1850 psi Fb'= 2400 psi Left Live Load 40 plf
Cd=1.00 Left Dead Load 10 plf
Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 40 plf
Cd=1.00 Right Dead Load 10 plf
Modulus of Elasticity: E= 1800 ksi E.= 1800 ksi Load Start 0 ft
Comp.L to Grain: Fc--1-= 650 psi Fc-1'= 650 psi Load End 17 ft
Controlling Moment: 14221 ft-lb Load Length 17 ft
8.5 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -3346 lb
At right support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 71.11 in3 94.17 in3
Area(Shear): 18.94 in2 53.81 in2
Moment of Inertia(deflection): 483.44 in4 494.4 in4
Moment: 14221 ft-lb 18834 ft-lb
Shear: -3346 lb 9507 lb
page
Project:22141A FOUR D CONST 3EN Patrick J. Burke
Location:M14-FLUSH BM O/BUTLER'S PANTRY Alan Mascord Design
Multi-Loaded Multi-Span Beam M 2187 NW Reed St.Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
3.5 IN x 11.25 IN x 4.0 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/28/2017 7:38:47 AM
Section Adequate By: 504.9%
Controlling Factor: Shear
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
Live Load 382 lb 382 lb
Dead Load 399 lb 399 lb
Total Load 781 lb 781 lb
Bearing Length 0.36 in 0.36 in
w
BEAM DATA Center
Span Length 4 ft
Unbraced Length-Top 0 ft A 4ft B
Unbraced Length-Bottom 4 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 151 plf
#2-Douglas-Fir-Larch Uniform Dead Load 181 plf
Base Values Adjusted Beam Self Weight 9 plf
Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 341 plf
Cd=9.00 CF=1.10 TRAPEZOIDAL LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One
Cd=9.00 Left Live Load 40 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 10 plf
Comp.--to Grain: Fc---= 625 psi Fc--- = 625 psi Right Live Load 40 plf
Controlling Moment: 781 ft-lb Right Dead Load 10 plf
2.0 Ft from left support of span 2(Center Span) Load Start 0 ft
Load End 4 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 4 ft
Controlling Shear: 781 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 9.47 in3 73.83 in3
Area(Shear): 6.51 in2 39.38 in2
Moment of Inertia(deflection): 7.03 in4 415.28 in4
Moment: 781 ft-lb 6091 ft-lb
Shear: 781 lb 4725 lb
page
Project:22141A FOUR D CONST 3Mill Patrick J. Burke
Location:M15-FLUSH BM O/DINING W.OM Alan Mascord Design
Multi-Loaded Multi-Span Beam En 2187 NW Reed St,Ste 100 • of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
5.5 INx11.5INx12.0FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/28/2017 7:38:47 AM
Section Adequate By:24.1%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.10 IN L/1465
Dead Load 0.11 in
Total Load 0.20 IN L/707
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 1146 lb 1146 lb
Dead Load 1228 lb 1228 lb
Total Load 2374 lb 2374 lb TR1
Bearing Length 0.69 in 0.69 in
w
BEAM DATA Center
Span Length 12 ft —40
Unbraced Length-Top 0 ft A – 12 ft B
Unbraced Length-Bottom 12 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 151 plf
#2-Douglas-Fir-Larch Uniform Dead Load 181 plf
Base Values Adjusted Beam Self Weight 14 plf
Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 346 plf
Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN
Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One
Cd=1.00 Left Live Load 40 plf
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Left Dead Load 10 plf
Comp.J-to Grain: Fc-1= 625 psi Fc- = 625 psi Right Live Load 40 plf
Controlling Moment: 7123 ft-lb Right Dead Load 10 plf
Load Start 0 ft
6.0 Ft from left support of span 2(Center Span)
Load End 12 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 12 ft
Controlling Shear: -2374 lb
At right support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Read Provided
Section Modulus: 97.68 in3 121.23 in3
Area(Shear): 20.95 in2 63.25 in2
Moment of Inertia(deflection): 236.66 in4 697.07 in4
Moment: 7123 ft-lb 8840 ft-lb
Shear: -2374 lb 7168 lb
, Project:22141A FOUR D CONST 3 page
Mg Patrick J. Burke /
Location: M16- ANGLED FLUSH JSTS O/STAIR HALL Alan Mascord Design
Multi-Loaded Multi-Span Beam " 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
(2) 1.75 IN x 11.875 IN x 9.0 FT
1.55E Timberstrand LSL-iLevel Trus Joist StruCalc Version 10.0.1.6 11/28/2017 7:38:47 AM
Section Adequate By:293.4%
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 0.06 IN L/1787
Dead Load 0.02 in
Total Load 0.08 IN L/1383
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 1380 lb 1410 lb
Dead Load 403 lb 411 lb
Total Load 1783 lb 1821 lb
Bearing Length 0.57 in 0.58 in TR2
BEAM DATA Center
Span Length 9 ft
Unbraced Length-Top 0 ft A 9 f B
Unbraced Length-Bottom 9 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 0 plf
1.55E Timberstrand LSL-iLevel Trus Joist Uniform Dead Load 0 plf
Base Values Adjusted Beam Self Weight 13 plf
Bending Stress: Fb= 2325 psi Fb'= 2327 psi Total Uniform Load 13 plf
Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN
Shear Stress: Fv= 310 psi Fv'= 310 psi Load Number One Two
Cd=1.00 Left Live Load 0 plf 300 plf
Modulus of Elasticity: E= 1550 ksi E'= 1550 ksi Left Dead Load 0 plf 75 plf
Comp.1 to Grain: Fc- 1= 900 psi Fc--- = 900 psi Right Live Load 120 plf 200 plf
Controlling Moment: 4055 ft-lb Right Dead Load 30 plf 50 plf
4.5 Ft from left support of span 2 (Center Span) Load Start 0 ft 0 ft
Load End 9 ft 9 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 9 ft 9 ft
Controlling Shear: -1821 lb
At right support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 20.91 in3 82.26 in3
Area(Shear): 8.81 in2 41.56 in2
Moment of Inertia(deflection): 98.4 in4 488.41 in4
Moment: 4055 ft-lb 15953 ft-lb
Shear: -1821 lb 8590 lb
page
Project:22141A FOUR D CONST 3 Patrick
AlanMascord J. BurkeDesign /
Location:M17-FLUSH BM O/NOOK/STAIR
Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
(2)1.75 IN x 11.875 IN x 11.0 FT
1.55E Timberstrand LSL-iLevel Trus Joist StruCalc Version 10.0.1.6 11/28/2017 7:38:47 AM
Section Adequate By:65.4%
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 0.22 IN L/597
Dead Load 0.06 in
Total Load 0.28 IN L/465
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 3197 lb 2588 lb
Dead Load 918 lb 729 lb
Total Load 4115 lb 3317 lb
Bearing Length 1.31 in 1.05 into TM
w
BEAM DATA Center
Span Length 11 ft
Unbraced Length-Top 0 ft A 11 ft
Unbraced Length-Bottom 11 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 340 plf
1.55E Timberstrand LSL-iLevel Trus Joist Uniform Dead Load 85 plf
Base Values Adjusted Beam Self Weight 13 plf
Bending Stress: Fb= 2325 psi Fb'= 2327 psi Total Uniform Load 438 plf
Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 310 psi Fv'= 310 psi Load Number One*
Cd=1.00 Live Load 1380 Ib
Modulus of Elasticity: E= 1550 ksi E= 1550 ksi Dead Load 403 Ib
Comp.-I-to Grain: Fc- L= 900 psi Fc--L'= 900 psi Location 2 ft
Controlling Moment: 9648 ft Ib *Load obtained from Load Tracker. See Summary Report for details.
