Specifications (8) 8009 MST701.9 0040G
ALAN �:.
OCT 23 2019
DESIGNDF TIGARD
NG MVISION
ASSOCIATES, I N C .
OPTION PLAN
2475
BY:
SOLSTICEM
U
HOMES
(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
page
Project:2475 SOLSTICE CUSTOM HOMES Patrick Burke
Location: F18R-TYP ISOLATED BR'G PAD(ROUND) �� Alan Mascord Design Associates, Inc
Footing 2187 NW Reed St,Ste 100 4/f'
[2015 International Building Code(2015 NDS)] —4{ 01 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 9/11/2019 3:06:23 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
I 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 8 in
Allowable Bearing: Bear-A= 28634 lb
Beam Shear Calculations(One Way Shear): T
Beam Shear: Vu1 = 429 lb
Allowable Beam Shear: Vc1 = 3509 lb sin
Punching Shear Calculations(Two Way Shear): 1
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:2475 SOLSTICE CUSTOM HOMES page
111111 Patrick Burke
Location: F20-TYP ISOLATED BR'G PAD Alan Mascord Design Associates, Inc
Footing 11111 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] ,Beal.._ 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 9/11/2019 3:06:23 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 3.5 in
Column Depth: n= 3.5 in
FOOTING CALCULATIONS
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 in
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 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
Project:2475 SOLSTICE CUSTOM HOMES 11111page
Patrick Burke
Location: F24-TYP ISOLATED BR'G PAD Alan Mascord Design Associates, Inc
Footing 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 9/11/2019 3:06:23 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 H3.5
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 1Z'"
Baseplate Bearing:
Bearing Required: Bear= 7560 lb LI
Allowable Bearing: Bear-A= 28634 lb
Beam Shear Calculations(One Way Shear): 3 in
Beam Shear: Vu1 = 630 lb I I
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:2475 SOLSTICE CUSTOM HOMES page
ICE Patrick Burke
Location: F28-TYP ISOLATED BR'G PAD Alan Mascord Design Associates, Inc
Footing 111111 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 9/11/2019 3:06:23 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
Column Depth: n= 3.5 in H3.5 in
I
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 1°
Baseplate Bearing:
Bearing Required: Bear= 10095 lb
Allowable Bearing: Bear-A= 28634 lb -i-
Beam Shear Calculations(One Way Shear): 3 i„
Beam Shear: Vu1 = 720 lb _L
Allowable Beam Shear: Vc1 = 12318 lb 1 2.333 ft 1
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:2475 SOLSTICE CUSTOM HOMES page
Patrick Burke
Location:F36-TYP ISOLATED BR'G PAD ■ Alan Mascord Design Associates, Inc
Footing 111111 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] _44 in .- 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 9/11/2019 3:06:23 PM
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 -3.5 in-1
Width: W= 3ft I 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
Column Width: m= 3.5 in -,-
Column Depth: n= 3.5 in 3 in
FOOTING CALCULATIONS
— aft I
Bearing Calculations: I3.5 in-I
Ultimate Bearing Pressure: Qu= 1350 psf
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 0 4 )
Beam Shear Calculations(One Way Shear): 3 if
Beam Shear: Vu1 = 4607 lb
Allowable Beam Shear: Vc1 = 22275 lbI 3 ft
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:2475 SOLSTICE CUSTOM HOMESEll Patrick Burke
Location:F42-TYP ISOLATED BR'G PAD Alan Mascord Design Associates, Inc
Footing MI 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] _ Portland,OR 97210
Footing Size: 3.5 FT x 3.5 FT x 12.00 IN
Reinforcement:#4 Bars @ 8.00 IN.O.C. E/W/(5)min. StruCalc Version 10.0.1.6 9/11/2019 3:06:24 PM
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 F
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= 3.5 in 12 in
Column Depth: n= 3.5 in 9-
FOOTING CALCULATIONS 3 in
Bearing Calculations: 3.5 ft
Ultimate Bearing Pressure: Qu= 1350 psf F3.5in1
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf
Required Footing Area: Areq= 12.25 sf
Area Provided: A= 12.25 sf
Baseplate Bearing:
Bearing Required: Bear= 23152 lb 12 in
Allowable Bearing: Bear-A= 33841 lb
r o o n 9
Beam Shear Calculations(One Way Shear): T
Beam Shear: Vu1 = 7028 lb Sin
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
Min. Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 0.91 in2
Controlling Reinforcing Steel: As-reqd= 0.91 in2
Selected Reinforcement: #4's @ 8.0 in. o.c.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
page
Project:2475 SOLSTICE CUSTOM HOMES Ell Patrick Burke /
Location: FC1 -TYP MAX BR'G FTG COLUMN UP TO F36 Alan Mascord Design Associates, Inc
Column Milli 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] 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 9/11/2019 3:06:24 PM
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
Unbraced Length(X-Axis)Lx: 4 ft V
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 Adiusted
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'= 1397 psi
Cd=O.90 CF=1.50 aft
Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1397 psi
Cd=0.90 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 1
Ley/dy= 13.71 A
Column Calculations(Controlling Case Only):
Controlling Load Case:Axial Dead Load Only(D) AXIAL LOADING
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'= 1397 psi
Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi
Allowable Bending Stress(Y-Y Axis): Fby'= 1397 psi
Combined Stress Factor: CSF= 1
page
Project:2475 SOLSTICE CUSTOM HOMES Patrick Burke
Location: FC2-TYP MAX BR'G FTG COLUMN @ F42 11111Patrick
Mascord Design Associates, Inc
