Specifications Ht.........,000000fikigaioirocorioe0000.0x
RECEIVED
ALAN
DEC 11 2018
•
ITY OF TIGARD
BUILDING DIVISION
DESIGN ASSOCIATES, I N C .
OPTION LAN
2376A
BY:
SOLSTICE
CUSTOM
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:2376a solstice custom homes 11111 Patrick J. Burke
Location:D1 -REAR DECK BEAM Alan Mascord Design
Multi-Loaded Multi-Span Beam lin 2187 NW Reed St.Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
5.5 IN x 11.5 IN x 10.5 FT Pressure Treated
#2-Hem-Fir-Wet Use StruCalc Version 10.0.1.6 11/13/2018 11:10:50 AM
Section Adequate By:9.1%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.11 IN L/1126
Dead Load 0.02 in
Total Load 0.14 IN L/925
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 1565 lb 1565 lb
Dead Load 340 lb 340 lb
Total Load 1905 lb 1905 lb
Bearing Length 1.28 in 1.28 in
BEAM DATA Center
Span Length 10.5 ft
10.5 ft B
Unbraced Length-Top 0 ft A
Unbraced Length-Bottom 10.5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 298 plf
#2-Hem-Fir Uniform Dead Load 53 plf
Base Values Adjusted Beam Self Weight 12 plf
Bending Stress: Fb= 675 psi Fb'= 540 psi Total Uniform Load 363 plf
Cd=9.00 CF=1.00 Ci=0.80
Shear Stress: Fv= 140 psi Fv'= 112 psi
Cd=1.00 Ci=0.80
Modulus of Elasticity: E= 1100 ksi E'= 1045 ksi
Ci=0.95
Comp.-1-to Grain: Fc- = 405 psi Fc--I-'= 271 psi
Cm=0.67
Controlling Moment: 5000 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: -1905 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: Req'd Provided
Section Modulus: 111.1 in3 121.23 in3
Area(Shear): 25.51 in2 63.25 in2
Moment of Inertia(deflection): 222.79 in4 697.07 in4
Moment: 5000 ft-lb 5455 ft-lb
Shear: -1905 lb 4723 lb
Project:2376a solstice custom homes 11111page
Location:JC1 -CRAWLSPACE FLR JSTS BELOW PANTRY J HALL BATHiss Patrick J. Burke
Floor Joist Alan Mascord Design
[2015 International Building Code(2015 NDS)] � P187 NW Ree9 Ste 100 or
(2) 1.5 IN x 9.25 IN x 11.0 FT i 16 O.C. Portland, OR 972211 0
#2-Douglas-Fir-Larch-Dry Use
Section Adequate By: 34.8% StruCalc Version 10.0.1.6 11/13/2018 11:10:51 AM
Controlling Factor:Moment
CAUTIONS
*Properly connect sheathing to double joists/rafters or fully laminate to transfer diaphragm forces.
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.14 IN L/915
Dead Load 0.04 in
Total Load 0.18 IN L/732
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360
REACTIONS A
Live Load 544 lb 656 lb
Dead Load 136 lb 164 lb
Total Load 680 lb 820 lb
Bearing Length 0.36 in 0.44 in
SUPPORT LOADS A_
Live Load 408 plf 492 plf
Dead Load 102 plf 123 plf A 11 ft
Total Load 510 plf 615 plf
MATERIAL PROPERTIES
#2-Douglas-Fir-Larch JOIST DATA Center
Base Values Adiusted Span Length 11 ft
Bending Stress: Fb= 900 psi Fb'= 1139 psi Unbraced Length-Top 0 ft
Cd=1.00 CF=1.10 Cr=1.15 Unbraced Length-Bottom 0 ft
Shear Stress: Fv= 180 psi Fv'= 180 psi Floor sheathing applied to top of joists-top of joists fully braced.
Cd=1.00 Floor Duration Factor 1.00
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi JOIST LOADING
Uniform Floor Loading Center
Controlling Moment: 3011 ft-lb Live Load LL= 40 psf
6.49 Ft from left support of span 2(Center Span) Dead Load DL= 10 psf
Created by combining all dead loads and live loads on span(s)2 Total Load TL= 50 psf
Controlling Shear: -820 lb TL Adj. For Joist Spacing wT= 66.7 plf
At right support of span 2(Center Span) Wall Loading
Created by combining all dead loads and live loads on span(s)2 Wall One
Live Load(1 to Joists): L1 = 460 plf
Comparisons with required sections: Req'd Provided Dead Load(1 to Joists)D1 = 115 plf
Section Modulus: 31.74 in3 42.78 in3 Load Location X1 = 6.5 ft
Area(Shear): 6.83 in2 27.75 in2
Moment of Inertia(deflection): 103.75 in4 197.86 in4
Moment: 3011 ft-lb 4059 ft-lb
Shear: -820 lb 3330 lb
page
Project:2376a solstice custom homes on Patrick J. Burke
f
Location: F20-TYP ISOLATED BR'G PAD Alan Mascord Design
2187 NW Reed St.Ste 100 o
Footing
[2015 International Building Code(2015 NDS)] Portland, OR 97210
Footing Size: 1.667 FT x 1.667 FT x 10.00 IN
Section Footing Design Adequate StruCalc Version 10.0.1.6 11/13/2018 11:10:50 AM
CAUTIONS
*Footing has been designed without reinforcement
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: F'c= 2500 psi
Reinforcing Steel Yield Strength: Fy= 60000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 1.67 ft
Length: L= 1.67 ft
Depth: Depth= 10 in
Effective Depth to Top Layer of Steel: d= 8 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 3.5 in l--3.5in--
Column Depth: n= 3.5 in j
FOOTING CALCULATIONS
Bearing Calculations:
i
Ultimate Bearing Pressure: Qu= 1375 psf i
Effective Allowable Soil Bearing Pressure:Qe= 1375 psf
Required Footing Area: Areq= 2.78 sf
10 in
Area Provided: A= 2.78 sf
Baseplate Bearing:
Bearing Required: Bear= 5347 lb
Allowable Bearing: Bear-A= 28634 lb 3.n
Beam Shear Calculations(One Way Shear):
Beam Shear: Vul = 535 lb '
Allowable Beam Shear: Vol = 5867 lb i 1.6667 ft
Punching Shear Calculations(Two Way Shear):
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:2376a solstice custom homes111111
PatricklaJ. Burke
D /
Location: F24-TYP ISOLATED BR'G PAD �� Alan Mascord Design
Footing 2187 NW Reed St. Ste 100 of
[2015 International Building Code(2015 NDS)] _ Portland, OR 97210
Footing Size: 2.0 FT x 2.0 FT x 12.00 IN —' 0
Section Footing Design Adequate StruCalc Version 10.0.1.6 11/13/2018 11:10:50 AM
CAUTIONS
*Footing has been designed without reinforcement
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: F'c= 2500 psi
Reinforcing Steel Yield Strength: Fy= 60000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 2 ft
Length: L= 2 ft
Depth: Depth= 12 in
Effective Depth to Top Layer of Steel: d= 10 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 3.5 in 1--3sin
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
12 in
Area Provided: A= 4.00 sf i
Baseplate Bearing:
Bearing Required: Bear= 7560 lb
Allowable Bearing: Bear-A= 28634 lb
Beam Shear Calculations(One Way Shear): r !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
page
Project:2376a solstice custom homes 11111 Patrick J.Burke
Location:F28-TYP ISOLATED BR'G PAD Alan Mascord Design
Footing ME 2187 NW Reed St.Ste 100 or
[2015 International Building Code(2015 NDS)] .iy, :,..Portland,OR 97210
Footing Size:2.333 FT x 2.333 FT x 14.00 IN
Section Footing Design Adequate StruCalc Version 10.0.1.6 11/13/2018 11:10:50 AM
CAUTIONS
Footing has been designed without reinforcement
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: F'c= 2500 psi
Reinforcing Steel Yield Strength: Fy= 60000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 2.33 ft
Length: L= 2.33 ft
Depth: Depth= 14 in
Effective Depth to Top Layer of Steel: d= 12 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 3.5 in 1-3sin—
Column Depth: n= 3.5 in
FOOTING CALCULATIONS
Bearing Calculations: 1
Ultimate Bearing Pressure: Qu= 1325 psf
Effective Allowable Soil Bearing Pressure:Qe= 1325 psf
Required Footing Area: Areq= 5.44 sf
14 in
Area Provided: A= 5.44 sf
Baseplate Bearing:
Bearing Required: Bear= 10095 lb
Allowable Bearing: Bear-A= 28634 lb T
Beam Shear Calculations(One Way Shear): 3 in
Beam Shear: Vu1 = 720 lb
Allowable Beam Shear: Vcl = 12318 lb —2.333ft
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:2376a solstice custom homes page
mg Patrick J. Burke
Location: F30-TYP ISOLATED BR'G PAD insimir Alan Mascord Design
Footing 2187 NW Reed St. Ste 100 of
MM.,
[2015 International Building Code(2015 NDS)] . Portland, OR 97210
Footing Size: 2.5 FT x 2.5 FT x 15.00 IN --
ir >t .