5.06 Ft from left support of span 2(Center Span) TRAPEZOIDAL LOADS-CENTER SPAN
Created by combining all dead loads and live loads on span(s)2 Load Number One Two
Controlling Shear: 4115 lb Left Live Load 0 plf 120 plf
At left support of span 2(Center Span) Left Dead Load 0 plf 30 plf
Created by combining all dead loads and live loads on span(s)2 Right Live Load 120 plf 100 plf
Right Dead Load 30 plf 25 plf
Comparisons with required sections: Req'd Provided Load Start 2 ft 8.5 ft
Section Modulus: 49.75 in3 82.26 in3 Load End 8.5 ft 11 ft
Area(Shear): 19.91 in2 41.56 in2 Load Length 6.5 ft 2.5 ft
Moment of Inertia(deflection): 294.29 in4 488.41 in4
Moment: 9648 ft-lb 15953 ft-lb
Shear: 4115 lb 8590 lb
page
, Project:22141A FOUR D CONST 3
Patrick J. Burke
Location:M18-FLUSH BM O/GREAT RM Alan Mascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] , Portland, OR 97210
7.0 INx11.875INx21.5FT
2.0E Parallam-iLevel Trus Joist StruCalc Version 10.0.1.6 11/28/2017 7:38:48 AM
Section Adequate By:2.2%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.72 IN L/358
Dead Load 0.26 in
Total Load 0.98 IN L/262
Live Load Deflection Criteria: L/350 Total Load Deflection Criteria:L/240
REACTIONS A_
Live Load 4402 lb 1634 lb
Dead Load 1506 lb 726 lb
Total Load 5908 lb 2360 lb
Bearing Length 1.13 in 0.45 in
BEAM DATA Center
Span Length 21.5 ft — —
Unbraced Length-Top 0 ft A —— 21.5k
Unbraced Length-Bottom 21.5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 40 plf
2.0E Parallam-iLevel Trus Joist Uniform Dead Load 10 plf
Base Values Adjusted Beam Self Weight 26 plf
Bending Stress: Fb= 2900 psi Fb'= 2903 psi Total Uniform Load 76 plf
Cd=1 00 CF=1.00 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 290 psi Fv'= 290 psi Load Number One
Cd=1.00 Live Load 5176 lb
Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 1458 lb
Comp.-I-to Grain: Fc-- = 750 psi Fc--- = 750 psi
Location 5 ft
Controlling Moment: 28412 ft-lb *Load obtained from Load Tracker. See Summary Report for details.
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: 5908 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 117.43 in3 164.52 in3
Area(Shear): 30.56 in2 83.13 in2
Moment of Inertia(deflection): 955.72 in4 976.83 in4
Moment: 28412 ft-lb 39805 ft-lb
Shear: 5908 lb 16071 lb
page
Project:22141A FOUR D CONST 3ILE Patrick J. Burke
Location:M19-NOOK/GREAT RM PATIO DR HDR Alan Mascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 or
[2015 International Building Code(2015 NDS)] Portland,OR 97210
5.125 IN x 16.5 IN x 12.5 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 11/28/2017 7:38:48 AM
Section Adequate By: 9.6%
Controlling Factor: Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.21 IN L/713
Dead Load 0.13 in
Total Load 0.34 IN L/443 1
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240
2 3
REACTIONS A B
Live Load 8363 lb 7703 lb
Dead Load 5270 lb 4599 lb TR3
Total Load 13633 lb 12302 lb TR1 TR2
Bearing Length 4.09 in 3.69 in
w
BEAM DATA Center
Span Length 12.5 ft
Unbraced Length-Top O ft A 12.5 n - B
Unbraced Length-Bottom 12.5 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.13 Uniform Live Load 151 plf
Notch Depth 0.00 Uniform Dead Load 181 plf
MATERIAL PROPERTIES Beam Self Weight 18 plf
24F-V4-Visually Graded Western Species Total Uniform Load 350 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 2564 lb 1634 lb 1467 lb
Cd=1.00 Dead Load 1751 lb 726 lb 1014 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 1.5 ft 8 ft 10 ft
Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details.
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Comp. L to Grain: Fc--i-= 650 psi Fc-1'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN
Load Number One Two Three
Controlling Moment: 41039 ft-lb Left Live Load 340 plf 430 plf 454 plf
6.75 Ft from left support of span 2(Center Span) Left Dead Load 85 plf 108 plf 320 plf
Created by combining all dead loads and live loads on span(s)2 Right Live Load 340 plf 430 plf 454 plf
Controlling Shear: 13633 lb Right Dead Load 85 plf 108 plf 320 plf
At left support of span 2(Center Span) Load Start 0 ft 8 ft 1.5 ft
Created by combining all dead loads and live loads on span(s)2 Load End 8 ft 12.5 ft 10 ft
Load Length 8 ft 4.5 ft 8.5 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 205.2 in3 232.55 in3
Area(Shear): 77.17 in2 84.56 in2
Moment of Inertia(deflection): 1038.87 in4 1918.51 in4
Moment: 41039 ft-lb 46509 ft-lb
Shear: 13633 lb 14939 lb
page
Project:22141A FOUR D CONST 3 Patrick J. Burke
Location:M20-FLUSH BM O/FOYER Alan Mascord Design /
Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
3.5 IN x 7.25 IN x 8.5 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/28/2017 7:38:48 AM
Section Adequate By: 36.8%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.12 IN L/855
Dead Load 0.03 in
Total Load 0.15 IN L/668
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 562 lb 883 lb
Dead Load 164 lb 244 lb
Total Load 726 lb 1127 lb
Bearing Length 0.33 in 0.52 in
BEAM DATA CenterR2
Span Length 8.5 ft
Unbraced Length-Top 0 ft A 8.5ft -B
Unbraced Length-Bottom 8.5 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 Adjusted Beam Self Weight 6 plf
Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 6 plf
Cd=1.00 CF=1.30 TRAPEZOIDAL LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Two
Cd=1.00 Left Live Load 80 plf 300 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 20 plf 75 plf
Comp.-Ito Grain: Fc---= 625 psi Fc- '= 625 psi Right Live Load 80 plf 200 plf
Controlling Moment: 2185 ft-lb Right Dead Load 20 plf 50 plf
4.84 Ft from left support of span 2(Center Span) Load Start 0 ft 4 ft
Created by combining all dead loads and live loads on span(s)2 Load End 4 ft 8.5 ft