Column 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] --1-a5 -el ._ Portland,OR 97210
5.5INx5.5INx4.OFT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 9/11/2019 3:06:24 PM
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 4ft
Bending Stress(Y-Y Axis): Fby= 750 psi Fby'= 675 psi
Cd=0.90 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):
Controlling Load Case:Axial Dead Load Only(D) AXIAL LOADING
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
Project:2475 SOLSTICE CUSTOM HOMES page
111111 Patrick Burke
Location:M1 -9/0 GAR DR HDR Alan Mascord Design Associates, Inc
Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
5.1251Nx9.0INx9.OFT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 9/11/2019 3:06:24 PM
Section Adequate By: 3.6%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.23 IN L/475
Dead Load 0.11 in
Total Load 0.34 IN L/320
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
1
REACTIONS A B
Live Load 3384 lb 3648 lb
Dead Load 1551 lb 1728 lb
Total Load 4935 lb 5376 lb TR2
Bearing Length 1.48 in 1.61 in
BEAM DATA Center
Span Length 9 ft
Unbraced Length-Top 0 ft 9 f
Unbraced Length-Bottom 9 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1.5 -
UNIFORM LOADS Center
Camber Required 0.17 Uniform Live Load 400 plf
Notch Depth 0.00 Uniform Dead Load 100 plf
MATERIAL PROPERTIES Beam Self Weight 10 plf
24F-V4-Visually Graded Western Species Total Uniform Load 510 plf
Base Values Adjusted
Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS CENTER SPAN
Load Number One
Fb_cmpr= 1850 psi Fb'= 2400 psi
Cd /.00 Live Load 1192 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 795 lb
Cd=1.00 Location 3.5 ft
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp.1-to Grain: Fc- = 650 psi Fc- = 650 psi Load Number One Two
Left Live Load 76 plf 343 plf
Controlling Moment: 13357 ft-lb Left Dead Load 50 plf 229 plf
4.05 Ft from left support of span 2(Center Span) Right Live Load 126 plf 343 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 84 plf 229 plf
Controlling Shear: -5376 lb Load Start 0 ft 3.5 ft
At right support of span 2(Center Span) Load End 3.5 ft 9 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 3.5 ft 5.5 ft
Comparisons with required sections: Redd Provided
Section Modulus: 66.78 in3 69.19 in3
Area(Shear): 30.43 in2 46.13 in2
Moment of Inertia(deflection): 236.12 in4 311.34 in4
Moment: 13357 ft-lb 13838 ft-lb
Shear: -5376 lb 8149 lb
. Project:2475 SOLSTICE CUSTOM HOMES Page
Es Patrick Burke /
Location: M2-18/0 GARAGE DR HDR Alan Mascord Design Associates, Inc
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 12.0 IN x 18.0 FT .
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 9/11/2019 3:06:25 PM
Section Adequate By: 15.3%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.61 IN L/354
Dead Load 0.43 in
Total Load 1.04 IN L/208
Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180
REACTIONS A_
Live Load 3087 lb 3087 lb
Dead Load 2181 lb 2181 lb
Total Load 5268 lb 5268 lb
Bearing Length 1.58 in 1.58 in
w
BEAM DATA Center
Span Length 18 ft
Unbraced Length-Top 0 ft 18ft B
Unbraced Length-Bottom 18 ft
Live Load Duration Factor 1.15
Camber Adj. Factor 1
Camber Required 0.43 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 343 plf
Uniform Dead Load 229 plf
MATERIAL PROPERTIES Beam Self Weight 13 plf
24F-V4-Visually Graded Western Species Total Uniform Load 585 plf
Base Values Adjusted
Bending Stress: Fb= 2400 psi Controlled by:
Fb_cmpr= 1850 psi Fb'= 2760 psi
Cd=1.15
Shear Stress: Fv= 265 psi Fv'= 305 psi
Cd=1.15
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Comp.1 to Grain: Fc-1= 650 psi Fc- = 650 psi
Controlling Moment: 23706 ft-lb
9.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -5268 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: 103.07 in3 123 in3
Area(Shear): 25.93 in2 61.5 in2
Moment of Inertia(deflection): 639.96 in4 738 in4
Moment: 23706 ft-lb 28290 ft-lb
Shear: -5268 lb 12495 lb
Project:2475 SOLSTICE CUSTOM HOMES page
Patrick Burke
Location: M3-BM @ GAR. SHOP Alan Mascord Design Associates, Inc
Multi-Loaded Multi-Span Beam 11111 2187 NW Reed St,Ste 100 0f
[2015 International Building Code(2015 NDS)] Portland,OR 97210
5.5INx9.5INx10.OFT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 9/11/2019 3:06:25 PM
Section Adequate By: 33.6%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.07 IN L/1642
Dead Load 0.09 in
Total Load 0.16 IN L/754
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A_
Live Load 830 lb 830 lb
Dead Load 977 lb 977 lb
Total Load 1807 lb 1807 lb TR1
Bearing Length 0.53 in 0.53 in
_ w
BEAM DATA Center
Span Length 10 ft
Unbraced Length-Top 0 ft to n
Unbraced Length-Bottom 10 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 100 plf
Base Values Adiusted Beam Self Weight 11 plf
Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 151 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 126 plf
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Left Dead Load 84 plf
Comp.1 to Grain: Fc-1= 625 psi Fc--- = 625 psi Right Live Load 126 plf
Controlling Moment: 4517 ft-lb Right Dead Load 84 plf
5.0 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 10 ft
Controlling Shear: 1807 lb Load Length 10 ft
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: 61.94 in3 82.73 in3
Area(Shear): 15.94 in2 52.25 in2
Moment of Inertia(deflection): 125.05 in4 392.96 in4
Moment: 4517 ft-lb 6032 ft-lb
Shear: 1807 lb 5922 lb
page
Project:2475 SOLSTICE CUSTOM HOMES Patrick Burke
Location: M4-KIT. BM 0/COOKTOP Alan Mascord Design Associates, Inc
Multi-Loaded Multi-Span Beam 111 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] e ._ Portland,OR 97210