Section Footing Design Adequate StruCalc Version 10.0.1.6 11/13/2018 11:10:51 AM
CAUTIONS
*Footing has been designed without reinforcement
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: F'c= 2500 psi
Reinforcing Steel Yield Strength: Fy= 60000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 2.5 ft
Length: L= 2.5 ft
Depth: Depth= 15 in
Effective Depth to Top Layer of Steel: d= 13 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 3.5 in
Column Depth: n= 3.5 in h35in
FOOTING CALCULATIONS i
I
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1312 psf
Effective Allowable Soil Bearing Pressure:Qe= 1313 psf
Required Footing Area: Areq= 6.25 sf
Area Provided: A= 6.25 sf 15 i"
Baseplate Bearing:
Bearing Required: Bear= 11484 lb
Allowable Bearing: Bear-A= 28634 lb E
1 -
Beam Shear Calculations(One Way Shear): 3 in
Beam Shear: Vu1 = 766 lb
Allowable Beam Shear: Vc1 = 14300 lb
'— 2.5 ft
Punching Shear Calculations(Two Way Shear):
Critical Perimeter: Bo= 66 in
Punching Shear: Vu2= 8010 lb FOOTING LOADING
Controlling Allowable Punching Shear: vc2= 62763 lb Live Load: PL= 0 lb
Bending Calculations: Dead Load: PD= 8203 lb
Factored Moment: Mu= 43066 in-lb Total Load: PT= 8203 lb
Nominal Moment Strength: Mn= 116188 in-lb Ultimate Factored Load: Pu= 11484 lb
Footing plus soil above footing weight: Wt= 755 lb
page
Project:2376a solstice custom homes 1111111 Patrick J. Burke
Location:F36-TYP ISOLATED BR'G PAD Alan Mascord Design
Footing IBM 2187 NW Reed St.Ste 100 of
[2015 International Building Code(2015 NDS)] —411,40-9}.0(..../'t' sgk0(._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 1(4)min. StruCalc Version 10.0.1.6 11/13/2018 11:10:51 AM
Section Footing Design Adequate
FOOTING PROPERTIES ' LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: F'c= 2500 psi
Reinforcing Steel Yield Strength: Fy= 60000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE I-3.5in-?
Width: W= 3 ft
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'r
Column Type: Wood . n
ci
Column Width: m= 3.5 in T
Column Depth: n= 3.5 in3in
FOOTING CALCULATIONS 3 ft I
Bearing Calculations: I-3.5In-4.
Ultimate Bearing Pressure: Qu= 1350 psf I _i____ __
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf
Required Footing Area: Areq= 9 sf
Area Provided: A= 9.00 sf
Baseplate Bearing: 12 in
Bearing Required: Bear= 17010 lb
Allowable Bearing: Bear-A= 33841 lb n n n p T
Beam Shear Calculations(One Way Shear): I ' 3 i
Beam Shear: Vu1 = 4607 lb .i___ ; _,.._
Allowable Beam Shear: Vc1 = 22275 lb 1 3 f
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:2376a solstice custom homes1111 Patrick J. Burke
Location: F42-TYP ISOLATED BR'G PAD Alan Mascord Design
Footing 1111112187 NW Reed St. Ste 100 or
[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. EMI/(5)min. StruCalc Version 10.0.1.6 11/13/2018 11:10:51 AM
Section Footing Design Adequate
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: F'c= 2500 psi
Reinforcing Steel Yield Strength: Fy= 60000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 3.5 ft
Length: L= 3.5 ft
1-3.5 in
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 c, 0 r, p
FOOTING CALCULATIONS _ j j 3 in
Bearing Calculations: I 3.5 ft
Ultimate Bearing Pressure: Qu= 1350 psf [3.s in
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
Beam Shear Calculations(One Way Shear): ___:=. -- _
Beam Shear: Vu1 = 7028 lb I 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:2376a solstice custom homes NE Patrick J. Burke /
Location:FC1 -TYP MAX BR'G FTG COLUMN UP TO F36 Alan Mascord Design
Column in 2187 NW Reed St.Ste 100 or
[2015 International Building Code(2015 NDS)] yr 0,}'...Portland.OR 97210
3.5 IN x 3.5 IN x 4.0 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/13/2018 11:10:51 AM
Section Adequate By: 0.0%
VERTICAL REACTIONS LOADING DIAGRAM
Live Load: Vert-LL-Rxn= 0 lb
Dead Load: Vert-DL-Rxn= 14550 lb
Total Load: Vert-TL-Rxn= 14550 lb
COLUMN DATA B
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 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'= 1215 psi
Cd=0.90 CF=1.50 4 ft
Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1215 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 r
Section Modulus(X-X Axis): Sx= 7.15 in3
Section Modulus(Y-Y Axis): Sy= 7.15 in3
Slenderness Ratio: Lex/dx= 13.71
rr
Ley/dy= 13.71 A
Column Calculations(Controlling Case Only): AXIAL LOADING
Controlling Load Case:Axial Dead Load Only(D)
Actual Compressive Stress: Fc= 1188 psi Live Load: PL= 0 lb
Allowable Compressive Stress: Fe= 1188 psi Dead Load: PD= 14539 lb
Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 11 lb
Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 14550 lb
Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb
Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb
Bending Stress Lateral Loads Only(X-X Axis):Fbx= 0 psi
Allowable Bending Stress(X-X Axis): Fbx'= 1215 psi
Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi
Allowable Bending Stress(Y-Y Axis): Fby'= 1215 psi
Combined Stress Factor: CSF= 1
, Project:2376a solstice custom homes page
11111 Patrick J. Burke
Location: FC2-TYP MAX BR'G FTG COLUMN @ F42 Alan Mascord Design
Column IIIIII 2187 NW Reed St.Ste 100 of
[2015 International Building Code(2015 NDS)] 4 ,,6, -Portland, OR 97210
5.5 IN x 5.5 IN x 4.0 FT
-
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/13/2018 11:10:51 AM
Section Adequate By: 0.0%
VERTICAL REACTIONS LOADING DIAGRAM
Live Load: Vert-LL-Rxn= 0 lb
Dead Load: Vert-DL-Rxn= 18547 lb
Total Load: Vert-TL-Rxn= 18547 lb
COLUMN DATA
Total Column Length: 4 ft B
Unbraced Length(X-Axis)Lx: 4 ft
Unbraced Length(Y-Axis)Ly: 4 ft
Column End Condition-K(e): 1
Axial Load Duration Factor 1.00
COLUMN PROPERTIES ', -z
#2-Douglas-Fir-Larch
Base Values Adjusted j
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 . ,.;,j
Cd=0.90 CF=1.00 4 ft ;
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 A
4-
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
page
Project:2376a solstice custom homes IIIII Patrick J. Burke
Location:J1 -FLR JSTS O/FRONT 16/0 BAY GAR IKE Alan Mascord Design
Floor Joist 2187 NW Reed St.Ste 100 or
[2015 International Building Code(2015 NDS)] _„. '.:Portland, OR 97210
1.5INx11.251Nx11.OFT @16O.C.