Controlling Shear: -1127 lb Load Length 4 ft 4.5 ft
8.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 22.41 in3 30.66 in3
Area(Shear): 9.39 in2 25.38 in2
Moment of Inertia(deflection): 46.81 in4 111.15 in4
Moment: 2185 ft-lb 2989 ft-lb
Shear: -1127 lb 3045 lb
Project:22141A FOUR D CONST 3 page
Patrick J. Burke
Location:M21 -DEN DR HDR AlannMascord Design
Multi-Loaded Multi-Span Beam Er 2187 NW Reed St,Ste 100 or
[2015 International Building Code(2015 NDS)] Portland,OR 97210
3.5 IN x 7.25 IN x 5.0 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/28/2017 7:38:48 AM
Section Adequate By:68.3%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.02 IN L/2617
Dead Load 0.02 in
Total Load 0.04 IN L/1335
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 725 lb 725 lb
Dead Load 696 lb 696 lb
Total Load 1421 lb 1421 lb TRI
Bearing Length 0.65 in 0.65 in
w
BEAM DATA Center
Span Length 5 ft
Unbraced Length-Top O ft A - 5 ft B
Unbraced Length-Bottom 5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 139 plf
#2-Douglas-Fir-Larch Uniform Dead Load 92 plf
Base Values Adjusted Beam Self Weight 6 plf
Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 237 plf
Cd=1.00 CF=1.30 TRAPEZOIDAL LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One
Cd=1.00 Left Live Load 151 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 181 plf
Comp. to Grain: Fc-L= 625 psi Fc- = 625 psi Right Live Load 151 plf
Controlling Moment: 1777 ft-lb Right Dead Load 181 plf
2.5 Ft from left support of span 2(Center Span) Load Start 0 ft
Load End 5 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 5 ft
Controlling Shear: -1421 lb
At right support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 18.22 in3 30.66 in3
Area(Shear): 11.84 in2 25.38 in2
Moment of Inertia(deflection): 19.98 in4 111.15 in4
Moment: 1777 ft-lb 2989 ft-lb
Shear: -1421 lb 3045 lb
page
, Project:22141A FOUR D CONST 3 Patrick J. Burke
Location:M22-DEN PORCH GABLE END BM Alan Mascord Design
Multi-Loaded Multi-Span Beam NE 2187 NW Reed St, Ste 100 of
[2015 International Building Code(2015 NDS)] Portland, OR 97210
5.5 IN x 9.5IN x 12.0 FT
#2-Douglas-Fir-Larch-Wet Use StruCalc Version 10.0.1.6 11/28/2017 7:38:48 AM
Section Adequate By:65.4%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.08 IN L/1716
Dead Load 0.07 in
Total Load 0.15 IN L/959
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 345 lb 345 lb
Dead Load 297 lb 297 lb
Total Load 642 lb 642 lb 1
Bearing Length 0.28 in 0.28 in
BEAM DATA Center
Span Length 12 ft
Unbraced Length-Top 0 ft A 12ftB
Unbraced Length-Bottom 12 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 Adjusted 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 689 lb
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 459 lb
Comp.-1-to Grain: Fc-1= 625 psi Fc- = 419 psi
Cm=0.67 Location 6 ft
Controlling Moment: 3648 ft-lb
6.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 642 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 50.03 in3 82.73 in3
Area(Shear): 5.66 in2 52.25 in2
Moment of Inertia(deflection): 98.32 in4 392.96 in4
Moment: 3648 ft-lb 6032 ft-lb
Shear: 642 lb 5922 lb
page
Project:22141A FOUR D CONST 3 MN Patrick J. Burke /
Location:M23-ENTRY PORCH BM Alan Mascord Design
Multi-Loaded Multi-Span BeamNE 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
5.5 INx5.5INx8.5FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/28/2017 7:38:48 AM
Section Adequate By:25.0%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.10 IN L/978
Dead Load 0.08 in
Total Load 0.18 IN L/561
Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 374 lb 374 lb
Dead Load 279 lb 279 lb
Total Load 653 lb 653 lb
Bearing Length 0.19 in 0.19 in
BEAM DATA Center
.
Span Length 8.5 ft
Unbraced Length-Top O ft A 8.5 ft 8
Unbraced Length-Bottom 8.5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 88 plf
#2-Douglas-Fir-Larch Uniform Dead Load 59 plf
Base Values Adjusted Beam Self Weight 7 plf
Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 154 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.L to Grain: Fc-L= 625 psi Fc--- = 625 psi
Controlling Moment: 1387 ft-lb
4.25 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 653 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 22.19 in3 27.73 in3
Area(Shear): 5.76 in2 30.25 in2
Moment of Inertia(deflection): 32.64 in4 76.26 in4
Moment: 1387 ft-lb 1733 ft-lb
Shear: 653 lb 3428 lb
Page
, Project:22141A FOUR D CONST 3 Patrick J. Burke
Location:M24-DEN PORCH ENTRY SIDE BM Alan Mascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland, OR 97210
5.5 INx5.5INx6.0FT(5+1)
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/28/2017 7:38:48 AM
Section Adequate By:48.1%
Controlling Factor:Moment
DEFLECTIONS Center Right LOADING DIAGRAM
Live Load 0.03 IN L12235 -0.02 IN 2L/1498
Dead Load 0.02 in -0.01 in
Total Load 0.05 IN L/1302 -0.03 IN 2L/888
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 414 lb 423 lb
Dead Load 303 lb 315 lb
Total Load 717 lb 738 lb
Bearing Length 0.21 in 0.21 in
BEAM DATA Center Right
Span Length 5 ft 1 ft —
Unbraced Length-Top O ft O ft A 5 ft i ft
Unbraced Length-Bottom 5 ft 1 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center Right
MATERIAL PROPERTIES Uniform Live Load 76 plf 76 plf
#2-Douglas-Fir-Larch Uniform Dead Load 50 plf 50 plf
Base Values Adjusted Beam Self Weight 7 plf 7 plf
Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 133 plf 133 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 374 lb
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 279 lb
Comp.1•to Grain: Fc--1-= 625 psi Fc- = 625 psi Location 2 ft
Controlling Moment: 1170 ft-lb *Load obtained from Load Tracker. See Summary Report for details.
