Specifications fic\S1-3-0&- 0o3lQ.0
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ALAN
DESIGN ASSOCIATES, I N C .
OPTION PLAN
RECEIVED
1247BDEC 2 7 2018
CITY OF TIGARD
BUILDING DIVISION
BY:
FOUR D
CONSTRUCTION
(TRUSS ROOF DESIGN)
GRAVITY LOADS BASED ON AFPA NDS-12
FLOOR - 40# LIVE, 10# DEAD
ROOF - 25# 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: 1247B FOUR D CONST Page
En 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 12/10/2018 4:38:37 PM
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 f
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1400 psf - — ---
Effective Allowable Soil Bearing Pressure:Qe= 1400 psf
Required Footing Area: Are('= 1.77 sf
Area Provided: A= 1.77 sf
Baseplate Bearing:
Bearing Required: Bear= 3464 lb 8in
Allowable Bearing: Bear-A= 28634 lb
Beam Shear Calculations(One Way Shear):
Beam Shear: Vu1 = 429 lb
Allowable Beam Shear: Vc1 = 3509 lb s in
Punching Shear Calculations(Two Way Shear): I
Critical Perimeter: Bo= 38 in
Punching Shear: Vu2= 2235 lb Asn
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: 1247B FOUR D CONST page
PatrickNE J. Burke
Location: F20-TYP ISOLATED BR'G PAD Alan Mascord Design
Footing Mill 2187 NW Reed St.Ste 100 of
[2015 International Building Code(2015 NDS)] _,,p4,40.40,}4,4,. 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 12/10/2018 4:38:37 PM
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 1-3.5 in
Column Depth: n= 3.5 in
FOOTING CALCULATIONS i
I
Bearing Calculations: I
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 in i
i
Baseplate Bearing:
Bearing Required: Bear= 5347 lb ; —
Allowable Bearing: Bear-A= 28634 lb
Beam Shear Calculations(One Way Shear): i 3 in
Beam Shear: Vu1 = 535 lb _ I I1
Allowable Beam Shear: Vc1 = 5867 lb
Punching Shear Calculations(Two Way Shear): I 1.6667 ft- {
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
page
Project: 1247B FOUR D CONSTEs Patrick J. Burke /
Location:F24-TYP ISOLATED BR'G PAD Elm Alan Mascord Design
Footing NE 2187 NW Reed St.Ste 100 of
[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 12/10/2018 4:38:37 PM
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 -3.5in—
Column Depth: n= 3.5 in
_ I
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 12 in
Baseplate Bearing:
Bearing Required: Bear= 7560 lb
Allowable Bearing: Bear-A= 28634 lb
Beam Shear Calculations(One Way Shear): 3 in
Beam Shear: Vu1 = 630 lb
Allowable Beam Shear: Vc1 = 8800 lb
Punching Shear Calculations(Two Way Shear): —2 ft
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
Project: 1247B FOUR D CONST page
Es Patrick J. Burke
Location: F28-TYP ISOLATED BR'G PAD Alan Mascord Design
Footing 111111 2187 NW Reed St. Ste 100 of
[2015 International Building Code(2015 NDS)] ___,./,(4400.014,{.. 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 12/10/2018 4:38:37 PM
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 3.5in
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 141n
Baseplate Bearing:
Bearing Required: Bear= 10095 lb
Allowable Bearing: Bear-A= 28634 lb
Beam Shear Calculations(One Way Shear): 3 in
Beam Shear: Vu1 = 720 lb
Allowable Beam Shear: Vc1 = 12318 lb
Punching Shear Calculations(Two Way Shear): -- 2.333 ft --
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
Page
Project: 1247B FOUR D CONST En Patrick J. Burke
Location:F30-TYP ISOLATED BR'G PAD Alan Mascord Design
Footing 2187 NW Reed St.Ste 100 of
[2015 International Building Code(2015 NDS)] .jrira' _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 12/10/2018 4:38:37 PM
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 F 3.5 in
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 1e 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): z.en--
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
Project: 1247B FOUR D CONST page
no Patrick J. Burke