5.5 IN x 11.5 IN x 10.5 FT .
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 9/11/2019 3:06:25 PM
Section Adequate By:24.9%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.12 IN L/1044
Dead Load 0.03 in
Total Load 0.16 IN L/813
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 2100 lb 2100 lb
Dead Load 597 lb 597 lb
Total Load 2697 lb 2697 lb
Bearing Length 0.78 in 0.78 in
BEAM DATA Center
Span Length 10.5 ft —
Unbraced Length-Top 0 ft 10.5 ft
B
Unbraced Length-Bottom 10.5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 400 plf
#2-Douglas-Fir-Larch Uniform Dead Load 100 plf
Base Values Adjusted Beam Self Weight 14 plf
Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 514 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-1= 625 psi Fc-1'= 625 psi
Controlling Moment: 7080 ft-lb
5.25 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 2697 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: 97.09 in3 121.23 in3
Area(Shear): 23.8 in2 63.25 in2
Moment of Inertia(deflection): 240.39 in4 697.07 in4
Moment: 7080 ft-lb 8840 ft-lb
Shear: 2697 lb 7168 lb
page
Project:2475 SOLSTICE CUSTOM HOMES EN Patrick Burke
Location: M5-DINING RM FLUSH BM 0/BUILT-INS Alan Mascord Design Associates, Inc
Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 or
[2015 International Building Code(2015 NDS)] _.4-40-044,e.... Portland,OR 97210
5.125 IN x 9.0 IN x 12.67 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 9/11/2019 3:06:25 PM
Section Adequate By:2.1%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.41 IN L/367
Dead Load 0.11 in
Total Load 0.53 IN L/288
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 2534 lb 2534 lb
Dead Load 697 lb 697 lb
Total Load 3231 lb 3231 lb
Bearing Length 0.97 in 0.97 in
w
BEAM DATA Center
Span Length 12.67 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 12.67 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.11 Uniform Live Load 400 plf
Notch Depth 0.00 Uniform Dead Load 100 plf
MATERIAL PROPERTIES Beam Self Weight 10 plf
24F-V4-Visually Graded Western Species Total Uniform Load 510 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--t-'= 650 psi
Controlling Moment: 10234 ft-lb
6.34 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 3231 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: Rea'd Provided
Section Modulus: 51.17 in3 69.19 in3
Area(Shear): 18.29 in2 46.13 in2
Moment of Inertia(deflection): 305.04 in4 311.34 in4
Moment: 10234 ft-lb 13838 ft-lb
Shear: 3231 lb 8149 lb
•
Project:2475 SOLSTICE CUSTOM HOMES page
mu Patrick Burke
Location:M6-DINING QUAD SL. HDR Alan Mascord Design Associates, Inc
Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] 4 $ Portland,OR 97210
3.125 IN x 12.0 IN x 12.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 9/11/2019 3:06:26 PM
Section Adequate By: 108.3%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.11 IN L/1309
Dead Load 0.12 in
Total Load 0.23 IN L/625
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 1146 lb 1146 lb
Dead Load 1255 lb 1255 lb
Total Load 2401 lb 2401 lb TR1
Bearing Length 1.18 in 1.18 in
w
BEAM DATA Center
Span Length 12 ft
Unbraced Length-Top 0 ft 1111111
Unbraced Length-Bottom 12 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1
Camber Required 0.12 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 40 plf
Uniform Dead Load 100 plf
MATERIAL PROPERTIES Beam Self Weight 8 plf
24F-V4-Visually Graded Western Species Total Uniform Load 148 plf
Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by:
Load Number One
Fb_cmpr= 1850 psi Fb'= 2400 psi
Cd=1.00 Left Live Load 151 plf
Shear Stress: Fv= 265 psi Fv'= 265 psi Left Dead Load 101 plf
Right Live Load 151 plf
Cd=1.00 Right Dead Load 101 plf
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 0 ft
Comp.L to Grain: Fc-L= 650 psi Fc--L'= 650 psi Load End 12 ft
Controlling Moment: 7202 ft-lb Load Length 12 ft
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: 2401 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: Read Provided
Section Modulus: 36.01 in3 75 in3
Area(Shear): 13.59 in2 37.5 in2
Moment of Inertia(deflection): 172.83 in4 450 in4
Moment: 7202 ft-lb 15000 ft-lb
Shear: 2401 lb 6625 lb
•
page
Project:2475 SOLSTICE CUSTOM HOMESEn Patrick Burke
Location: M7-DINING COV.PATIO SIDE BMS Alan Mascord Design Associates, Inc
Multi-Loaded Multi-Span Beam no 2187 NW Reed St,Ste 100 or
[2015 International Building Code(2015 NDS)] f0,t ._ Portland,OR 97210
5.5 IN x 9.5 IN x 9.5 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 9/11/2019 3:06:26 PM
Section Adequate By: 5.1%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.10 IN L/1181
Dead Load 0.07 in
Total Load 0.17 IN L/691
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 1473 lb 820 lb
Dead Load 1036 lb 602 lb
Total Load 2509 lb 1422 lb
Bearing Length 0.73 in 0.41 in TR1
BEAM DATA Center
Span Length 9.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 9.5 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 11 plf
Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 11 plf
Cd=1.00 CF=1.00
Shear Stress: Fv= 170 psi Fv'= 170 psi POINT LOADS CENTER SPAN
Cd=1.00 Load Number One
Live Load 549 lb
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 366 lb
Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi
Location 4 ft
Controlling Moment: 5741 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN
3.99 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 315 plf 126 plf
Controlling Shear: 2509 lb Left Dead Load 210 plf 84 plf