2.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 718 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 18.72 in3 27.73 in3
Area(Shear): 6.33 in2 30.25 in2
Moment of Inertia(deflection): 20.61 in4 76.26 in4
Moment: 1170 ft-lb 1733 ft-lb
Shear: 718 lb 3428 lb
page
Project:22141A FOUR D CONST 3MN Patrick J.Burke / '
Location:R1 -FRONT PORCH GABLE END RIDGE BM Alan Mascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland, OR 97210
5.5 INx11.5INx6.0FT(1 +5)
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/28/2017 7:38:49 AM
Section Adequate By: 765.1%
Controlling Factor: Shear
DEFLECTIONS Left Center LOADING DIAGRAM
Live Load 0.00 IN 2L/13206 0.00 IN L/MAX
Dead Load 0.00 in 0.00 in
Total Load 0.00 IN 2L/8228 0.00 IN L/MAX
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 659 lb 458 lb
Dead Load 489 lb 326 lb
Total Load 1148 lb 784 lb
Bearing Length 0.33 in 0.23 in
BEAM DATA Left Center
Span Length 1 ft 5 ft n
Unbraced Length-Top 0 ft 0 ft ift * — - 5 f B
Unbraced Length-Bottom 1 ft 5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Left Center
MATERIAL PROPERTIES Uniform Live Load 183 plf 183 plf
#2-Douglas-Fir-Larch Uniform Dead Load 122 Of 122 plf
Base Values Adjusted Beam Self Weight 14 plf 14 plf
Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 319 plf 319 plf
Cd=9.00 CF=1.00
Shear Stress: Fv= 170 psi Fv'= 170 psi
Cd=1.00
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi
Comp.- to Grain: Fc-L= 625 psi Fc--- = 625 psi
Controlling Moment: 962 ft-lb
2.55 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 829 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s) 1,2
Comparisons with required sections: Req'd Provided
Section Modulus: 13.2 in3 121.23 in3
Area (Shear): 7.31 in2 63.25 in2
Moment of Inertia(deflection): 20.33 in4 697.07 in4
Moment: 962 ft-lb 8840 ft-lb
Shear: 829 lb 7168 lb
page
Project:22141A FOUR D CONST 3En Patrick J. Burke
Location: U1 -REAR MSTR WINDOW HDR-CLEAR SPAN Alan Mascord Design
Multi-Loaded Multi-Span Beam NE 2187 NW Reed St,Ste 100 or
[2015 International Building Code(2015 NDS)] Portland, OR 97210
3.125 IN x 12.0 INx9.5FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 11/28/2017 7:38:49 AM
Section Adequate By: 16.4%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.15 IN L/752
Dead Load 0.10 in
Total Load 0.25 IN L/448
Live Load Deflection Criteria: L360 Total Load Deflection Criteria: L/240
REACTIONS A B
1
Live Load 3080 lb 2564 lb
Dead Load 2092 lb 1751 lb
Total Load 5172 lb 4315 lb
Bearing Length 2.55 in 2.12 in Trtz
BEAM DATA Center
Span Length 9.5 ft
Unbraced Length-Top 0 ft A 9.6 ft B
Unbraced Length-Bottom 9.5 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1.5 UNIFORM LOADS Center
Camber Required 0.15 Uniform Live Load 0 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 8 plf
24F-V4-Visually Graded Western Species Total Uniform Load 8 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
Cd=1.00 Live Load 2458 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 1639 lb
Cd=1.00 Location 2.5 ft
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp.--to Grain: Fc-L= 650 psi Fc-1'= 650 psi Load Number One Two
Left Live Load 76 plf 428 plf
Controlling Moment: 12891 ft-lb Left Dead Load 50 plf 286 plf
3.52 Ft from left support of span 2(Center Span) Right Live Load 76 plf 428 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 50 plf 286 plf
Controlling Shear: 5172 lb Load Start 0 ft 2.5 ft
At left support of span 2(Center Span) Load End 2.5 ft 9.5 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 2.5 ft 7 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 64.45 in3 75 in3
Area(Shear): 29.28 in2 37.5 in2
Moment of Inertia(deflection): 241.17 in4 450 in4
Moment: 12891 ft-lb 15000 ft-lb
Shear: 5172 lb 6625 lb
Project:22141A FOUR D CONST 3 page
Patrick J. Burke / •
Location:U2-MSTR SHWR WINDOW HDR :AlannMascord Design
Multi Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
3.5 INx3.5INx5.0FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/28/2017 7:38:49 AM
Section Adequate By:21.0%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.09 IN L/678
Dead Load 0.06 in
Total Load 0.15 IN L/402
Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 315 lb 315 lb
Dead Load 217 lb 217 lb
Total Load 532 lb 532 lb
Bearing Length 0.24 in 0.24 in
BEAM DATA Center
Span Length 5 ft
Unbraced Length-Top O ft A - 5 n B
Unbraced Length-Bottom 5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 126 plf
#2-Douglas-Fir-Larch Uniform Dead Load 84 plf
Base Values Adjusted Beam Self Weight 3 plf
Bending Stress: Fb= 900 psi Fb'= 1350 psi Total Uniform Load 213 plf
Cd=1.00 CF=1.50
Shear Stress: Fv= 180 psi Fv'= 180 psi
Cd=1.00
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Comp. l to Grain: Fc- = 625 psi Fc-L'= 625 psi
Controlling Moment: 665 ft-lb
2.5 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -532 lb
At right support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 5.91 in3 7.15 in3
Area(Shear): 4.43 in2 12.25 in2
Moment of Inertia(deflection): 7.47 in4 12.51 in4
Moment: 665 ft-lb 804 ft-lb
Shear: -532 lb 1470 lb
page
, Project:22141A FOUR D CONST 3N,N Patrick J. Burke
Location: U3-MSTR TUB WINDOW HDR Alan Mascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] on Portland, OR 97210
5.5 INx9.5INx6.0FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/28/2017 7:38:49 AM
Section Adequate By: 9.9%
Controlling Factor: Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.03 IN L/2198
Dead Load 0.02 in
Total Load 0.06 IN L/1302
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 1467 lb 3212 lb
Dead Load 1014 lb 2177 lb
Total Load 2481 lb 5389 lb
Bearing Length 0.72 in 1.57 in TRI