Location: M1 -OFFICE/GUEST FRONT BAY BM Ems Alan Mascord Design
Multi-Loaded Multi-Span Beam 1111M 2187 NW Reed St.Ste 100 of
[2015 International Building Code(2015 NDS)] ___,,,14:40,014,{,.Portland, OR 97210
3.5 IN x 5.5 IN x 7.0 FT -
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/10/2018 4:38:37 PM
Section Adequate By:63.1%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.07 IN L/1195
Dead Load 0.05 in
Total Load 0.12 IN L/701
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 354 lb 354 lb
Dead Load 249 lb 249 lb
Total Load 603 lb 603 lb
Bearing Length 0.28 in 0.28 in
BEAM DATA Center
Span Length 7 ft
Unbraced Length-Top O ft A 7 ft B
Unbraced Length-Bottom 7 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 101 plf
#2-Douglas-Fir-Larch Uniform Dead Load 67 plf
Base Values Adjusted Beam Self Weight 4 plf
Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 172 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.1 to Grain: Fc- L= 625 psi Fc-1'= 625 psi
Controlling Moment: 1055 ft-lb
3.5 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -603 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: 10.82 in3 17.65 in3
Area(Shear): 5.02 in2 19.25 in2
Moment of Inertia(deflection): 16.61 in4 48.53 in4
Moment: 1055 ft-lb 1720 ft-lb
Shear: -603 lb 2310 lb
page
Project: 1247B FOUR D CONST En Patrick J.Burke /
Location: M2-BR 3/DINING/MASTR BR WIN. HDRS Alan Mascord Design
Multi Loaded Multi Span Beam �® 2187 NW Reed St.Ste 100 of
[2015 International Building Code(2015 NDS)] _.,. icf".,_Portland, OR 97210
3.5 INx5.5INx6.0FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/10/2018 4:38:38 PM
Section Adequate By:49.2%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.06 IN L/1270
Dead Load 0.04 in
Total Load 0.10 IN L/748
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 453 lb 453 lb
Dead Load 316 lb 316 lb
Total Load 769 lb 769 lb
Bearing Length 0.35 in 0.35 in
w
BEAM DATA Center
Span Length 6 ft 4`
Unbraced Length-Top 0 ft s ft
Unbraced Length-Bottom 6 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 101 plf
Base Values Adjusted Beam Self Weight 4 plf
Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 256 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.1 to Grain: Fc- = 625 psi Fc- L'= 625 psi
Controlling Moment: 1153 ft-lb
3.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 769 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: Rend Provided
Section Modulus: 11.82 in3 17.65 in3
Area(Shear): 6.4 in2 19.25 in2
Moment of Inertia(deflection): 15.56 in4 48.53 in4
Moment: 1153 ft-lb 1720 ft-lb
Shear: 769 lb 2310 lb
page
Project: 1247B FOUR D CONSTin Patrick J. Burke
Location:M3-ENTRY PORCH BM Niiimmi Alan Mascord Design
Multi-Loaded Multi-Span Beam MM. 2187 NW Reed St.Ste 100 of
[2015 International Building Code(2015 NDS)] .r, J .- Portland.OR 97210
5.51Nx7.51Nx9.OFT -
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/10/2018 4:38:38 PM
Section Adequate By:45.4%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.07 IN L/1460
Dead Load 0.05 in
Total Load 0.13 IN L/840
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 567 lb 567 lb
Dead Load 418 lb 418 lb
Total Load 985 lb 985 lb
Bearing Length 0.29 in 0.29 in
BEAM DATA Center
Span Length 9 ft
Unbraced Length-Top O ft A 9 ft
Unbraced Length-Bottom 9 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 Adiusted Beam Self Weight 9 plf
Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 219 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.-I-to Grain: Fc- = 625 psi Fc-1'= 625 psi
Controlling Moment: 2217 ft-lb
4.5 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -985 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: 35.47 in3 51.56 in3
Area(Shear): 8.69 in2 41.25 in2
Moment of Inertia(deflection): 55.24 in4 193.36 in4
Moment: 2217 ft-lb 3223 ft-lb
Shear: -985 lb 4675 lb