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/13/2018 11:10:51 AM
Section Adequate By: 80.0%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.08 IN L/1662
Dead Load 0.04 in
Total Load 0.12 IN L/1125
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria:L/360
REACTIONS A B
Live Load 458 lb 330 lb
Dead Load 282 lb 120 lb
Total Load 740 lb 450 lb
Bearing Length 0.79 in 0.48 in
SUPPORT LOADS A B
Live Load 344 plf 248 plf --'_..
Dead Load 212 plf 90 plf A 11 n B
Total Load 555 plf 338 plf
MATERIAL PROPERTIES
#2-Douglas-Fir-Larch JOIST DATA Center
Base Values Adjusted Span Length 11 ft
Bending Stress: Fb= 900 psi Fb'= 1035 psi Unbraced Length-Top 0 ft
Cd=1.00 CF=1.00 Cr=1.15 Unbraced Length-Bottom 0 ft
Shear Stress: Fv= 180 psi Fv'= 180 psi Floor sheathing applied to top of joists-top of joists fully braced.
Cd=1.00 Floor Duration Factor 1.00
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi JOIST LOADING
Comp.-I-to Grain: Fc--1-= 625 psi Fc--1-'= 625 psi Uniform Floor Loading Center
Live Load LL= 40 psf
Controlling Moment: 1516 ft-lb Dead Load DL= 10 psf
4.29 Ft from left support of span 2(Center Span) Total Load TL= 50 psf
Created by combining all dead loads and live loads on span(s)2 TL Adj. For Joist Spacing wT= 66.7 plf
Controlling Shear: 740 lb Wall Loading
At left support of span 2(Center Span) Wall One
Created by combining all dead loads and live loads on span(s)2 Live Load (1 to Joists): L1 = 151 plf
Dead Load(1 to Joists)D1 = 191 plf
Comparisons with required sections: Req'd Provided Load Location X1 = 2 ft
Section Modulus: 17.58 in3 31.64 in3
Area(Shear): 6.16 in2 16.88 in2
Moment of Inertia(deflection): 56.98 in4 177.98 in4
Moment: 1516 ft-lb 2729 ft-lb
Shear: 740 lb 2025 lb
, Project:2376a solstice custom homes in page
Patrick J. Burke
Location:M1 -GAR BM SHORT SPAN FROM FOYER RECESS �� Alan Mascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St. Ste 100 of
[2015 International Building Code(2015 NDS)] e o .Portland, OR 97210
(2)1.51Nx11.25INx3.0FT
#2-Douglas-Fir-Larch Dry Use StruCalc Version 10.0.1.6 11/13/2018 11:10:51 AM
Section Adequate By: 524.5%
Controlling Factor: Shear
CAUTIONS
*Laminations are to be fully connected to provide uniform transfer of loads to all members
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.00 IN L/MAX
Dead Load 0.00 in
Total Load 0.00 IN L/MAX
Live Load Deflection Criteria: U360 Total Load Deflection Criteria:0240
REACTIONS A
Live Load 339 lb 339 lb
Dead Load 309 lb 309 lb
Total Load 648 lb 648 lb TRI
Bearing Length 0.35 in 0.35 in
BEAM DATA Centerso,
Span Length 3 ft -
Unbraced Length-Top O ft A 3 ft
Unbraced Length-Bottom 3 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 100 plf
#2-Douglas-Fir-Larch Uniform Dead Load 115 plf
Base Values Adjusted Beam Self Weight 7 plf
Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 222 plf
Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One
Cd=1.00 Left Live Load 126 plf
Modulus of Elasticity: E= 1 1600 ksi E'=1 1600 ksi Left Dead Load 84 plf
Comp. to Grain: Fc- _ 625 psi Fc- =
625 psi Right Live Load 126 plf
Right Dead Load 84 plf
Controlling Moment: 486 ft-lb Load Start 0 ft
1.5 Ft from left support of span 2(Center Span) Load End 3 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 3 ft
Controlling Shear: -648 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: 6.48 in3 63.28 in3
Area(Shear): 5.4 in2 33.75 in2
Moment of Inertia(deflection): 3.28 in4 355.96 in4
Moment: 486 ft-lb 4746 ft-lb
Shear: -648 lb 4050 lb
page
Project:2376a solstice custom homes Ell Patrick J. Burke
Location:M2-GAR BM-FRONT 1ST BAY mg Alan Mascord Design
Multi-Loaded Multi-Span Beam Km2187 NW Reed St.Ste 100 of
[2015 International Building Code(2015 NDS)] __,.tie e:_Portland,OR 97210
5.5 IN x 11.51N x 11.0 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/13/2018 11:10:52 AM
Section Adequate By:26.9%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.09 IN L/1451
Dead Load 0.07 in
Total Load 0.16 IN L/834
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 1
REACTIONS A B 2
Live Load 875 lb 1544 lb
Dead Load 627 lb 1191 lb
Total Load 1502 lb 2735 lbTR1
TR2
Bearing Length 0.44 in 0.80 in
w
BEAM DATA Center
Span Length 11 ft 1111
Unbraced Length-Top O ft A — 11 n B
Unbraced Length-Bottom 11 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 40 plf
#2-Douglas-Fir-Larch Uniform Dead Load 10 plf
Base Values Adiusted Beam Self Weight 14 plf
Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 64 plf
Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Two*
Cd=1.00 Live Load 602 lb 339 lb
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 402 lb 309 lb
Comp.-I-to Grain: Fc-1= 625 psi Fc--I-'= 625 psi Location 8 ft 6 ft
*Load obtained from Load Tracker. See Summary Report for details.