BEAM DATA Center
Span Length 6 ft
Unbraced Length-Top O ft A 6 ft B
Unbraced Length-Bottom 6 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 0 plf I
#2-Douglas-Fir-Larch Uniform Dead Load 0 plf I
Base Values Adjusted Beam Self Weight 11 plf I
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 2287 lb
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 1525 lb
Comp.-L to Grain: Fc--1-= 625 psi Fc--I-'= 625 psi Location 5.5 ft
Controlling Moment: 4245 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN
3.42 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 428 plf 76 plf
Controlling Shear: -5389 lb Left Dead Load 286 plf 50 plf
At right support of span 2(Center Span) Right Live Load 428 plf 76 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 286 plf 50 plf
Load Start Oft 5.5 ft
Comparisons with required sections: Req'd Provided Load End 5.5 ft 6 ft
Section Modulus: 58.21 in3 82.73 in3 Load Length 5.5 ft 0.5 ft
Area(Shear): 47.55 in2 52.25 in2
Moment of Inertia(deflection): 72.42 in4 392.96 in4
Moment: 4245 ft-lb 6032 ft-lb
Shear: -5389 lb 5922 lb
page
Project:22141A FOUR D CONST 3 Patrick J.Burke
Location:D1 -REAR DECK BM on Alan Mascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
5.125 IN x 15.0 IN x 19.0 FT
24F-V4-Visually Graded Western Species-Wet Use StruCalc Version 10.0.1.6 11/28/2017 7:38:46 AM
Section Adequate By:30.8%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.48 IN L/471
Dead Load 0.11 in
Total Load 0.59 IN L/385
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 3392 lb 3392 lb
Dead Load 757 lb 757 lb
Total Load 4149 lb 4149 lb
Bearing Length 2.35 in 2.35 in
BEAM DATA Center
Span Length 19 ft
Unbraced Length-Top 0 ft A — 19 ft B
Unbraced Length-Bottom 19 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1
UNIFORM LOADS Center
Camber Required 0.11
Notch Depth 0.00 Uniform Live Load 357 plf
Uniform Dead Load 63 plf
MATERIAL PROPERTIES Beam Self Weight 17 plf
24F-V4-Visually Graded Western Species Total Uniform Load 437 plf
Base Values Adjusted
Bending Stress: Fb= 2400 psi Controlled by:
Fb_cmpr= 1850 psi Fb'= 1897 psi
Cm=0.80 Cv=0.99
Shear Stress: Fv= 265 psi Fv'= 232 psi
Cd=1.00 Cm=0.88
Modulus of Elasticity: E= 1800 ksi E'= 1499 ksi
Cm=0.83
Comp.1 to Grain: Fc-1= 650 psi Fc--- = 345 psi
Cm=0.53
Controlling Moment: 19704 ft-lb
9.5 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -4148 lb
At right support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 124.68 in3 192.19 in3
Area(Shear): 26.84 in2 76.88 in2
Moment of Inertia(deflection): 1102.16 in4 1441.41 in4
Moment: 19704 ft-lb 30374 ft-lb
Shear: -4148 lb 11884 lb
page
Project:22141A FOUR D CONST 3 Patrick J. Burke /
Location: F18R-TYP ISOLATED BR'G PAD(ROUND) Alan Mascord Design
Footing 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] . ', Portland, OR 97210
Footing Size: 1.5 FT Round Diameter X 8.00 IN Deep
Section Footing Design Adequate StruCalc Version 10.0.1.6 11/28/2017 7:38:46 AM
CAUTIONS
Footing has been designed without reinforcement
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
Diameter: Dia. = 1.5 ft
Effective Depth to Top Layer of Steel: d= 6 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 3.5 in
Column Depth: n= 3.5 in
FOOTING CALCULATIONS
3.5 in
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1400 psf —
Effective Allowable Soil Bearing Pressure:Qe= 1400 psf
Required Footing Area: Areq= 1.77 sf
Area Provided: A= 1.77 sf
Baseplate Bearing:
Bearing Required: Bear= 3464 lb gin
Allowable Bearing: Bear-A= 28634 lb
m
Beam Shear Calculations(One Way Shear):
Beam Shear: Vu1 = 429 lb
Allowable Beam Shear: Vc1 = 3509 lb 3 in
Punching Shear Calculations(Two Way Shear):
Critical Perimeter: Bo= 38 in
Punching Shear: Vu2= 2235 lb 1.5 ft -
Controlling Allowable Punching Shear: vc2= 16678 lb
Bending Calculations: FOOTING LOADING
Factored Moment: Mu= 6906 in-lb Live Load: PL= 0 lb
Nominal Moment Strength: Mn= 13160 in-lb Dead Load: PD= 2474 lb
Total Load: PT= 2474 lb
Ultimate Factored Load: Pu= 3464 lb
Footing plus soil above footing weight: Wt= 114 lb
Project:22141A FOUR D CONST 3 page
PatrickKm J. Burke /
Location:F20-TYP ISOLATED BR'G PAD AlannMascord Design
Footing 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland, OR 97210
Footing Size: 1.667 FT x 1.667 FT x 10.00 IN
Section Footing Design Adequate StruCalc Version 10.0.1.6 11/28/2017 7:38:46 AM
CAUTIONS
Footing has been designed without reinforcement
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= 1.67 ft
Length: L= 1.67 ft
Depth: Depth= 10 in
Effective Depth to Top Layer of Steel: d= 8 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 3.5 in 3.5 in
Column Depth: n= 3.5 in
FOOTING CALCULATIONS T
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1375 psf
Effective Allowable Soil Bearing Pressure:Qe= 1375 psf
Required Footing Area: Areq= 2.78 sf
Area Provided: A= 2.78 sf 10'"
Baseplate Bearing:
Bearing Required: Bear= 5347 lb
Allowable Bearing: Bear-A= 28634 lb
Beam Shear Calculations(One Way Shear): 3 in
Beam Shear: Vu1 = 535 lb
Allowable Beam Shear: Vc1 = 5867 lb
Punching Shear Calculations(Two Way Shear): 1,6667 n-— ---
Critical Perimeter: Bo= 46 in
Punching Shear: Vu2= 3579 lb FOOTING LOADING
Controlling Allowable Punching Shear: vc2= 26919 lb Live Load: PL= 0 lb
Bending Calculations: Dead Load: PD= 3819 lb
Factored Moment: Mu= 13367 in-lb Total Load: PT= 3819 lb
Nominal Moment Strength: Mn= 29334 in-lb Ultimate Factored Load: Pu= 5347 lb
Footing plus soil above footing weight: Wt= 224 lb
Project:22141A FOUR D CONST 3 page
• no Patrick J. Burke
Location:F24-TYP ISOLATED BR'G PAD Alan Mascord Design
Footing218• 7 NW Reed St,Ste 100 of M.