At left support of span 2(Center Span) Right Live Load 315 plf 50 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 210 plf 34 plf
Load Start Oft 4 ft
Comparisons with required sections: Req'd Provided Load End 4 ft 9.5 ft
Section Modulus: 78.74 in3 82.73 in3 Load Length 4 ft 5.5 ft
Area(Shear): 22.14 in2 52.25 in2
Moment of Inertia(deflection): 136.51 in4 392.96 in4
Moment: 5741 ft-lb 6032 ft-lb
Shear: 2509 lb 5922 lb
page
Project:2475 SOLSTICE CUSTOM HOMES Patrick Burke
Location: M8-DINING COV.PATIO BM LONG SPAN Alan Mascord Design Associates, Inc
Multi-Loaded Multi-Span Beam 11 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
5.125 IN x 10.5 IN x 20.0 FT -
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 9/11/2019 3:06:26 PM
Section Adequate By: 11.5%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.51 IN L/471
Dead Load 0.39 in
Total Load 0.90 IN L/268
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 1260 lb 1260 lb
Dead Load 957 lb 957 lb
Total Load 2217 lb 2217 lb
Bearing Length 0.67 in 0.67 in
BEAM DATA Center
Span Length 20 ft
Unbraced Length-Top 0 ft 20 ft B
Unbraced Length-Bottom 20 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.39 Uniform Live Load 126 plf
Notch Depth 0.00 Uniform Dead Load 84 plf
MATERIAL PROPERTIES Beam Self Weight 12 plf
24F-V4-Visually Graded Western Species Total Uniform Load 222 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-L= 650 psi Fc-L'= 650 psi
Controlling Moment: 11083 ft-lb
10.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -2217 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: 55.42 in3 94.17 in3
Area(Shear): 12.55 in2 53.81 in2
Moment of Inertia(deflection): 443.26 in4 494.4 in4
Moment: 11083 ft-lb 18834 ft-lb
Shear: -2217 lb 9507 lb
page
Project:2475 SOLSTICE CUSTOM HOMES11111 Patrick Burke
Location: M9-DINING/KITCHEN/GR. RM BM Alan Mascord Design Associates, Inc
Multi-Loaded Multi-Span Beam IE 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] h: .._ Portland,OR 97210
5.125 IN x 15.0 IN x 20.5 FT -
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 9/11/2019 3:06:26 PM
Section Adequate By: 12.5%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.61 IN L/405
Dead Load 0.18 in
Total Load 0.79 IN L/311
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 4287 lb 3858 lb
Dead Load 1292 lb 1149 lb
Total Load 5579 lb 5007 lb
Bearing Length 1.67 in 1.50 in
BEAM DATA Center
Span Length 20.5 ft
Unbraced Length-Top 0 ft 20.5 ft B
Unbraced Length-Bottom 20.5 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.18 Uniform Live Load 360 plf
Notch Depth 0.00 Uniform Dead Load 90 plf
MATERIAL PROPERTIES Beam Self Weight 17 plf
24F-V4-Visually Graded Western Species Total Uniform Load 467 plf
Base Values Adjusted
Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS-CENTER SPAN
Load Number One *
Fb_cmpr= 1850 psi Fb'= 2353 psi
Cd=1.00 Cv=0.98 Live Load 765 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 255 lb
Location 4.5 ft
Cd=1.00 *Load obtained from Load Tracker.See Summary Report for details.
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Comp.-L to Grain: Fc-1= 650 psi Fc-1'= 650 psi
Controlling Moment: 26862 ft-lb
9.84 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 5579 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: Read Provided
Section Modulus: 137.01 in3 192.19 in3
Area(Shear): 31.58 in2 76.88 in2
Moment of Inertia(deflection): 1281.79 in4 1441.41 in4
Moment: 26862 ft-lb 37680 ft-lb
Shear: 5579 lb 13581 lb
•
, Project:2475 SOLSTICE CUSTOM HOMES page
11111 Patrick Burke
Location: M10-BALCONY FLUSH BM-GREAT RM SIDE Alan Mascord Design Associates, Inc
Multi-Loaded Multi-Span Beam IKE 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
3.5 IN x 9.25 IN x 17.0 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 9/11/2019 3:06:24 PM
Section Adequate By:3.6%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.46 IN L/446
Dead Load 0.15 in
Total Load 0.61 IN L/334
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:U240
REACTIONS A
Live Load 765 lb 765 lb
Dead Load 255 lb 255 lb
Total Load 1020 lb 1020 lb
Bearing Length 0.47 in 0.47 in
w
BEAM DATA Center
Span Length 17 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 17 ft11=MIMM
Live Load Duration Factor 1.00
Notch Depth 0.00
UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 90 plf
#2-Douglas-Fir-Larch Uniform Dead Load 23 plf
Base Values Adjusted Beam Self Weight 7 plf
Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 120 plf
Cd=1.00 CF=1.20
Shear Stress: Fv= 180 psi Fv'= 180 psi
Cd=1.00
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi
Controlling Moment: 4336 ft-lb
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: -1020 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: 48.17 in3 49.91 in3
Area(Shear): 8.5 in2 32.38 in2
Moment of Inertia(deflection): 186.51 in4 230.84 in4
Moment: 4336 ft-lb 4492 ft-lb
Shear: -1020 lb 3885 lb
Project:2475 SOLSTICE CUSTOM HOMES page
Patrick11111 Burke /
Location: M11 -BALCONY FLUSH BM @ FOYER SIDE AlannMascord Design Associates, Inc
Multi-Loaded Multi Span Beam 11 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
3.5INx7.25INx12.OFT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 9/11/2019 3:06:24 PM
Section Adequate By:40.2%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.24 IN L/610
Dead Load 0.07 in
Total Load 0.31 IN L/463
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 540 lb 540 lb
Dead Load 171 lb 171 lb
Total Load 711 lb 711 lb
Bearing Length 0.33 in 0.33 in
BEAM DATA Center
Span Length 12 ft