Controlling Moment: 6968 ft-lb
6.05 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: -2735 lb Left Live Load 170 plf 50 plf
At right support of span 2(Center Span) Left Dead Load 164 plf 34 plf
Created by combining all dead loads and live loads on span(s)2 Right Live Load 170 plf 126 plf
Right Dead Load 164 plf 84 plf
Comparisons with required sections: Req'd Provided Load Start 8 ft 2 ft
Section Modulus: 95.56 in3 121.23 in3 Load End 11 ft 8 ft
Area(Shear): 24.13 in2 63.25 in2 Load Length 3 ft 6 ft
Moment of Inertia(deflection): 200.48 in4 697.07 in4
Moment: 6968 ft-lb 8840 ft-lb
Shear: -2735 lb 7168 lb
, Project:2376a solstice custom homes page
11111 Patrick J. Burke
Location: M3-GAR BM-FRONT 2ND BAY Alan Mascord Design
Multi-Loaded Multi-Span Beam 11111 2187 NW Reed St.Ste 100 of
[2015 International Building Code(2015 NDS)] Portland, OR 97210
3.125 IN x 10.5 IN x 11.0 FT
— :
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 11/13/2018 11:10:52 AM
Section Adequate By:26.4%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.19 IN L/686
Dead Load 0.13 in
Total Load 0.32 IN L/407
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B 2
Live Load 1089 lb 2190 lb
Dead Load 712 lb 1641 lb 1
Total Load 1801 lb 3831 lb TRI
Bearing Length 0.89 in 1.89 in TR2
BEAM DATA Center w
Span Length 11 ft
Unbraced Length-Top 0 ft A 11 ft
B
Unbraced Length-Bottom 11 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1.5
Camber Required 0.2 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 40 plf
Uniform Dead Load 10 plf
MATERIAL PROPERTIES Beam Self Weight 7 plf
24F-V4-Visually Graded Western Species Total Uniform Load 57 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by:
Fb_cmpr= 1850 psi Fb'= 2400 psi Load Number One Two
Cd=1.00 Live Load 111 Ib 1513 Ib
Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 74 lb 1008 lb
Cd=1.00 Location 1.5 ft 8 ft
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp.L to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load Number One Two
Left Live Load 229 plf 50 plf
Controlling Moment: 9089 ft-lb Left Dead Load 243 plf 34 plf
7.92 Ft from left support of span 2(Center Span) Right Live Load 229 plf 126 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 243 plf 84 plf
Controlling Shear: -3831 lb Load Start 8 ft 2 ft
At right support of span 2(Center Span) Load End 11 ft 8 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 3 ft 6 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 45.44 in3 57.42 in3
Area(Shear): 21.68 in2 32.81 in2
Moment of Inertia(deflection): 177.79 in4 301.46 in4
Moment: 9089 ft-lb 11484 ft-lb
Shear: -3831 lb 5797 lb
page
Project:2376a solstice custom homes 11111 Patrick J. Burke
Location: M4- 16/0 GAR DR HDR Alan Mascord Design
Multi-Loaded Multi-Span Beam ril 2187 NW Reed St.Ste 100 of
[2015 International Building Code(2015 NDS)] ea[,..Portland,OR 97210
5.125 IN x 13.5 IN x 16.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 11/13/2018 11:10:52 AM
Section Adequate By:4.2%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.44 IN L/432
Dead Load 0.29 in
Total Load 0.74 IN L/261
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 4552 lb 4657 lb 1 2
Dead Load 3037 lb 3059 lb
Total Load 7589 lb 7716 lb
Bearing Length 2.28 in 2.32 in TR2
BEAM DATA Center
Span Length 16 ft
-- — _ -- —
Unbraced Length-Top 0 ft A 16 ft B
Unbraced Length-Bottom 16 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.29 Uniform Live Load 0 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 15 plf
24F-V4-Visually Graded Western Species Total Uniform Load 15 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One* Two*
Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 875 lb 1089 lb
Cd=100 Dead Load 627 lb 712 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 1.5 ft 14.5 ft
Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details.
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Comp..1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN
Load Number One Two* Three "
Controlling Moment: 29883 ft-lb Left Live Load 126 plf 534 plf 76 plf
8.0 Ft from left support of span 2(Center Span) Left Dead Load 84 plf 332 plf 50 plf
Created by combining all dead loads and live loads on span(s)2 Right Live Load 126 plf 534 plf 76 plf
Controlling Shear: -7717 lb Right Dead Load 84 plf 332 plf 50 plf
At right support of span 2(Center Span) Load Start 0 ft 1.5 ft 14.5 ft
Created by combining all dead loads and live loads on span(s)2 Load End 1.5 ft 14.5 ft 16 ft
Load Length 1.5 ft 13 ft 1.5 ft
Comparisons with required sections: Read Provided *Load obtained from Load Tracker. See Summary Report for details.
Section Modulus: 149.41 in3 155.67 in3
Area(Shear): 43.68 in2 69.19 in2
Moment of Inertia(deflection): 965.98 in4 1050.79 in4
Moment: 29883 ft-lb 31134 ft-lb
Shear: -7717 lb 12223 lb
Page
Project:2376a solstice custom homes Patrick J. Burke
Location: M5-8/0 GAR DR HDR �� Alan Mascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of
[2015 International Building Code(2015 NDS)] , ' j. Portland,OR 97210
3.5INx5.5INx8.0FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/13/2018 11:10:52 AM
Section Adequate By: 0.4%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.15 IN L/642
Dead Load 0.10 in
Total Load 0.25 IN L/378
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240
REACTIONS A
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 - s ft -- B Unbraced Length-Bottom 8 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 126 plf
#2-Douglas-Fir-Larch Uniform Dead Load 84 plf
Base Values Adjusted Beam Self Weight 4 plf
Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 214 plf
Cd=1.00 CF=1.30
Shear Stress: Fv= 180 psi Fv'= 180 psi
Cd=1.00
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Comp.-L to Grain: Fc-L= 625 psi Fc--- = 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: Reo'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:2376a solstice custom homes 1111 Patrick J.Burke /
Location:M6-GAR BM-REAR 3RD BAYmin Alan Mascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 or
[2015 International Building Code(2015 NDS)] ' }. i9. .:Portland,OR 97210
5.125 INx9.0INx9.0FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 11/13/2018 11:10:52 AM
Section Adequate By:22.9%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.16 IN L/693
Dead Load 0.11 in
Total Load 0.27 IN L/402
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 1
REACTIONS A B
Live Load 3119 lb 1857 lb
Dead Load 2228 lb 1386 lb
Total Load 5347 lb 3243 lb TRI
Bearing Length 1.61 in 0.97 in
w
BEAM DATA CenterifilEORT;::tt .Iitfaszommatssittli..
Span Length 9 ft
Unbraced Length-Top 0 ft A _.9 ft -- —__ B
Unbraced Length-Bottom 9 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.11 Uniform Live Load 160 plf
Notch Depth 0.00 Uniform Dead Load 130 plf
MATERIAL PROPERTIES Beam Self Weight 10 plf
24F-V4-Visually Graded Western Species Total Uniform Load 300 plf
Base Values Adiusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One
Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 1568 lb
Cd=1.00 Dead Load 1046 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 3 ft
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load Number One Two
Left Live Load 454 plf 126 plf
Controlling Moment: 11260 ft-lb Left Dead Load 302 plf 84 plf
3.06 Ft from left support of span 2(Center Span) Right Live Load 454 plf 76 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 302 plf 50 plf
Controlling Shear: 5347 lb Load Start 0 ft 3 ft
At left support of span 2(Center Span) Load End 3 ft 9 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 3 ft 6 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 56.3 in3 69.19 in3
Area(Shear): 30.26 in2 46.13 in2
Moment of Inertia(deflection): 185.75 in4 311.34 in4
Moment: 11260 ft-lb 13838 ft-lb
Shear: 5347 lb 8149 lb
Project:2376a solstice custom homes in page
Patrick J. Burke
Location:M7-GAR BM-REAR 2ND BAY-SHORT SPAN Alan Mascord Design
Multi-Loaded Multi-Span Beam IIIII 2187 NW Reed St.Ste 100 of
[2015 International Building Code(2015 NDS)] Portland, OR 97210
7.0INx9.5INx3.0FT - 7 sp -
2.0E Parallam-iLevel Trus Joist StruCalc Version 10.0.1.6 11/13/2018 11:10:52 AM
Section Adequate By: 1.8%
Controlling Factor:Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.00 IN L/7355
Dead Load 0.00 in
Total Load 0.01 IN L/4371
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A_
Live Load 7539 lb 2245 lb
Dead Load 5092 lb 1562 lb
Total Load 12631 lb 3807 lb TR1
Bearing Length 2.41 in 0.73 in
BEAM DATA Center "
Span Length 3 ft -••
Unbraced Length-Top O ft A 3 ft B
Unbraced Length-Bottom 3 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 160 plf
2.0E Parallam-iLevel Trus Joist Uniform Dead Load 130 plf
Base Values Adjusted Beam Self Weight 21 plf
Bending Stress: Fb= 2900 psi Fb'= 2976 psi Total Uniform Load 311 plf
Cd=1.00 CF=1.03
Shear Stress: Fv= 290 psi Fv'= 290 psi POINT LOADS-CENTER SPAN
Cd=1.00 Load Number One
Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Live Load 7942 lb
Comp.-I-to Grain: Fc--1--= 750 psi Fc- L'= 750 psi Dead Load 5295 lb
Location 0.5 ft
Controlling Moment: 6171 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN
0.51 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 454 plf
Controlling Shear: 12631 lb Left Dead Load 302 plf
At left support of span 2(Center Span) Right Live Load 454 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 302 plf
Load Start 0 ft
Comparisons with required sections: Req'd Provided Load End 3 ft
Section Modulus: 24.88 in3 105.29 in3 Load Length 3 ft
Area(Shear): 65.33 in2 66.5 in2
Moment of Inertia(deflection): 27.46 in4 500.14 in4
Moment: 6171 ft-lb 26115 ft-lb
Shear: 12631 lb 12857 lb
page
Project:2376a solstice custom homes IIIIE Patrick J. Burke
Location:M8-GAR BM-REAR 2ND BAY on Alan Mascord Design
Multi-Loaded Multi-Span Beam 11111. 2187 NW Reed St.Ste 100 of
[2015 International Building Code(2015 NDS)] Y . .4ie !.:Portland,OR 97210
7.OINx11.25INx10.OFT
2.0E Parallam-iLevel Trus Joist StruCalc Version 10.0.1.6 11/13/2018 11:10:52 AM
Section Adequate By: 12.2%
Controlling Factor:Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.12 IN L/1043
Dead Load 0.08 in
Total Load 0.19 IN L/617
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240
REACTIONS A B 2
Live Load 8033 lb 1940 lb
1
Dead Load 5536 lb 1361 lb
Total Load 13569 lb 3301 lb TRI
Bearing Length 2.58 in 0.63 in
w
BEAM DATA Center 1.'"iiciFiihki. ."A:. ::;tt::;Yi :::.: 5*..:—
Span Length 10 ft
Unbraced Length-Top 0 ft A —ion B
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
2.0E Parallam-iLevel Trus Joist Uniform Dead Load 10 plf
Base Values Adjusted Beam Self Weight 25 plf
Bending Stress: Fb= 2900 psi Fb'= 2921 psi Total Uniform Load 75 plf
Cd=1.00 CF=1.01 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 290 psi Fv'= 290 psi Load Number One Two*
Cd=1.00 Live Load 1467 lb 7539 lb
Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 978 lb 5092 lb
Comp.- to Grain: Fc-1= 750 psi Fc--1-'= 750 psi Location 1 ft 2 ft
*Load obtained from Load Tracker.See Summary Report for details.