[2015 International Building Code(2015 NDS)] Portland, OR 97210
Footing Size: 2.0 FT x 2.0 FT x 12.00 IN
Section Footing Design Adequate StruCalc Version 10.0.1.6 11/28/2017 7:38:46 AM
CAUTIONS
Footing has been designed without reinforcement
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 ft
Length: L= 2 ft
Depth: Depth= 12 in
Effective Depth to Top Layer of Steel: d= 10 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 3.5 in l-3.5in—{
Column Depth: n= 3.5 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1350 psf
Effective Allowable Soil Bearing Pressure:Qe= 1350 psf
Required Footing Area: Areq= 4 sf
Area Provided: A= 4.00 sf 1210'
Baseplate Bearing:
Bearing Required: Bear= 7560 lb
Allowable Bearing: Bear-A= 28634 lb 1
Beam Shear Calculations(One Way Shear): 3 in
Beam Shear: Vu1 = 630 lb
Allowable Beam Shear: Vc1 = 8800 lb
2 f
Punching Shear Calculations(Two Way Shear):
Critical Perimeter: Bo= 54 in
Punching Shear: Vu2= 5168 lb FOOTING LOADING
Controlling Allowable Punching Shear: vc2= 39501 lb Live Load: PL= 0 lb
Bending Calculations: Dead Load: PD= 5400 lb
Factored Moment: Mu= 22680 in-lb Total Load: PT= 5400 lb
Nominal Moment Strength: Mn= 55000 in-lb Ultimate Factored Load: Pu= 7560 lb
Footing plus soil above footing weight: Wt= 387 lb
page
Project:22141A FOUR D CONST 3on Patrick J. Burke
Location: F28-TYP ISOLATED BR'G PAD Alan Mascord Design
Footing 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland, OR 97210
Footing Size:2.333 FT x 2.333 FT x 14.00 IN
Section Footing Design Adequate StruCalc Version 10.0.1.6 11/28/2017 7:38:46 AM
CAUTIONS
"Footing has been designed without reinforcement
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= 2.33 ft
Length: L= 2.33 ft
Depth: Depth= 14 in
Effective Depth to Top Layer of Steel: d= 12 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 3.5 in 3.5 in-
Column Depth: n= 3.5 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1325 psf
Effective Allowable Soil Bearing Pressure:Qe= 1325 psf
Required Footing Area: Areq= 5.44 sf
Area Provided: A= 5.44 sf 14 in
Baseplate Bearing:
Bearing Required: Bear= 10095 lb
Allowable Bearing: Bear-A= 28634 lb
Beam Shear Calculations(One Way Shear): 3 in
Beam Shear: Vul = 720 lb
Allowable Beam Shear: Vc1 = 12318 lb
2333 ft
Punching Shear Calculations(Two Way Shear):
Critical Perimeter: Bo= 62 in
Punching Shear: Vu2= 7001 lb FOOTING LOADING
Controlling Allowable Punching Shear: vc2= 54424 lb Live Load: PL= 0 lb
Bending Calculations: Dead Load: PD= 7211 lb
Factored Moment: Mu= 35329 in-lb Total Load: PT= 7211 lb
Nominal Moment Strength: Mn= 92387 in-lb Ultimate Factored Load: Pu= 10095 lb
Footing plus soil above footing weight: Wt= 614 lb
Project:22141A FOUR D CONST 3 page
PatrickME J. Burke
Location: F30-TYP ISOLATED BR'G PAD AlannMascord Design
Footing 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland, OR 97210
Footing Size:2.5 FT x 2.5 FT x 15.00 IN
Section Footing Design Adequate StruCalc Version 10.0.1.6 11/28/2017 7:38:46 AM
CAUTIONS
*Footing has been designed without reinforcement
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= 2.5 ft
Length: L= 2.5 ft
Depth: Depth= 15 in
Effective Depth to Top Layer of Steel: d= 13 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 3.5 in
Column Depth: n= 3.5 in Min
I i
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1312 psf
Effective Allowable Soil Bearing Pressure:Qe= 1313 psf
Required Footing Area: Areq= 6.25 sf
Area Provided: A= 6.25 sf 15 in:'
Baseplate Bearing:
Bearing Required: Bear= 11484 lb
Allowable Bearing: Bear-A= 28634 lb
Beam Shear Calculations(One Way Shear): 3 in
Beam Shear: Vu1 = 766 lb `
Allowable Beam Shear: Vc1 = 14300 lb
Punching Shear Calculations(Two Way Shear): 2stc -
Critical Perimeter: Bo= 66 in
Punching Shear: Vu2= 8010 lb FOOTING LOADING
Controlling Allowable Punching Shear: vc2= 62763 lb Live Load: PL= 0 lb
Bending Calculations: Dead Load: PD= 8203 lb
Factored Moment: Mu= 43066 in-lb Total Load: PT= 8203 lb
Nominal Moment Strength: Mn= 116188 in-lb Ultimate Factored Load: Pu= 11484 lb
Footing plus soil above footing weight: Wt= 755 lb
page
Project:22141A FOUR D CONST 3 ME Patrick J. Burke
Location:F36-TYP ISOLATED BR'G PAD Alan Mascord Design
Footing NE 2187 NW Reed St, Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
Footing Size: 3.0 FT x 3.0 FT x 12.00 IN
Reinforcement:#4 Bars @ 9.00 IN.O.C. E/W/(4)min. StruCalc Version 10.0.1.6 11/28/2017 7:38:46 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 F3.5in-
Width: W= 3ft I
Length: L= 3 ft
Depth: Depth= 12 in
Effective Depth to Top Layer of Steel: d= 8.25 in
COLUMN AND BASEPLATE SIZE 12 in
Column Type: Wood I
Column Width: m= 3.5 in —___-- -- =.ice I ._I--
Column Depth: n= 3.5 in i i 3i
FOOTING CALCULATIONS 3ft
Bearing Calculations: F3.5in1
Ultimate Bearing Pressure: Qu= 1350 psf I
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf
Required Footing Area: Areq = 9 sf
Area Provided: A= 9.00 sf
Baseplate Bearing:
Bearing Required: Bear= 17010 lb 12 in.
Allowable Bearing: Bear-A= 33841 lb p o n p
Beam Shear Calculations(One Way Shear): 3
Beam Shear: Vu1 = 4607 lb I
Allowable Beam Shear: Vc1 = 22275 lb
I 3ft (
Punching Shear Calculations(Two Way Shear):
Critical Perimeter: Bo= 47 in
Punching Shear: Vu2= 15198 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 87244 lb Live Load: PL= 0 lb
Allowable Punching Shear(ACI 11-36): vc2-b= 131175 lb Dead Load: PD= 12150 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 58163 lb Total Load: PT= 12150 lb
Controlling Allowable Punching Shear: vc2= 58163 lb Ultimate Factored Load: Pu= 17010 lb
Bending Calculations: Footing plus soil above footing weight: Wt= 870 lb
Factored Moment: Mu= 76545 in-lb
Nominal Moment Strength: Mn= 336668 in-lb
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.62 in
Steel Required Based on Moment: As(1)= 0.17 in2
Min. Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 0.78 in2
Controlling Reinforcing Steel: As-reqd= 0.78 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= 15 in
Note:Plain concrete adequate for bending,
therefore adequate development length not required.
page
. Project:22141A FOUR D CONST 3 M I Patrick J. Burke
Location:F42-TYP ISOLATED BR'G PAD Alan Mascord Design
Footing 2187 NW Reed St, Ste 100 of
[2015 International Building Code(2015 NDS)] ER n 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 10.0.1.6 11/28/2017 7:38:46 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 3.5 in-
Depth: Depth= 12 in I
Effective Depth to Top Layer of Steel: d= 8.25 in
COLUMN AND BASEPLATE SIZE •
Column Type: Wood
Column Width: m= 3.5 in 12 in,
Column Depth: n= 3.5 in f n n n H H.