Page
Project: 1247B FOUR D CONST NE Patrick J.Burke /
Location:M4-FOYER ENTRY DR HDR Alan Mascord Design
Multi Loaded Multi-Span Beamlin 2187 NW Reed St.Ste 100 of
[2015 International Building Code(2015 NDS)] __ ,, ... Portland.OR 97210
3.5INx11.25INx8.OFT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/10/2018 4:38:38 PM
Section Adequate By:5.4%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.06 IN L/1617
Dead Load 0.04 in
Total Load 0.10 IN L/958
Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 1712 lb 1712 lb
Dead Load 1178 lb 1178 lb
Total Load 2890 lb 2890 lb
Bearing Length 1.32 in 1.32 in
w
BEAM DATA Center
Span Length 8 ft
Unbraced Length-Top O ft A - 8 ft
Unbraced Length-Bottom 8 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 428 plf
#2-Douglas-Fir-Larch Uniform Dead Load 286 plf
Base Values Adjusted Beam Self Weight 9 plf
Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 723 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.-I-to Grain: Fc-1= 625 psi Fc- '= 625 psi
Controlling Moment: 5780 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: 2890 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: 70.06 in3 73.83 in3
Area(Shear): 24.08 in2 39.38 in2
Moment of Inertia(deflection): 104.03 in4 415.28 in4
Moment: 5780 ft-lb 6091 ft-lb
Shear: 2890 lb 4725 lb
page
Project: 1247B FOUR D CONSTER Patrick J. Burke
Location:M5- 16/0 GAR DR HDR Alan Mascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of
[2015 International Building Code(2015 NDS)] _� ,r Portland,OR 97210
5.125 IN x 9.0 IN x 16.0 FT
-
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 12/10/2018 4:38:38 PM
Section Adequate By: 16.1%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.40 IN L/483
Dead Load 0.29 in
Total Load 0.69 IN L/279
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 1208 lb 1208 lb
Dead Load 888 lb 888 lb
Total Load 2096 lb 2096 lb
Bearing Length 0.63 in 0.63 in
BEAM DATA Center ek
Span Length 16 ft
Unbraced Length-Top 0 ft A 16 ft --
Unbraced
Unbraced Length-Bottom 16 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 0 UNIFORM LOADS Center
Camber Required 0 Uniform Live Load 151 plf
Notch Depth 0.00 Uniform Dead Load 101 plf
MATERIAL PROPERTIES Beam Self Weight 10 plf
24F-V4-Visually Graded Western Species Total Uniform Load 262 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.-I-to Grain: Fc- = 650 psi Fc-l'= 650 psi
Controlling Moment: 8384 ft-lb
8.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -2096 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: 41.92 in3 69.19 in3
Area(Shear): 11.86 in2 46.13 in2
Moment of Inertia(deflection): 268.24 in4 311.34 in4
Moment: 8384 ft-lb 13838 ft-lb
Shear: -2096 lb 8149 lb
page
Project: 12476 FOUR D CONST En Patrick J. Burke /
Location:M6-9/0 GAR DR HDR Alan Mascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of
[2015 International Building Code(2015 NDS)] . Portland.OR 97210
5.5INx7.51Nx9.OFT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/10/2018 4:38:38 PM
Section Adequate By:22.0%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.09 IN L/1218
Dead Load 0.06 in
Total Load 0.15 IN L/705
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 680 lb 680 lb
Dead Load 495 lb 495 lb
Total Load 1175 lb 1175 lb
Bearing Length 0.34 in 0.34 in
w
BEAM DATA Center
Span Length 9 ft
Unbraced Length-Top 0 ft A 9 f
Unbraced Length-Bottom 9 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 101 plf
Base Values Adjusted Beam Self Weight 9 plf
Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 261 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.-I-to Grain: Fc- = 625 psi Fc- = 625 psi
Controlling Moment: 2642 ft-lb
4.5 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 1174 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: 42.27 in3 51.56 in3
Area(Shear): 10.36 in2 41.25 in2