Controlling Moment: 24020 ft-lb
2.0 Ft from left support of span 2(Center Span) TRAPEZOIDAL LOADS-CENTER SPAN
Created by combining all dead loads and live loads on span(s)2 Load Number One
Controlling Shear: 13569 lb Left Live Load 567 plf
At left support of span 2(Center Span) Left Dead Load 481 plf
Created by combining all dead loads and live loads on span(s)2 Right Live Load 567 plf
Right Dead Load 481 plf
Comparisons with required sections: Red Provided Load Start 1 ft
Section Modulus: 98.68 in3 147.66 in3 Load End 2 ft
Area(Shear): 70.19 in2 78.75 in2 Load Length 1 ft
Moment of Inertia(deflection): 323.27 in4 830.57 in4
Moment: 24020 ft-lb 35940 ft-lb
Shear: 13569 lb 15225 lb
Project:2376a solstice custom homes page
PatrickIIIII J. Burke
Location:M9-MAIN GAR BM-16/0 BAY 1111112187
Mascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 or
[2015 International Building Code(2015 NDS)] Portland,OR 97210
5.125 IN x 22.5 IN x 19.0 FT ___,.140402..„01.,,t,..
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 11/13/2018 11:10:53 AM
Section Adequate By:6.2%
Controlling Factor: Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.29 IN L/790
Dead Load 0.16 in
Total Load 0.45 IN L/510
Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240
REACTIONS A B 2
Live Load 6759 lb 11806 lb
Dead Load 3550 lb 7370 lb 1
Total Load 10309 lb 19176 lb TRS
Bearing Length 3.09 in 5.76 in
TR1
BEAM DATA Center _
Span Length 19 ft
Unbraced Length-Top 0 ft l- 19ft B
Unbraced Length-Bottom 19 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.16 Uniform Live Load 0 plf
Notch Depth 0.00
Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 25 plf
24F-V4-Visually Graded Western Species Total Uniform Load 25 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by:
Load Number One* Two* Three
Fb_cmpr= 1850 psi Fb'= 2276 psi Live Load 1544 lb 2190 lb 8033 lb
Cd=1.00 Cv=0.95 Dead Load 1191 lb 1641 lb 5536 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2.5 ft 16 ft 16 ft
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi *Load obtained from Load Tracker.See Summary Report for details.
Comp.-L to Grain: Fc-1= 650 psi Fc-1'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN
Load Number One Two Three *
Controlling Moment: 59774 ft-lb Left Live Load 200 plf 100 plf 248 plf
13.3 Ft from left support of span 2(Center Span) Left Dead Load 50 plf 25 plf 90 plf
Created by combining all dead loads and live loads on span(s)2 Right Live Load 200 plf 100 plf 248 plf
Controlling Shear: -19176 lb Right Dead Load 50 plf 25 plf 90 plf
At right support of span 2(Center Span) Load Start 0 ft 0 ft 2.5 ft
Created by combining all dead loads and live loads on span(s)2 Load End 16 ft 2.5 ft 16 ft
Load Length 16 ft 2.5 ft 13.5 ft
Comparisons with required sections: Req'd Provided *Load obtained from Load Tracker, See Summary Report for details.
Section Modulus: 315.09 in3 432.42 in3
Area(Shear): 108.54 in2 115.31 in2
Moment of Inertia(deflection): 2287.79 in4 4864.75 in4
Moment: 59774 ft-lb 82032 ft-lb
Shear: -19176 lb 20372 lb
page
Project:2376a solstice custom homes En Patrick J. Burke
Location: M10-GAR BM BTWN 16/0&8/0 BAYS Alan Mascord Design
Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St.Ste 100 of
[2015 International Building Code(2015 NDS)] ____,.14:40,1614Z,._Portland.OR 97210
6.75 IN x 25.5 IN x 19.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 11/13/2018 11:10:51 AM
Section Adequate By:4.7%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.25 IN L/906
Dead Load 0.17 in
Total Load 0.42 IN L/542
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B 1
Live Load 8540 lb 8950 lb
Dead Load 5846 lb 6103 lb 2
Total Load 14386 lb 15053 lb
Bearing Length 3.28 in 3.43 in TR1
BEAM DATA Center
Span Length 19 ft
- B
Unbraced Length-Top 0 ft A —19ft
Unbraced Length-Bottom 19 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.17 Uniform Live Load 0 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 37 plf
24F-V4-Visually Graded Western Species Total Uniform Load 37 plf
Base Values Adiusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One* Two* Three "
Fbcmpr= 1850 psi Fb'= 2187 psi Live Load 11806 lb 3119 Ib 2245 lb
Cd_=1.00 Cv=0.91 Dead Load 7370 lb 2228 lb 1562 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 9 ft 11 ft 11 ft
Cd=1.00 *Load obtained from Load Tracker.See Summary Report for details.