FOOTING CALCULATIONS !3 in
Bearing Calculations: i 3.5 ft
Ultimate Bearing Pressure: Qu= 1350 psf
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf }3s in
Required Footing Area: Areq= 12.25 sf
l
Area Provided: A= 12.25 sf I
Baseplate Bearing:
Bearing Required: Bear= 23152 lb 12 in
Allowable Bearing: Bear-A= 33841 lb
Beam Shear Calculations(One Way Shear): F
Beam Shear: Vu1 = 7028 lb 3 in
Allowable Beam Shear: Vc1 = 25988 lb
Punching Shear Calculations(Two Way Shear): 3.5 ft
Critical Perimeter: Bo= 47 in
Punching Shear: Vu2= 21340 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 87244 lb Live Load: PL= 0 lb
Allowable Punching Shear(ACI 11-36): vc2-b= 131175 lb Dead Load: PD= 16537 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 58163 lb Total Load: PT= 16537 lb
Controlling Allowable Punching Shear: vc2= 58163 lb Ultimate Factored Load: Pu= 23152 lb
Bending Calculations: Footing plus soil above footing weight: Wt= 1184 lb
Factored Moment: Mu= 121547 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)= 0.28 in2 i
Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4):As(2)= 0.91 in2 I
Controlling Reinforcing Steel: As-reqd= 0.91 in2
Selected Reinforcement: #4's @ 8.0 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= 18 in
Project:22141A FOUR D CONST 3 page
ME Patrick J. Burke
Location:F48-TYP ISOLATED BR'G PAD Alan Mascord Design
Footing 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland, OR 97210
Footing Size:4.0 FT x 4.0 FT x 12.00 IN
Reinforcement:#4 Bars @ 8.00 IN.O.C. E/W/(6)min. StruCalc Version 10.0.1.6 11/28/2017 7:38:46 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 ft
Length: L= 4 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= 5.5 in
Column Depth: n= 5.5 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1350 psf
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf 15.5 in
Required Footing Area: Areq= 16 sf
Area Provided: A= 16.00 sf
Baseplate Bearing:
Bearing Required: Bear= 30240 lb
12 in
Allowable Bearing: Bear-A= 83566 lb
Beam Shear Calculations(One Way Shear): � - - -
Beam Shear: Vu1 = 9923 lb 3 in
Allowable Beam Shear: Vc1 = 29700 lb
Punching Shear Calculations(Two Way Shear): aft
Critical Perimeter: Bo= 55 in
Punching Shear: Vu2= 27759 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 0 lb
Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 21600 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 21600 lb
Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 30240 lb
Bending Calculations: Footing plus soil above footing weight: Wt= 1547 lb
Factored Moment: Mu= 181440 in-lb
Nominal Moment Strength: Mn= 502555 in-lb
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.69 in
Steel Required Based on Moment: As(1)= 0.41 in2
Min.Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 1.04 in2
Controlling Reinforcing Steel: As-reqd= 1.04 in2
Selected Reinforcement: #4's @ 8.0 in. o.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= 21 in
page
Project:22141A FOUR D CONST 3 Patrick J. Burke
Location: F60-TYP ISOLATED BR'G PAD Alan Mascord Design
Footing 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland, OR 97210
Footing Size: 5.0 FT x 5.0 FT x 12.00 IN
Reinforcement:#4 Bars @ 8.00 IN.O.C. EIW/(7)min. StruCalc Version 10.0.1.6 11/28/2017 7:38:46 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= 5 ft
Length: L= 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= 5.5 in
Column Depth: n= 5.5 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1350 psf
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf
Required Footing Area: Areq= 25 sf
Area Provided: A= 25.00 sf 15.5 in
Baseplate Bearing:
Bearing Required: Bear= 47250 lb
Allowable Bearing: Bear-A= 83566 lb 12 in
Beam Shear Calculations(One Way Shear):
Beam Shear: Vu1 = 17128 lb sin
Allowable Beam Shear: Vc1 = 37125 lb
Punching Shear Calculations(Two Way Shear): 5 n
Critical Perimeter: Bo= 55 in
Punching Shear: Vu2= 44769 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 0 lb
Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 33750 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 33750 lb
Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 47250 lb
Bending Calculations: Footing plus soil above footing weight: Wt= 2417 lb
Factored Moment: Mu= 354375 in-lb
Nominal Moment Strength: Mn= 588027 in-lb
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.65 in
Steel Required Based on Moment: As(1)= 0.81 in2
Min. Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 1.30 in2
Controlling Reinforcing Steel: As-reqd= 1.30 in2
Selected Reinforcement: #4's @ 8.0 ino.c.e/w(7)Min.
Reinforcement Area Provided: As= 1.37 in2
Development Length Calculations:
Development Length Required: Ld= 15 in
Development Length Supplied: Ld-sup= 27 in
page
Project:22141A FOUR D CONST 3 Patrick J. Burke
Location: FC1 -TYP MAX BR'G FTG COLUMN UP TO F36 Alan Mascord Design
Column En 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] J Portland, OR 97210
3.5 IN x 3.5 IN x 4.0 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/28/2017 7:38:46 AM
Section Adequate By:0.0%
VERTICAL REACTIONS LOADING DIAGRAM
Live Load: Vert-LL-Rxn= 0 lb
Dead Load: Vert-DL-Rxn= 14550 lb
Total Load: Vert-TL-Rxn= 14550 lb
COLUMN DATA
Total Column Length: 4 ft B
Unbraced Length(X-Axis)Lx: 4 ft
Unbraced Length(Y-Axis)Ly: 4 ft
Column End Condition-K(e): 1
Axial Load Duration Factor 1.00
COLUMN PROPERTIES
#2-Douglas-Fir-Larch
Base Values Adjusted
Compressive Stress: Fc= 1350 psi Fc'= 1188 psi
Cd=0.90 Cf=1.15 Cp=0.85
Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1215 psi
Cd=O.9O CF=1.50 4ft
Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1215 psi
Cd=0.9O CF=1.50
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Column Section(X-X Axis): dx= 3.5 in
Column Section(Y-Y Axis): dy= 3.5 in
Area: A= 12.25 in2
Section Modulus(X-X Axis): Sx= 7.15 in3
Section Modulus(Y-Y Axis): Sy= 7.15 in3
Slenderness Ratio: Lex/dx= 13.71
Ley/dy= 13.71 A
Column Calculations(Controlling Case Only): AXIAL LOADING
Controlling Load Case:Axial Dead Load Only(D)
Actual Compressive Stress: Fc= 1188 psi Live Load: PL= 0 lb