Unbraced Length-Top 0 ft 1.11.1111111.111111=111111111— - 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 90 plf
#2-Douglas-Fir-Larch Uniform Dead Load 23 plf
Base Values Adjusted Beam Self Weight 6 plf
Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 119 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-1= 625 psi Fc--- = 625 psi
Controlling Moment: 2133 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: -711 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: 21.88 in3 30.66 in3
Area(Shear): 5.93 in2 25.38 in2
Moment of Inertia(deflection): 65.6 in4 111.15 in4
Moment: 2133 ft-lb 2989 ft-lb
Shear: -711 lb 3045 lb
Project:2475 SOLSTICE CUSTOM HOMES page
11111 Patrick Burke
Location: M12-EXT. FRONT ENTRY BM @ MUD/GARAGE Alan Mascord Design Associates, Inc
Multi-Loaded Multi-Span Beam INN 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] .- Portland,OR 97210
3.51Nx5.5INx8.OFT -
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 9/11/2019 3:06:24 PM
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: 1J360 Total Load Deflection Criteria: L/240
REACTIONS A
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
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 Adiusted 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.1 to Grain: Fc-1= 625 psi Fc-3-'= 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
•
page
Project:2475 SOLSTICE CUSTOM HOMES11111 Patrick Burke
Location: M13-STAIR FLUSH BM @ EXT. PORCH Alan Mascord Design Associates, Inc
Multi-Loaded Multi-Span Beam 11 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
5.125 IN x 16.5 IN x 9.5 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 9/11/2019 3:06:24 PM
Section Adequate By: 5.0%
Controlling Factor: Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.01 IN L/8922
Dead Load 0.01 in
Total Load 0.03 IN L/4208
Live Load Deflection Criteria: LJ360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 1133 lb 8229 lb
Dead Load 1280 lb 6005 lb
Total Load 2413 lb 14234 lb 2
Bearing Length 0.72 in 4.27 in
w
BEAM DATA Center
Span Length 9.5 ft _.m. -. .. ,..
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 9.5 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.01 Uniform Live Load 113 plf
Notch Depth 0.00
Uniform Dead Load 166 plf
MATERIAL PROPERTIES Beam Self Weight 18 plf
24F-V4-Visually Graded Western Species Total Uniform Load 297 plf
Base Values Adjusted
Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS-CENTER SPAN
Load Number One Two
Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 7853 lb 435 lb
Cd=1.00 Dead Load 5236 lb 298 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 9.25 ft 1 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-1'= 650 psi
Controlling Moment: 5477 ft-lb
5.61 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -14234 lb
10.0 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: Rea'd Provided
Section Modulus: 27.38 in3 232.55 in3
Area(Shear): 80.57 in2 84.56 in2
Moment of Inertia(deflection): 109.41 in4 1918.51 in4
Moment: 5477 ft-lb 46509 ft-lb
Shear: -14234 lb 14939 lb
page
Project:2475 SOLSTICE CUSTOM HOMESER Patrick Burke
Location:M14-FRONT ENTRY BM @ SIDE Alan Mascord Design Associates, Inc
Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
3.5INx5.5INx4.OFT -
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 9/11/2019 3:06:24 PM
Section Adequate By: 57.2%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.02 IN L/2218
Dead Load 0.01 in
Total Load 0.04 IN L/1320
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 506 lb 435 lb 1
Dead Load 345 lb 298 lb
Total Load 851 lb 733 lb
Bearing Length 0.39 in 0.34 in TR2
TR1
BEAM DATA Center
Span Length 4 ft
Unbraced Length-Top 0 ft 4ft
Unbraced Length-Bottom 4 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 4 plf
Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 4 plf
Cd=1.00 CF=1.30
Shear Stress: Fv= 180 psi Fv'= 180 psi POINT LOADS CENTER SPAN
Cd=1.00 Load Number One
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 442 lb
Comp.-L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Dead Load 295 lb
Location 1.5 ft
Controlling Moment: 1094 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN
1.52 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 76 plf 139 plf
Controlling Shear: 850 lb Left Dead Load 50 plf 92 plf
At left support of span 2(Center Span) Right Live Load 126 plf 139 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 84 plf 92 plf
Load Start Oft 1.5 ft
Comparisons with required sections: Req'd Provided Load End 1.5 ft 4 ft
Section Modulus: 11.23 in3 17.65 in3 Load Length 1.5 ft 2.5 ft
Area(Shear): 7.09 in2 19.25 in2
Moment of Inertia(deflection): 8.82 in4 48.53 in4
Moment: 1094 ft-lb 1720 ft-lb
Shear: 850 lb 2310 lb
Project:2475 SOLSTICE CUSTOM HOMES page
Patrick Burke
Location:M15-FRONT ENTRY BM Alan Mascord Design Associates, Inc
Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] ___,140.4,,a..... Portland,OR 97210
3.5INx5.5INx7.OFT -
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 9/11/2019 3:06:24 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: L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
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 0 ft — 7ft
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-1= 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:2475 SOLSTICE CUSTOM HOMESno Patrick Burke
Location: M16-DEN FLUSH BM Alan Mascord Design Associates, Inc
mi
Multi-Loaded Multi-Span Beam KM 2187 NW Reed St,Ste 100
of
[2015 International Building Code(2015 NDS)] _ Portland,OR 97210
3.5 IN x 9.25 IN x 11.0 FT
� .