Modulus of Elasticity: E= 1800 ksi E= 1800 ksi
Comp.1 to Grain: Fc--L= 650 psi Fc--L'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN
Load Number One
Controlling Moment: 127344 ft-lb Left Live Load 40 plf
9.12 Ft from left support of span 2(Center Span) Left Dead Load 10 plf
Created by combining all dead loads and live loads on span(s)2 Right Live Load 40 plf
Controlling Shear: -15053 lb Right Dead Load 10 plf
At right support of span 2(Center Span) Load Start 11 ft
Created by combining all dead loads and live loads on span(s)2 Load End 19 ft
Load Length 8 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 698.71 in3 731.53 in3
Area(Shear): 85.21 in2 172.13 in2
Moment of Inertia(deflection): 4128.05 in4 9327.02 in4
Moment: 127344 ft-lb 133325 ft-lb
Shear: -15053 lb 30409 lb
page
Project:2376a solstice custom homes1111111 Patrick J. Burke
Location:M11 -SIDE ENTRY BM Alan Mascord Design
Multi-Loaded Multi-Span Beam 11111 2187 NW Reed St.Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
3.5INx7.25INx5.OFT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/13/2018 11:10:51 AM
Section Adequate By:61.3%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.03 IN L/2309
Dead Load 0.02 in
Total Load 0.04 IN L/1370
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 635 lb 719 lb 1
Dead Load 437 lb 496 lb
Total Load 1072 lb 1215 lb
Bearing Length 0.49 in 0.56 in
BEAM DATA Center
Span Length 5 ft
Unbraced Length-Top O ft A 5 ft
Unbraced Length-Bottom 5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 0 plf
#2-Douglas-Fir-Larch Uniform Dead Load 0 plf
Base Values Adjusted Beam Self Weight 6 plf
Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 6 plf
Cd=1.00 CF=1.30 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One
Cd=1.00 Live Load 472 lb
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 315 lb
Comp. L to Grain: Fc- L= 625 psi Fc--- = 625 psi Location 2 ft
Controlling Moment: 1853 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN
2.0 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 235 plf 76 plf
Controlling Shear: -1215 lb Left Dead Load 158 plf 50 plf
At right support of span 2(Center Span) Right Live Load 235 plf 101 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 158 plf 67 plf
Load Start 2 ft O ft
Comparisons with required sections: Req'd Provided Load End 5 ft 2 ft
Section Modulus: 19.01 in3 30.66 in3 Load Length 3 ft 2 ft
Area(Shear): 10.13 in2 25.38 in2
Moment of Inertia(deflection): 19.48 in4 111.15 in4
Moment: 1853 ft-lb 2989 ft-lb
Shear: -1215 lb 3045 lb
page
Project:2376a solstice custom homes EN Patrick J. Burke / •
Location:M12-FRONT ENTRY BM Alan Mascord Design
Multi-Loaded Multi-Span BeamIII2187 NW Reed St. Ste 100 of
[2015 International Building Code(2015 NDS)] .„.11.4,i40,04.0!.... Portland,OR 97210
3.5 IN x 5.51N x 7.0 FT '
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/13/2018 11:10:51 AM
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: 0360 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 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- = 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:2376a solstice custom homes111111 Patrick J. Burke
Location:M13-FRONT FOYER BM Alan Mascord Design
Multi-Loaded Multi-Span Beam Ell 2187 NW Reed St.Ste 100 of
[2015 International Building Code(2015 NDS)] 9 ._Portland,OR 97210
3.5 IN x 7.25 IN x 7.0 FT -
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/13/2018 11:10:51 AM
Section Adequate By:40.5%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.05 IN L/1832
Dead Load 0.06 in
Total Load 0.11 IN L/796
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 529 lb 529 lb
Dead Load 688 lb 688 lb
Total Load 1217 lb 1217 lb
Bearing Length 0.56 in 0.56 in
BEAM DATA Center
Span Length 7 ft
Unbraced Length-Top O ft A 7 ft
Unbraced Length-Bottom 7 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 191 plf
Base Values Adjusted Beam Self Weight 6 plf
Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 348 plf
Cd=1.00 CF=1.30
Shear Stress: Fv= 180 psi Fv'= 180 psi
Cd=1.00
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Comp. L to Grain: Fc-L= 625 psi Fc---'= 625 psi
Controlling Moment: 2128 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: 1216 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: 21.83 in3 30.66 in3
Area(Shear): 10.14 in2 25.38 in2
Moment of Inertia(deflection): 33.52 in4 111.15 in4
Moment: 2128 ft-lb 2989 ft-lb
Shear: 1216 lb 3045 lb
page
Project:2376a solstice custom homes Ell Patrick J. Burke
Location:M14-FOYER BM @ CENTER STAIR Alan Mascord Design
Multi Loaded Multi Span Beam 2187 NW Reed St. Ste 100 or
[2015 International Building Code(2015 NDS)] Portland,OR 97210
3.5 IN x 9.25 IN x 9.0 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/13/2018 11:10:51 AM
Section Adequate By:2.7%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.14 IN L/795
Dead Load 0.04 in
Total Load 0.17 IN L/626
Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 1530 lb 1530 lb
Dead Load 414 lb 414 lb
Total Load 1944 lb 1944 lb
Bearing Length 0.89 in 0.89 in
BEAM DATA Center
Span Length 9 ft
Unbraced Length-Top O ft A -9 ft B
Unbraced Length-Bottom 9 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 340 plf
#2-Douglas-Fir-Larch Uniform Dead Load 85 plf
Base Values Adjusted Beam Self Weight 7 plf
Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 432 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- = 625 psi Fc--- = 625 psi
Controlling Moment: 4374 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: 1944 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: 48.6 in3 49.91 in3
Area(Shear): 16.2 in2 32.38 in2
Moment of Inertia(deflection): 104.55 in4 230.84 in4
Moment: 4374 ft-lb 4492 ft-lb
Shear: 1944 lb 3885 lb
page
Project:2376a solstice custom homes III Patrick J. Burke /
Location: M15-HALL/GREAT RM OPN'G HDR Alan Mascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of
[2015 International Building Code(2015 NDS)] ___41,40,0%„6.. Portland,OR 97210
5.5INx9.5INx7.OFT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/13/2018 11:10:51 AM
Section Adequate By:8.1%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.08 IN L/1103
Dead Load 0.02 in
Total Load 0.10 IN L1872
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 2520 lb 2520 lb
Dead Load 670 lb 670 lb
Total Load 3190 lb 3190 lb
Bearing Length 0.93 in 0.93 in
BEAM DATA Center
Span Length 7 ft
Unbraced Length-Top O ftA 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 720 plf
#2-Douglas-Fir-Larch Uniform Dead Load 180 plf
Base Values Adjusted Beam Self Weight 11 plf
Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 911 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: Fe--1-= 625 psi Fc--- = 625 psi
Controlling Moment: 5582 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: 3190 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: 76.55 in3 82.73 in3
Area(Shear): 28.14 in2 52.25 in2
Moment of Inertia(deflection): 128.21 in4 392.96 in4
Moment: 5582 ft-lb 6032 ft-lb
Shear: 3190 lb 5922 lb
page
Project:2376a solstice custom homesER Patrick J.Burke
•
Location: M16-DINING/GREAT RM OPN'G 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
5.5INx9.5INx7.OFT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/13/2018 11:10:51 AM
Section Adequate By:21.4%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.07 IN L/1241
Dead Load 0.02 in
Total Load 0.09 IN L/979
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 2240 lb 2240 lb
Dead Load 600 lb 600 lb
Total Load 2840 lb 2840 lb
Bearing Length 0.83 in 0.83 in
BEAM DATA Center
Span Length 7 ft
Unbraced Length-Top 0 ft A eft_ - B
Unbraced Length-Bottom 7 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 640 plf
#2-Douglas-Fir-Larch Uniform Dead Load 160 plf
Base Values Adjusted Beam Self Weight 11 plf
Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 811 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- = 625 psi Fc--i-'= 625 psi
Controlling Moment: 4969 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: 2840 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: 68.15 in3 82.73 in3
Area(Shear): 25.06 in2 52.25 in2
Moment of Inertia(deflection): 113.96 in4 392.96 in4
Moment: 4969 ft-lb 6032 ft-lb
Shear: 2840 lb 5922 lb
page
Project:2376a solstice custom homes in Patrick J. Burke
Location:M17-HALL/NOOK OPN'G HDR Alan Mascord Design
Multi-Loaded Multi-Span Beam lila 2187 NW Reed St.Ste 100 of
[2015 International Building Code(2015 NDS)] . Portland,OR 97210
3.5 INx5.5INx4.0FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/13/2018 11:10:52 AM
Section Adequate By: 33.7%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.03 IN L/1407
Dead Load 0.01 in
Total Load 0.04 IN L/1117
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 920 lb 920 lb
Dead Load 238 lb 238 lb
Total Load 1158 lb 1158 lb
Bearing Length 0.53 in 0.53 in
BEAM DATA Center
Span Length 4 ft
Unbraced Length-Top 0 ft d Oft
B
Unbraced Length-Bottom 4 ft
Live Load Duration Factor 0.90
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 460 plf
#2-Douglas-Fir-Larch Uniform Dead Load 115 plf
Base Values Adjusted Beam Self Weight 4 plf
Bending Stress: Fb= 900 psi Fb'= 1053 psi Total Uniform Load 579 plf
Cd=0.90 CF=1.30
Shear Stress: Fv= 180 psi Fv'= 162 psi
Cd=0.90
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Comp.-I-to Grain: Fc- = 625 psi Fc- = 625 psi
Controlling Moment: 1158 ft-lb
2.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 1158 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: 13.2 in3 17.65 in3
Area(Shear): 10.73 in2 19.25 in2
Moment of Inertia(deflection): 12.42 in4 48.53 in4
Moment: 1158 ft-lb 1548 ft-lb
Shear: 1158 lb 2079 lb
page
Project:2376a solstice custom homesEll Patrick J. Burke
Location: M18-REAR DECK ROOF BM @ STAIR SIDE Alan Mascord Design
Multi-Loaded Multi-Span Beam nin 2187 NW Reed St. Ste 100 or
[2015 International Building Code(2015 NDS)] r Portland,OR 97210
5.5 IN x 11.5 IN x 9.0 FT -- r9ik»�
#2 Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/13/2018 11:10:52 AM
Section Adequate By: 16.7%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.06 IN L/1706
Dead Load 0.04 in
Total Load 0.11 IN L/1003
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 1761 lb 1129 lb
Dead Load 1234 lb 812 lb
Total Load 2995 lb 1941 lb
Bearing Length 0.87 in 0.56 in
TR1
BEAM DATA Centerticammwswiiimisamormatt
Span Length 9 ft
Unbraced Length-Top 0 ft A 9f
Unbraced Length-Bottom 9 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 0 plf
#2-Douglas-Fir-Larch Uniform Dead Load 0 plf
Base Values Adjusted Beam Self Weight 14 plf
Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 14 plf
Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One
Cd=1,00 Live Load 1105 Ib
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 736 Ib
Comp.1 to Grain: Fc- = 625 psi Fc--- = 625 psi Location 4 ft
Controlling Moment: 7575 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN
3.96 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 320 plf 126 plf
Controlling Shear: 2995 lb Left Dead Load 213 plf 84 plf
At left support of span 2(Center Span) Right Live Load 320 plf 76 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 213 plf 50 plf
Load Start Oft 4 ft
Comparisons with required sections: Reci'd Provided Load End 4 ft 9 ft
Section Modulus: 103.89 in3 121.23 in3 Load Length 4 ft 5 ft
Area(Shear): 26.43 in2 63.25 in2
Moment of Inertia(deflection): 166.81 in4 697.07 in4
Moment: 7575 ft-lb 8840 ft-lb
Shear: 2995 lb 7168 lb
MIIIIL
page
, Project:2376a solstice custom homes in Patrick J. Burke
Location:M19-REAR DECK ROOF BM-REAR Alan Mascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 or
��
[2015 International Building Code(2015 NDS)] e .,_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 11/13/2018 11:10:52 AM
Section Adequate By: 16.8%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.49 IN L/494
Dead Load 0.37 in
Total Load 0.86 IN L/280
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 1130 lb 1115 lb
Dead Load 869 lb 858 lb
Total Load 1999 lb 1973 lb
Bearing Length 0.60 in 0.59 in
BEAM DATA Center
Span Length 20 ft n: :
Unbraced Length-Top 0 ft2O ft
A B
Unbraced Length-Bottom 20 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.37 Uniform Live Load 0 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 12 plf
24F-V4-Visually Graded Western Species Total Uniform Load 12 pif
Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Three
Fbcmpr= 1850 psi Fb'= 2400 psi Left Live Load 76 plf 126 plf 126 plf
Cd—=1.00 Left Dead Load 50 plf 84 plf 84 plf
Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 126 plf 126 plf 76 plf
Cd=1.00 Right Dead Load 84 plf 84 plf 50 plf
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 0 ft 5 ft 14 ft
Comp.-1-to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load End 5 ft 14 ft 20 ft
Controlling Moment: 10656 ft-lb Load Length 5 ft 9 ft E ft
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: 1999 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: 53.28 in3 94.17 in3
Area(Shear): 11.31 in2 53.81 in2
Moment of Inertia(deflection): 423.41 in4 494.4 in4
Moment: 10656 ft-lb 18834 ft-lb
Shear: 1999 lb 9507 lb
Project:2376a solstice custom homes page
inn Patrick J. Burke
Location: M20-REAR DECK BM-GREAT RM SIDE ma Alan Mascord Design
Multi-Loaded Multi-Span Beam Km2187 NW Reed St.Ste 100 of
[2015 International Building Code(2015 NDS)] r Portland,OR 97210
5.5 IN x 5.5 IN x 7.0 FT -- :
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/13/2018 11:10:52 AM
Section Adequate By: 13.8%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.08 IN L/1057
Dead Load 0.06 in
Total Load 0.14 IN L/618
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 744 lb 401 lb
Dead Load 518 lb 289 lb
Total Load 1262 lb 690 lb
Bearing Length 0.37 in 0.20 in
BEAM DATA Center
Span Length 7 ft4110
.`
Unbraced Length-Top 0 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 0 plf
#2-Douglas-Fir-Larch Uniform Dead Load 0 plf
Base Values Adjusted Beam Self Weight 7 plf
Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 7 plf
Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN
Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Two
Cd=1.00 Left Live Load 320 plf 126 plf
Modulus of Elasticity: E= 1 1300 ksi E'=1 1300 ksi Left Dead Load 213 plf 84 plf
Comp. to Grain: Fc- = 625 psi Fc =
625 psi Right Live Load 320 plf 76 plf
Right Dead Load 213 plf 50 plf
Controlling Moment: 1523 ft-lb Load Start 0 ft 2 ft
2.87 Ft from left support of span 2(Center Span) Load End 2 ft 7 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 2 ft 5 ft
Controlling Shear: 1262 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: 24.36 in3 27.73 in3
Area(Shear): 11.13 in2 30.25 in2
Moment of Inertia(deflection): 29.61 in4 76.26 in4
Moment: 1523 ft-lb 1733 ft-lb
Shear: 1262 lb 3428 lb
page
Project:2376a solstice custom homes in Patrick J. Burke
Location: M21 -KIT.WINDOW HDR Alan Mascord Design
Multi-Loaded Multi-Span Beam 11,1112187 NW Reed St.Ste 100 of
[2015 International Building Code(2015 NDS)] ___,.1,1404„-al,,..Portland,OR 97210
5.125 IN x 12.0 IN x 3.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 11/13/2018 11:10:52 AM
Section Adequate By: 13.9%
Controlling Factor: Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.01 IN L/6819
Dead Load 0.00 in
Total Load 0.01 IN L/4129
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L!240 1
REACTIONS A B
Live Load 3206 lb 5777 lb
Dead Load 2049 lb 3763 lb
Total Load 5255 lb 9540 lb TR2
Bearing Length 1.58 in 2.86 in
w
BEAM DATA Center
Span Length 3 ft
Unbraced Length-Top O ft A - - 3 ft B-