Moment of Inertia(deflection): 65.84 in4 193.36 in4
Moment: 2642 ft-lb 3223 ft-lb
Shear: 1174 lb 4675 lb
Project; 1247B FOUR D CONST page
ER Patrick J. Burke
Location:M7-KIT/DINING OPN'G HDR firm 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 9,0 IN x 12.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 12/10/2018 4:38:38 PM
Section Adequate By: 13.5%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.31 IN L/461
Dead Load 0.22 in
Total Load 0.53 IN L/272
Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 2250 lb 2250 lb
Dead Load 1560 lb 1560 lb
Total Load 3810 lb 3810 lb
Bearing Length 1.14 in 1.14 in
BEAM DATA Center
Span Length 12 ft
Unbraced Length-Top 0 ft A 12tc B
Unbraced Length-Bottom 12 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.22 Uniform Live Load 375 plf
Notch Depth 0.00 Uniform Dead Load 250 plf
MATERIAL PROPERTIES Beam Self Weight 10 plf
24F-V4-Visually Graded Western Species Total Uniform Load 635 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.-I-to Grain: Fc- = 650 psi Fc--L'= 650 psi
Controlling Moment: 11430 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: 3810 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 57.15 in3 69.19 in3
Area(Shear): 21.57 in2 46.13 in2
Moment of Inertia(deflection): 274.28 in4 311.34 in4
Moment: 11430 ft-lb 13838 ft-lb
Shear: 3810 lb 8149 lb
page
Project: 12476 FOUR D CONST En Patrick J. Burke /
Location:M8-DINING PATIO DR HDR inE Alan Mascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St. Ste 100 of
[2015 International Building Code(2015 NDS)] y,, . jy Portland,OR 97210
3.5INx11.25INx6.OFT -
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/10/2018 4:38:39 PM
Section Adequate By:24.0%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.02 IN L/2996
Dead Load 0.02 in
Total Load 0.04 IN L/1781
Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 1879 lb 955 lb
Dead Load 1279 lb 662 lb
Total Load 3158 lb 1617 lb
Bearing Length 1.44 in 0.74 in
BEAM DATA Center
Span Length 6 ft t..
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
#2-Douglas-Fir-Larch Uniform Dead Load 0 plf
Base Values Adjusted Beam Self Weight 9 plf
Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 9 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 1568 lb
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1046 lb
Comp.-I-to Grain: Fc-1= 625 psi Fc--t-'= 625 psi Location 2 ft
Controlling Moment: 4911 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN
2.04 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 406 plf 126 plf
Controlling Shear: 3158 lb Left Dead Load 271 plf 84 plf
At left support of span 2(Center Span) Right Live Load 406 plf 101 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 271 plf 67 plf
Load Start Oft 2 ft
Comparisons with required sections: Req'd Provided Load End 2 ft 6 ft
Section Modulus: 59.53 in3 73.83 in3 Load Length 2 ft 4 ft
Area(Shear): 26.32 in2 39.38 in2
Moment of Inertia(deflection): 55.96 in4 415.28 in4
Moment: 4911 ft-lb 6091 ft-lb
Shear: 3158 lb 4725 lb
Project: 1247B FOUR D CONST page
NE Patrick J. Burke
Location: M9-LIVING RM PATIO DR HDR Alan Mascord Design
Multi-Loaded Multi-Span Beam gm 2187 NW Reed St.Ste 100 of
[2015 International Building Code(2015 NDS)] Yy,, ,_Portland,OR 97210
5.125 IN x 12.0 IN x 12.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 12/10/2018 4:38:39 PM
Section Adequate By: 19.5%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.20 IN L/717
Dead Load 0.14 in
Total Load 0.34 IN L/418
Live Load Deflection Criteria: L/600 Total Load Deflection Criteria: L/180
REACTIONS A
Live Load 3432 lb 3432 lb
Dead Load 2450 lb 2450 lb
Total Load 5882 lb 5882 lb TRI
Bearing Length 1.77 in 1.77 in
BEAM DATA Center w
Span Length 12 ft
Unbraced Length-Top 0 ft A 12 ft B
Unbraced Length-Bottom 12 ft
Live Load Duration Factor 1.15