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 9/11/2019 3:06:24 PM
Section Adequate By: 15.5%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.14 IN L/977
Dead Load 0.10 in
Total Load 0.23 IN L/570
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 818 lb 738 lb
Dead Load 585 lb 531 lb
Total Load 1403 lb 1269 lb
Bearing Length 0.64 in 0.58 in TR2
BEAM DATA Center
Span Length 11 ft
Unbraced Length-Top 0 ft IIMIMMil
Unbraced Length-Bottom 11 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 7 plf
Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 7 plf
Cd=1.00 CF=1.20 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi
Cd=1.00 Load Number One
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 442 Ib
Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Dead Load 295 Ib
Location 2.5 ft
Controlling Moment: 3890 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN
4.84 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 25 plf 120 plf
Controlling Shear: 1403 lb Left Dead Load 17 plf 80 plf
At left support of span 2(Center Span) Right Live Load 50 plf 120 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 34 plf 80 plf
Load Start 0 ft 2.5 ft
Comparisons with required sections: Req'd Provided Load End 2.5 ft 11 ft
Section Modulus: 43.23 in3 49.91 in3 Load Length 2.5 ft 8.5 ft
Area(Shear): 11.69 in2 32.38 in2
Moment of Inertia(deflection): 97.18 in4 230.84 in4
Moment: 3890 ft-lb 4492 ft-lb
Shear: 1403 lb 3885 lb
page
Project:2475 SOLSTICE CUSTOM HOMES Eif Patrick Burke /
Location: M17-FOYER FLUSH BM Alan Mascord Design Associates, Inc
Multi-Loaded Multi-Span Beam Ilia 2187 NW Reed St,Ste 100 or
[2015 International Building Code(2015 NDS)] --1-( iva..._ Portland,OR 97210
3.5INx7.25INx7.OFT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 9/11/2019 3:06:24 PM
Section Adequate By: 12.1%
Controlling Factor:Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.08 IN L/1084
Dead Load 0.06 in
Total Load 0.13 IN L/626
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
1
Live Load 1556 lb 1556 lb 2
Dead Load 1159 lb 1159 lb
Total Load 2715 lb 2715 lb
Bearing Length 1.24 in 1.24 in TR2
BEAM DATA Center ,
Span Length 7 ft ;'" ., "'r ,-- .2;.; . . ,,. , .
Unbraced Length-Top 0 ft 7 f
Unbraced Length-Bottom 7 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 0 plf
#2-Douglas-Fir-Larch Uniform Dead Load 0 plf
Base Values Adiusted Beam Self Weight 6 plf
Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 6 plf
Cd=1.00 CF=1.30
Shear Stress: Fv= 180 psi Fv'= 180 psi POINT LOADS CENTER SPAN
Load Number One * Two
Cd=1.00 Live Load 11151b 1115 lb
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 756 lb 756 lb
Comp.1 to Grain: Fc-1= 625 psi Fc--I-'= 625 psi Location 1 ft 6 ft
*Load obtained from Load Tracker. See Summary Report for details.
Controlling Moment: 2317 ft-lb
3.5 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: 2715 lb Left Live Load 441 plf 441 plf
At left support of span 2(Center Span) Left Dead Load 384 plf 384 plf
Created by combining all dead loads and live loads on span(s)2 Right Live Load 441 plf 441 plf
Right Dead Load 384 plf 384 plf
Comparisons with required sections: Req'd Provided Load Start 0 ft 6 ft
Section Modulus: 23.76 in3 30.66 in3 Load End 1 ft 7 ft
Area(Shear): 22.63 in2 25.38 in2 Load Length 1 ft 1 ft
Moment of Inertia(deflection): 42.61 in4 111.15 in4
Moment: 2317 ft-lb 2989 ft-lb
Shear: 2715 lb 3045 lb
•
Page
Project:2475 SOLSTICE CUSTOM HOMES Patrick Burke
Location: M18- FRONT DEN WINDOW HDR Alan Mascord Design Associates, Inc
Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] e> Portland,OR 97210
3.5INx3.5INx2.OFT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 9/11/2019 3:06:24 PM
Section Adequate By: 56.6%
Controlling Factor: Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.01 IN L/3066
Dead Load 0.01 in
Total Load 0.01 IN L/1832
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 259 lb 561 lb
Dead Load 176 lb 377 lb
Total Load 435 lb 938 lb
Bearing Length 0.20 in 0.43 in TR2
BEAM DATA Center TRS
Span Length 2 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 2 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 0 plf
#2-Douglas-Fir-Larch Uniform Dead Load 0 plf
Base Values Adiusted Beam Self Weight 3 plf
Bending Stress: Fb= 900 psi Fb'= 1350 psi Total Uniform Load 3 plf
Cd=1.00 CF=1.50
Shear Stress: Fv= 180 psi Fv'= 180 psi POINT LOADS CENTER SPAN
Cd=1.00 Load Number One
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 547 lb
Comp.-L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Dead Load 365 lb
Location 1.5 ft
Controlling Moment: 430 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 113 plf 189 plf
Controlling Shear: -939 lb Left Dead Load 76 plf 126 plf
At right support of span 2(Center Span) Right Live Load 126 plf 189 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 84 plf 126 plf
Load Start 0 ft 1.5 ft
Comparisons with required sections: Req'd Provided Load End 1.5 ft 2 ft
Section Modulus: 3.82 in3 7.15 in3 Load Length 1.5 ft 0.5 ft
Area(Shear): 7.82 in2 12.25 in2
Moment of Inertia(deflection): 1.64 in4 12.51 in4
Moment: 430 ft-lb 804 ft-lb
Shear: -939 lb 1470 lb
page
Project:2475 SOLSTICE CUSTOM HOMES Patrick Burke
Location:M19-DEN BM 0/BUILT INS �® Alan Mascord Design Associates, Inc
Multi-Loaded Multi-Span Beam 111112187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] 4et ._ Portland,OR 97210
3.5 IN x 9.25 IN x 4.34 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 9/11/2019 3:06:24 PM
Section Adequate By: 7.1%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.02 IN L/2661
Dead Load 0.02 in
Total Load 0.04 IN L/1456
Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 7
REACTIONS A B
Live Load 1678 lb 1507 lb