Allowable Compressive Stress: Fc'= 1188 psi Dead Load: PD= 14539 lb
Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 11 lb
Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 14550 lb
Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb
Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb
Bending Stress Lateral Loads Only(X-X Axis):Fbx= 0 psi
Allowable Bending Stress(X-X Axis): Fbx'= 1215 psi
Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi
Allowable Bending Stress(Y-Y Axis): Fby'= 1215 psi
Combined Stress Factor: CSF= 1
Project:22141A FOUR D CONST 3 page
Patrick J. Burke
Location: FC2-TYP MAX BR'G FTG COLUMN @ F42 Alan Mascord Design
Column M 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland, OR 97210
5.5 INx5.5INx4.0FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/28/2017 7:38:46 AM
Section Adequate By: 0.0%
VERTICAL REACTIONS LOADING DIAGRAM
Live Load: Vert-LL-Rxn= 0 lb
Dead Load: Vert-DL-Rxn= 18547 lb
Total Load: Vert-TL-Rxn= 18547 lb
COLUMN DATA
Total Column Length: 4 ft
Unbraced Length(X-Axis)Lx: 4 ft
Unbraced Length(Y-Axis)Ly: 4 ft
Column End Condition-K(e): 1
Axial Load Duration Factor 1.00
COLUMN PROPERTIES
#2-Douglas-Fir-Larch
Base Values Adjusted
Compressive Stress: Fc= 700 psi Fc'= 613 psi
Cd=0.90 Cp=0.97
Bending Stress(X-X Axis): Fbx= 750 psi Fbx'= 675 psi
Cd=O.90 CF=1.00 4 ft
Bending Stress(Y-Y Axis): Fby= 750 psi Fby'= 675 psi
Cd=O.90 CF=1.00
Modulus of Elasticity: E= 1300 ksi E= 1300 ksi
Column Section(X-X Axis): dx= 5.5 in
Column Section(Y-Y Axis): dy= 5.5 in
Area: A= 30.25 in2
Section Modulus(X-X Axis): Sx= 27,73 in3
Section Modulus(Y-Y Axis): Sy= 27.73 in3
Slenderness Ratio: Lex/dx= 8.73
Ley/dy= 8.73 A
Column Calculations(Controlling Case Only): AXIAL LOADING
Controlling Load Case:Axial Dead Load Only(D)
Actual Compressive Stress: Fc= 613 psi Live Load: PL= 0 lb
Allowable Compressive Stress: Fc'= 613 psi Dead Load: PD= 18521 lb
Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 26 lb
Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 18547 lb
Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb
Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb
Bending Stress Lateral Loads Only(X-X Axis):Fbx= 0 psi
Allowable Bending Stress(X-X Axis): Fbx'= 675 psi
Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi
Allowable Bending Stress(Y-Y Axis): Fby'= 675 psi
Combined Stress Factor: CSF= 1
page
Project:22141A FOUR D CONST 3
no Patrick J. Burke
Location:FC3-TYP MAX BR'G FTG COLUMN @ F48 Alan Mascord Design
Column ES 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
3.5 INx3.5INx4FT
1.8E Parallam Column-iLevel Trus Joist StruCalc Version 10.0.1.6 11/28/2017 7:38:46 AM
Section Adequate By: 0.0%
VERTICAL REACTIONS LOADING DIAGRAM
Live Load: Vert-LL-Rxn= 0 lb
Dead Load: Vert-DL-Rxn= 24968 lb
Total Load: Vert-TL-Rxn= 24968 lb
COLUMN DATA
Total Column Length: 4 ft B
Unbraced Length(X-Axis)Lx: 4 ft
Unbraced Length(Y-Axis)Ly: 4 ft
Column End Condition-K(e): 1
Axial Load Duration Factor 1.00
COLUMN PROPERTIES
1.8E Parallam Column-iLevel Trus Joist
Base Values Adiusted
Compressive Stress: Fc= 2500 psi Fc'= 2038 psi
Cd=0.90 Cp=0.91
Bending Stress(X-X Axis): Fbx= 2400 psi Fbx'= 2477 psi
Cd=O.9O CF=1.15 a n
Bending Stress(Y-Y Axis): Fby=2400 psi Fby'= 2477 psi
Cd=O.9O CF=1.15
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Column Section(X-X Axis): dx= 3.5 in
Column Section(Y-Y Axis): dy= 3.5 in
Area: A= 12.25 in2
Section Modulus(X-X Axis): Sx= 7.15 in3
Section Modulus(Y-Y Axis): Sy= 7.15 in3
Slenderness Ratio: Lex/dx= 13.71
Ley/dy= 13.71 A
Column Calculations(Controlling Case Only): AXIAL LOADING
Controlling Load Case:Axial Dead Load Only(D)
Actual Compressive Stress: Fc= 2038 psi Live Load: PL= 0 lb
Allowable Compressive Stress: Fc'= 2038 psi Dead Load: PD= 24953 lb
Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 15 lb
Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 24968 lb
Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb
Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb
Bending Stress Lateral Loads Only(X-X Axis):Fbx= 0 psi
Allowable Bending Stress(X-X Axis): Fbx'= 2477 psi
Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi
Allowable Bending Stress(Y-Y Axis): Fby'= 2477 psi
Combined Stress Factor: CSF= 1
Project:22141A FOUR D CONST 3 page
ms Patrick J. Burke
Location:FC4-TYP MAX BR'G FTG COLUMN @ F54&F60 Alan Mascord Design
Column 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland, OR 97210
5.25 IN x 5.25 IN x 4 FT
1.8E Parallam Column-iLevel Trus Joist StruCalc Version 10.0.1.6 11/28/2017 7:38:46 AM
Section Adequate By: 0.0%
VERTICAL REACTIONS LOADING DIAGRAM
Live Load: Vert-LL-Rxn= 0 lb
Dead Load: Vert-DL-Rxn= 60094 lb
Total Load: Vert-TL-Rxn= 60094 lb
COLUMN DATA
Total Column Length: 4 ft
Unbraced Length(X-Axis)Lx: 4 ft
Unbraced Length(Y-Axis)Ly: 4 ft
Column End Condition-K(e): 1
Axial Load Duration Factor 1.00
COLUMN PROPERTIES
1.8E Parallam Column-iLevel Trus Joist
Base Values Adjusted
Compressive Stress: Fc= 2500 psi Fc'= 2180 psi
Cd=0.90 Cp=0.97
Bending Stress(X-X Axis): Fbx= 2400 psi Fbx'= 2368 psi
Cd=0.90 CF=1.10 aft
Bending Stress(Y-Y Axis): Fby= 2400 psi Fby'= 2368 psi
Cd=0.90 CF=1.10
Modulus of Elasticity: E= 1800 ksi E= 1800 ksi
Column Section(X-X Axis): dx= 5.25 in
Column Section(Y-Y Axis): dy= 5.25 in
Area: A= 27.56 in2
Section Modulus(X-X Axis): Sx= 24.12 in3
it Section Modulus(Y-Y Axis): Sy= 24.12 in3
Slenderness Ratio: Lex/dx= 9.14 —,
Ley/dy= 9.14 A
Column Calculations(Controlling Case Only):
Controlling Load Case:Axial Dead Load Only(D) AXIAL LOADING
Actual Compressive Stress: Fc= 2180 psi Live Load: PL= 0 lb
Allowable Compressive Stress: Fc'= 2180 psi Dead Load: PD= 60060 lb
Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 34 lb
Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 60094 lb
Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb
Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb
Bending Stress Lateral Loads Only(X-X Axis):Fbx= 0 psi
Allowable Bending Stress(X-X Axis): Fbx'= 2368 psi
Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi
Allowable Bending Stress(Y-Y Axis): Fby'= 2368 psi
Combined Stress Factor: CSF= 1