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.14 Uniform Live Load 359 plf
Notch Depth 0.00 Uniform Dead Load 239 plf
MATERIAL PROPERTIES Beam Self Weight 13 plf
24F-V4-Visually Graded Western Species Total Uniform Load 611 plf
Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One
Fb_cmpr= 1850 psi Fb'= 2760 psi Left Live Load 213 plf
Cd=1.15 Left Dead Load 156 plf
Shear Stress: Fv= 265 psi Fv'= 305 psi Right Live Load 213 plf
Cd=1.15 Right Dead Load 156 plf
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 0 ft
Comp.J-to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load End 12 ft
Load Length 12 ft
Controlling Moment: 17646 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: 5882 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: 76.72 in3 123 in3
Area(Shear): 28.95 in2 61.5 in2
Moment of Inertia(deflection): 617.66 in4 738 in4
Moment: 17646 ft-lb 28290 ft-lb
Shear: 5882 lb 12495 lb
page
Project: 1247B FOUR D CONST E. Patrick J. Burke /
Location:M10-OUTDOOR LIVING CLG BM Alan Mascord Design
Multi Loaded Multi Span Beam to 2187 NW Reed St.Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
5.125 IN x 10.5 IN x 18.5 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 12/10/2018 4:38:38 PM
Section Adequate By: 5.3%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.48 IN L/460
Dead Load 0.40 in
Total Load 0.88 IN L/253
Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 1508 lb 1508 lb
Dead Load 1236 lb 1236 lb
Total Load 2744 lb 2744 lb
Bearing Length 0.82 in 0.82 in
BEAM DATA Center
Span Length 18.5 ft
Unbraced Length-Top O ft A – -- 18.5 n — 6
Unbraced Length-Bottom 18.5 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.4 Uniform Live Load 163 plf
Notch Depth 0.00 Uniform Dead Load 122 plf
MATERIAL PROPERTIES Beam Self Weight 12 plf
24F-V4-Visually Graded Western Species Total Uniform Load 297 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.1 to Grain: Fc-1= 650 psi Fc--- = 650 psi
Controlling Moment: 12692 ft-lb
9.25 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -2744 lb
18.0 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: 63.46 in3 94.17 in3
Area(Shear): 15.53 in2 53.81 in2
Moment of Inertia(deflection): 469.52 in4 494.4 in4
Moment: 12692 ft-lb 18834 ft-lb
Shear: -2744 lb 9507 lb
Project: 1247B FOUR D CONST page
En Patrick J. Burke /
Location:R1 -RFTS 0/REAR OUTDR LIVING Alan Mascord Design
Multi-Loaded Multi-Span Beam ll 2187 NW Reed St. Ste 100 of
[2015 International Building Code(2015 NDS)] Portland.OR 97210
1.5 IN x 11.25 IN x 12.0 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 12/10/2018 4:38:39 PM
Section Adequate By:29.0%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.10 IN L/1489
Dead Load 0.07 in
Total Load 0.17 IN L/855
Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180
REACTIONS A
Live Load 425 lb 325 lb
Dead Load 311 lb 243 lb
Total Load 736 lb 568 lb TR1
Bearing Length 0.79 in 0.61 in
BEAM DATA Center ._
Span Length 12 ft
Unbraced Length-Top 0 ft A - — 12 ft- B
Unbraced Length-Bottom 12 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 50 plf
#2-Douglas-Fir-Larch Uniform Dead Load 34 plf
Base Values Adjusted Beam Self Weight 4 plf
Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 88 plf
Cd=9.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One
Cd=1.00 Left Live Load 50 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 34 plf
Comp.L to Grain: Fc-1= 625 psi Fc- '= 625 psi Right Live Load 0 plf
Controlling Moment: 1840 ft-lb Right Dead Load 0 plf
5.52 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: 736 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: Reci'd Provided
Section Modulus: 24.53 in3 31.64 in3
Area(Shear): 6.13 in2 16.88 in2
Moment of Inertia(deflection): 37.47 in4 177.98 in4
Moment: 1840 ft-lb 2373 ft-lb
Shear: 736 lb 2025 lb