Dead Load 1377 lb 1350 lb
Total Load 3055 lb 2857 lb
Bearing Length 1.40 in 1.31 in
BEAM DATA Center
Span Length 4.34 ft
Unbraced Length-Top 0 ft a.34 n
B
Unbraced Length-Bottom 4.34 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 100 plf
Base Values Adjusted Beam Self Weight 7 plf
Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 147 plf
Cd=1.00 CF=1.20 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi
Cd=1.00 Load Number One
Live Load 1579 lb
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1053 lb
Comp.-I-to Grain: Fc-1= 625 psi Fc- L'= 625 psi
Location 1.5 ft
Controlling Moment: 4193 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN
1.52 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 441 plf 113 plf
Controlling Shear: 3054 lb Left Dead Load 384 plf 76 plf
At left support of span 2(Center Span) Right Live Load 441 plf 126 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 383 plf 84 plf
Load Start 1.5 ft O ft
Comparisons with required sections: Req'd Provided Load End 4.34 ft 1.5 ft
Section Modulus: 46.59 in3 49.91 in3 Load Length 2.84 ft 1.5 ft
Area(Shear): 25.45 in2 32.38 in2
Moment of Inertia(deflection): 38.05 in4 230.84 in4
Moment: 4193 ft-lb 4492 ft-lb
Shear: 3054 lb 3885 lb
page
, Project:2475 SOLSTICE CUSTOM HOMESlin Patrick Burke
Location:M20-MSTR BATH TUB WINDOW HDR Alan Mascord Design Associates, Inc /
Multi Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] 4der ,._ Portland,OR 97210
3.5INx9.25INx6.OFT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 9/11/2019 3:06:25 PM
Section Adequate By: 31.0%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.04 IN L/1813
Dead Load 0.02 in
Total Load 0.06 IN L/1281
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 1469 lb 1280 lb
Dead Load 600 lb 474 lb
Total Load 2069 lb 1754 lb TR1
Bearing Length 0.95 in 0.80 in
w
BEAM DATA Center
Span Length 6 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 6 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 320 plf
#2-Douglas-Fir-Larch Uniform Dead Load 80 plf
Base Values Adjusted Beam Self Weight 7 plf
Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 407 plf
Cd=1.00 CF=1.20 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi
Cd=1.00 Load Number One
Live Load 450 Ib
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 300 lb
Comp.-L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Location 3 ft
Controlling Moment: 3429 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN
3.0 Ft from left support of span 2(Center Span) Load Number One
Created by combining all dead loads and live loads on span(s)2 Left Live Load 126 plf
Controlling Shear: 2069 lb Left Dead Load 84 plf
At left support of span 2(Center Span) Right Live Load 126 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 84 plf
Load Start 0 ft
Comparisons with required sections: Req'd Provided Load End 3 ft
Section Modulus: 38.1 in3 49.91 in3 Load Length 3 ft
Area(Shear): 17.24 in2 32.38 in2
Moment of Inertia(deflection): 45.83 in4 230.84 in4
Moment: 3429 ft-lb 4492 ft-lb
Shear: 2069 lb 3885 lb
•
Project:2475 SOLSTICE CUSTOM HOMES page
Ell Patrick Burke
Location: M21 -MSTR BR PATIO DR HDR Alan Mascord Design Associates, Inc
Multi-Loaded Multi-Span Beam 1111111 2187 NW Reed St,Ste 100 or
[2015 International Building Code(2015 NDS)] Portland,OR 97210
3.5 IN x 5.5 IN x 6.0 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 9/11/2019 3:06:25 PM
Section Adequate By:7.9%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.06 IN L/1155
Dead Load 0.07 in
Total Load 0.13 IN L/541
Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 498 lb 498 lb
Dead Load 565 lb 565 lb
Total Load 1063 lb 1063 lb TR1
Bearing Length 0.49 in 0.49 in
w
BEAM DATA Center
Span Length 6 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 6 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 100 plf
Base Values Adiusted Beam Self Weight 4 plf
Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 144 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 126 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 84 plf
Comp. L to Grain: Fc- = 625 psi Fc- = 625 psi Right Live Load 126 plf
Controlling Moment: 1594 ft-lb Right Dead Load 84 plf
Load Start 0 ft
3.0 Ft from left support of span 2(Center Span) Load End 6 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 6 ft
Controlling Shear: 1063 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: Read Provided
Section Modulus: 16.35 in3 17.65 in3
Area(Shear): 8.85 in2 19.25 in2
Moment of Inertia(deflection): 21.51 in4 48.53 in4
Moment: 1594 ft-lb 1720 ft-lb
Shear: 1063 lb 2310 lb
page
Project:2475 SOLSTICE CUSTOM HOMESER Patrick Burke /
Location: M22-GREAT RM HALL HDR Alan Mascord Design Associates, Inc
Multi-Loaded Multi-Span Beam NMI2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] _"14.40,75,14,(... Portland,OR 97210
3.5INx5.5INx4.34FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 9/11/2019 3:06:25 PM
Section Adequate By:60.9%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.04 IN L/1407
Dead Load 0.01 in
Total Load 0.05 IN L/1116
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 781 lb 781 lb
Dead Load 204 lb 204 lb
Total Load 985 lb 985 lb
Bearing Length 0.45 in 0.45 in
BEAM DATA Center
Span Length 4.34 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 4.34 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 360 plf
#2-Douglas-Fir-Larch Uniform Dead Load 90 plf
Base Values Adjusted Beam Self Weight 4 plf
Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 454 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-1= 625 psi Fc-1'= 625 psi
Controlling Moment: 1069 ft-lb
2.17 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -986 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