Unbraced Length-Bottom 3 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0 Uniform Live Load 390 plf
Notch Depth 0.00 Uniform Dead Load 188 plf
MATERIAL PROPERTIES Beam Self Weight 13 plf
24F-V4-Visually Graded Western Species Total Uniform Load 591 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One
Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 7065 lb
Cd=1.00 Dead Load 4710 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2 ft
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp.1 to Grain: Fc---= 650 psi Fc-1'= 650 psi Load Number One Two
Left Live Load 141 plf 465 plf
Controlling Moment: 8784 ft-lb Left Dead Load 94 plf 310 plf
1.98 Ft from left support of span 2(Center Span) Right Live Load 141 plf 465 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 94 plf 310 plf
Controlling Shear: -9540 lb Load Start 0 ft 2 ft
At right support of span 2(Center Span) Load End 2 ft 3 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 2 ft 1 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 43.92 in3 123 in3
Area(Shear): 54 in2 61.5 in2
Moment of Inertia(deflection): 42.9 in4 738 in4
Moment: 8784 ft-lb 24600 ft-lb
Shear: -9540 lb 10865 lb
page
Project:2376a solstice custom homes Patrick J. Burke
Location: M22-NOOK PATIO DR HDR Alan Mascord Design
Multi-Loaded Multi-Span Beam 11111 2187 NW Reed St.Ste 100 of
[2015 International Building Code(2015 NDS)] ef Portland, OR 97210
3.51Nx9.251Nx6.OFT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/13/2018 11:10:52 AM
Section Adequate By:36.4%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.04 IN L/1979
Dead Load 0.02 in
Total Load 0.06 IN L/1246
Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 1383 lb 1383 lb
Dead Load 813 lb 813 lb
Total Load 2196 lb 2196 lb Tai
Bearing Length 1.00 in 1.00 in
w
BEAM DATA Center
Span Length 6 ft
Unbraced Length-Top O ft A s 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 320 plf
#2-Douglas-Fir-Larch Uniform Dead Load 170 plf
Base Values Adjusted Beam Self Weight 7 plf
Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 497 plf
Cd=1.00 CF=1.20 TRAPEZOIDAL LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One
Cd=1.00 Left Live Load 141 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 94 plf
Comp.L to Grain: Fc-L= 625 psi Fc-L'= 625 psi Right Live Load 141 plf
Right Dead Load 94 plf
Controlling Moment: 3294 ft-lb 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: 2196 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: 36.6 in3 49.91 in3
Area(Shear): 18.3 in2 32.38 in2
Moment of Inertia(deflection): 44.46 in4 230.84 in4
Moment: 3294 ft-lb 4492 ft-lb
Shear: 2196 lb 3885 lb
page
. Project:2376a solstice custom homes ini Patrick J. Burke
Location:U1 -MSTR BATH TUB WINDOW HDR Alan Mascord Design
Multi-Loaded Multi-Span Beam IBM 2187 NW Reed St. Ste 100 or
[2015 International Building Code(2015 NDS)] �.. . i,-Portland,OR 97210
3.5 INx9.25INx6.0FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/13/2018 11:10:53 AM
Section Adequate By: 19.3%
Controlling Factor: Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.03 IN L/2790
Dead Load 0.02 in
Total Load 0.04 IN L/1653
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B 1
Live Load 1942 lb 553 lb
Dead Load 1315 lb 390 lb
Total Load 3257 lb 943 lb
Bearing Length 1.49 in 0.43 in
BEAM DATA Center
Span Length 6 ft
Unbraced Length-Top 0 ft A - 6ft - 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 7 plf
Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 7 plf
Cd=1.00 CF=1.20 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One
Cd=1.00 Live Load 1568 lb
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1046 lb
Comp.1 to Grain: Fc--1-= 625 psi Fc-1'= 625 psi Location 1 ft
Controlling Moment: 2873 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN
1.02 Ft from left support of span 2(Center Span) Load Number One Two
Created by combining all dead loads and live loads on span(s)2 Left Live Load 454 plf 126 plf
Controlling Shear: 3257 lb Left Dead Load 302 plf 84 plf
At left support of span 2(Center Span) Right Live Load 454 plf 63 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 302 plf 42 plf
Load Start 0 ft 1 ft
Comparisons with required sections: Req'd Provided Load End 1 ft 6 ft
Section Modulus: 31.92 in3 49.91 in3 Load Length 1 ft 5 ft
Area(Shear): 27.14 in2 32.38 in2
Moment of Inertia(deflection): 33.52 in4 230.84 in4
Moment: 2873 ft-lb 4492 ft-lb
Shear: 3257 lb 3885 lb
page
Project:2376a solstice custom homes11111 Patrick J. Burke
Location:U2-STAIR LANDING SIDE WINDOW HDR Alan Mascord Design
Multi-Loaded Multi-Span Beam Es 2187 NW Reed St.Ste 100 of
[2015 International Building Code(2015 NDS)] Portland,OR 97210
3.5 IN x 9.25 IN x 6.34 FT '��s�'•:
#2 Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/13/2018 11:10:53 AM
Section Adequate By:4.0%
Controlling Factor: Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.04 IN L/1872
Dead Load 0.03 in
Total Load 0.07 IN L/1112
Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 711 lb 2227 lb
Dead Load 496 lb 1507 lb
Total Load 1207 lb 3734 lb
Bearing Length 0.55 in 1.71 in
TR2
BEAM DATA Center
Span Length 6.34 ft
Unbraced Length-Top O ft A - 6.34 ft
Unbraced Length-Bottom 6.34 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 Load Number One
Cd=1.00 Live Load 1750 Ib
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1167 lb
Comp.-L to Grain: Fc-1= 625 psi Fc--- = 625 psi Location 5 ft
Controlling Moment: 4177 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN
4.95 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 63 plf 534 plf
Controlling Shear: -3734 lb Left Dead Load 42 plf 356 plf
6.0 Ft from left support of span 2(Center Span) Right Live Load 126 plf 534 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 84 plf 356 plf
Load Start Oft 5 ft
Comparisons with required sections: Req'd Provided Load End 5 ft 6.34 ft
Section Modulus: 46.41 in3 49.91 in3 Load Length 5 ft 1.34 ft
Area(Shear): 31.12 in2 32.38 in2
Moment of Inertia(deflection): 49.82 in4 230.84 in4
Moment: 4177 ft-lb 4492 ft-lb
Shear: -3734 lb 3885 lb
1
page
. Project:2376a solstice custom homes ER Patrick J. Burke
Location:U3-FRONT STAIR WINDOW HDR Alan Mascord Design
1111111
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of
[2015 International Building Code(2015 NDS)] _..,' .' e :_Portland,OR 97210
3.5 IN x 7.25 IN x 9.34 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/13/2018 11:10:53 AM
Section Adequate By:32.2%
Controlling Factor: Moment
DEFLECTIONS Center ' LOADING DIAGRAM
Live Load 0.12 IN L/971
Dead Load 0.08 in
Total Load 0.20 IN L/567
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 474 lb 610 lb
Dead Load 342 lb 433 lb
Total Load 816 lb 1043 lb
Bearing Length 0.37 in 0.48 in
BEAM DATA Center
Span Length 9.34 ft
.._ --- _-- --
Unbraced Length-Top 0 ft A _9.34 ft B
Unbraced Length-Bottom 9.34 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 0 plf
#2-Douglas-Fir-Larch Uniform Dead Load 0 plf
Base Values Adjusted Beam Self Weight 6 plf
Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 6 plf
Cd=1.00 CF=1.30 TRAPEZOIDAL LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Two
Cd=1.00 Left Live Load 63 plf 141 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 42 plf 94 plf
Comp.-L to Grain: Fc--I = 625 psi Fc-1'= 625 psi Right Live Load 126 plf 141 plf
Right Dead Load 84 plf 94 plf
Controlling Moment: 2261 ft-lb Load Start O ft 5 ft
4.95 Ft from left support of span 2(Center Span) Load End 5 ft 9.34 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 5 ft 4.34 ft
Controlling Shear: -1043 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
Comparisons with required sections: Req'd Provided
Section Modulus: 23.19 in3 30.66 in3
Area(Shear): 8.69 in2 25.38 in2
Moment of Inertia(deflection): 47.04 in4 111.15 in4
Moment: 2261 ft-lb 2989 ft-lb
Shear: -1043 lb 3045 lb