Comparisons with required sections: Req'd Provided
Section Modulus: 10.97 in3 17.65 in3
Area(Shear): 8.21 in2 19.25 in2
Moment of Inertia(deflection): 12.41 in4 48.53 in4
Moment: 1069 ft-lb 1720 ft-lb
Shear: -986 lb 2310 lb
Project:2475 SOLSTICE CUSTOM HOMES 111111page
Patrick Burke
Location:S1 -REAR GREAT RM STUDS Alan Mascord Design Associates, Inc
Column 2187 NW Reed St,Ste 100
[2015 International Building Code(2015 NDS)] Portland,OR 97210 or
1.5 IN x 5.5 IN x 20.17 FT @ 16 O.C.
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 9/11/2019 3:06:26 PM
Section Adequate By:48.1%
VERTICAL REACTIONS LOADING DIAGRAM
Live Load: Vert-LL-Rxn= 588 lb
Dead Load: Vert-DL-Rxn= 428 lb
Total Load: Vert-TL-Rxn= 1016 lb
COLUMN DATA
Total Column Length: 20.17 ft
Unbraced Length(X-Axis)Lx: 20.17 ft 7
Unbraced Length(Y-Axis)Ly: 0 ft
Column End Condition-K(e): 1
Axial Load Duration Factor 1.00
STUD PROPERTIES
#2-Douglas-Fir-Larch
Base Values Adjusted
Compressive Stress: Fc= 1350 psi Fc'= 237 psi
Cd=1.00 Cf-I.10 Cp=0.16
Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1346 psi
Cd=1.00 CF=1.30 Cr-1.15 20.17 r
Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1346 psi
Cd=1.00 CF=1.30 Cr-1.15
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Stud Section(X-X Axis): dx= 5.5 in
Stud Section(Y-Y Axis): dy= 1.5 in
Area: A= 8.25 in2
Section Modulus(X-X Axis): Sx= 7.56 in3
Section Modulus(Y-Y Axis): Sy= 2.06 in3
Slenderness Ratio: Lex/dx= 44.01 `
Ley/dy= 0 A
Stud Calculations(Controlling Case Only):
Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING
Actual Compressive Stress: Fc= 123 psi Live Load: PL= 441 plf
Allowable Compressive Stress: Fc'= 237 psi Dead Load: PD= 294 plf
Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 36 plf
Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 771 plf
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'= 1346 psi
Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi
Allowable Bending Stress(Y-Y Axis): Fby'= 1346 psi
Combined Stress Factor: CSF= 0.52
•
Project:2475 SOLSTICE CUSTOM HOMES page
Patrick Burke
Location:U1 -WINDOW HDR @ UPPER GREAT RM Alan Mascord Design Associates, Inc
Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] _ .- Portland,OR 97210
3.125 IN x 9.0 IN x 8.34 FT -
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 9/11/2019 3:06:26 PM
Section Adequate By:29.5%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.14 IN L/705
Dead Load 0.10 in
Total Load 0.24 IN L/419
Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 1860 lb 1860 lb
Dead Load 1264 lb 1264 lb
Total Load 3124 lb 3124 lb
Bearing Length 1.54 in 1.54 in
w
BEAM DATA Center
Span Length 8.34 ft
Unbraced Length-Top 0 ft 111111
Unbraced Length-Bottom 8.34 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1.5 UNIFORM LOADS Center
Camber Required 0.14 Uniform Live Load 446 plf
Notch Depth 0.00
Uniform Dead Load 297 plf
MATERIAL PROPERTIES Beam Self Weight 6 plf
24F-V4-Visually Graded Western Species Total Uniform Load 749 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-1'= 650 psi
Controlling Moment: 6513 ft-lb
4.17 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 3124 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: 32.56 in3 42.19 in3
Area(Shear): 17.68 in2 28.13 in2
Moment of Inertia(deflection): 108.62 in4 189.84 in4
Moment: 6513 ft-lb 8438 ft-lb
Shear: 3124 lb 4969 lb
•
page
Project:2475 SOLSTICE CUSTOM HOMES Patrick Burke /
Location:U2-BR#3 WINDOW HDR Alan Mascord Design Associates, Inc
Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] 4Portland,OR 97210
3.5 IN x 5.5 IN x 5.0 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 9/11/2019 3:06:26 PM
Section Adequate By: 1.5%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.06 IN L/1026
Dead Load 0.04 in
Total Load 0.10 IN 0611
Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 808 lb 808 lb
Dead Load 548 lb 548 lb
Total Load 1356 lb 1356 lb
Bearing Length 0.62 in 0.62 in
BEAM DATA Center
Span Length 5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 323 plf
#2-Douglas-Fir-Larch Uniform Dead Load 215 plf
Base Values Adjusted Beam Self Weight 4 plf
Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 542 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- = 625 psi Fc-1'= 625 psi
Controlling Moment: 1694 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: -1355 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: 17.38 in3 17.65 in3
Area(Shear): 11.3 in2 19.25 in2
Moment of Inertia(deflection): 19.06 in4 48.53 in4
Moment: 1694 ft-lb 1720 ft-lb
Shear: -1355 lb 2310 lb
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• Project:2475 SOLSTICE CUSTOM HOMES Patrick Burke
Location:U3-UPPER FOYER WINDOW HDR Alan Mascord Design Associates, Inc
Multi-Loaded Multi-Span Beam 11 2187 NW Reed St,Ste 100 of
[2015 International Building Code(2015 NDS)] _ Portland,OR 97210
3.5 IN x 7.25 IN x 5.0 FT � �lr
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 9/11/2019 3:06:26 PM
Section Adequate By:27.8%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.04 IN L/1702
Dead Load 0.02 in
Total Load 0.06 IN L/1014
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 1115 lb 1115 lb
Dead Load 756 lb 756 lb
Total Load 1871 lb 1871 lb
Bearing Length 0.86 in 0.86 in
BEAM DATA Center
Span Length 5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 446 plf
#2-Douglas-Fir-Larch Uniform Dead Load 297 plf
Base Values Adjusted Beam Self Weight 6 plf
Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 749 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-1= 625 psi Fc-1'= 625 psi
Controlling Moment: 2339 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: -1871 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: 23.99 in3 30.66 in3
Area(Shear): 15.59 in2 25.38 in2
Moment of Inertia(deflection): 26.31 in4 111.15 in4
Moment: 2339 ft-lb 2989 ft-lb
Shear: -1871 lb 3045 lb
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