Specifications 1
A L A N
DESIGN ASSOCIATES, INC .
OPTION PLAN
2, 5
22137F
P'iiIIl',Lai I ,
FOR
FOUR D CONST .
RESID NC
(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 - 40# 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:22137F FOUR D Patrick J.Burke
Location:F1 -FTG AT NOOK/GREAT RM CORNERHPORTLAND,
Burke Drawings, Inc.Footing 7040 S.E. 118TH DR[2012 International Residential Code(2012 NDS)] OR 97266
Footing Size:2.83 FT x 2.83 FT x 12.00 IN
Reinforcement:#4 Bars @ 9.00 IN.O.C. ENV/(4)min. StruCalc Version 9.0.2.5 12/14/2015 4:15:34 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 F-6.6 in
FOOTING SIZE
Width: W= 2.83 ft
Length: L= 2.83 ft
Depth: Depth= 12 in
Effective Depth to Top Layer of Steel: d= 8.25 in
12 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
T
Column Width: m= 3.5 in 3 in
Column Depth: n= 5.5 in ::::] I --I-
FOOTING CALCULATIONS 2.83 ft
Bearing Calculations: �3.a in
Ultimate Bearing Pressure: Qu= 1243 psf
Effective Allowable Soil Bearing Pressure: Oe= 1350 psf
Required Footing Area: Areq= 7.37 sf
Area Provided: A= 8.01 sf
Baseplate Bearing: 12 in
Bearing Required: Bear= 14456 Ib
Allowable Bearing: Bear-A= 53178 Ib Q Q
Beam Shear Calculations(One Way Shear): 1n
Beam Shear: Vu1 = 3716 Ib Sin
Allowable Beam Shear: Vc1 = 21013 Ib
Punching Shear Calculations(Two Way Shear): 2.83 ft
Critical Perimeter: Bo= 51 in
Punching Shear: Vu2= 12431 Ib FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 71719 Ib Live Load: PL= 6272 Ib
Allowable Punching Shear(ACI 11-36): vc2-b= 133650 Ib Dead Load: PD= 3684 Ib
Allowable Punching Shear(ACI 11-37): vc2-c= 63113 Ib Total Load: PT= 9956 Ib
Controlling Allowable Punching Shear: vc2= 63113 ib Ultimate Factored Load: Pu= 14456 Ib
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 774 Ib
Factored Moment: Mu= 61366 in-Ib
Nominal Moment Strength: Mn= 335884 in-Ib
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.65 in
Steel Required Based on Moment: As(1)= 0.14 in2
Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.73 in2
Controlling Reinforcing Steel: As-reqd= 0.73 in2
Selected Reinforcement: #4's @ 9.0 in.o.c.e/w(4)Min.
Reinforcement Area Provided: As= 0.79 in2
Development Length Calculations:
Development Length Required: Ld= 15 in
Development Length Supplied: Ld-sup= 13.98 in
Note:Plain concrete adequate for bending,
therefore adequate development length not required.
NOTES
f Project:22137F FOUR D peas
Fa ,, Patrick J.Burke
Location:F2-FTG AT GREAT RM/DINING POST Burke Drawings,Inc.
Footing D U R i(C 7040 S.E. 118TH DR
[2012 International Residential Code(2012 NDS)] DRAW@F3.1�( PORTLAND,OR 97266
Footing Size:2.85 FT x 2.85 FT x 12.00 IN
Reinforcement:#4 Bars @ 9.00 IN.O.C.E/W/(4)min. StruCalc Version 9.0.2.5 12/14/2015 4:15:35 PM
Section Footing Design Adequate
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: Pc= 2500 psi
Reinforcing Steel Yield Strength: Fy= 60000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 2.85 ft
Length: L= 2.85 ft
Depth: Depth= 12 in
Effective Depth to Top Layer of Steel: d= 8.25 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 5.5 in
Column Depth: n= 5.5 in
FOOTING CALCULATIONS
Bearing Calculations: 5.6 In
Ultimate Bearing Pressure: Qu= 1345 psf
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf
Required Footing Area: Areq= 8.09 sf
Area Provided: A= 8.12 sf
Baseplate Bearing: 12 in
Bearing Required: Bear= 15860 Ib
Allowable Bearing: Bear-A= 83566 Ib
Beam Shear Calculations(One Way Shear): In
Beam Shear: Vu1 = 4104 Ib 3 in
Allowable Beam Shear: Vc1 = 21161 Ib
Punching Shear Calculations(Two Way Shear): 2.as n
Critical Perimeter: Bo= 55 in
Punching Shear: Vu2= 13296 Ib FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 102094 Ib Live Load: PL= 6881 Ib
Allowable Punching Shear(ACI 11-36): vc2-b= 136125 Ib Dead Load: PD= 4042 Ib
Allowable Punching Shear(ACI 11-37): vc2-c= 68063 Ib Total Load: PT= 10923 Ib
Controlling Allowable Punching Shear: vc2= 68063 Ib Ultimate Factored Load: Pu= 15860 Ib
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 785 Ib
Factored Moment: Mu= 67801 in-Ib
Nominal Moment Strength: Mn= 335981 in-Ib
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.65 in
Steel Required Based on Moment: As(1)= 0.15 in2
Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.74 in2
Controlling Reinforcing Steel: As-reqd= 0.74 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= 14.1 in
Note:Plain concrete adequate for bending,
therefore adequate development length not required.
NOTES
Project:22137F FOUR D page L
Patrick J. Burke
Location: F3-FTG AT GARAGE SIDE WALL Burke Drawings, Inc.
FootingHPORTLAND,
7040 S.E. 118TH DR[2012 International Residential Code(2012 NDS)] OR 97266
Footing Size:2.83 FT x 2.83 FT x 12.00 IN
Reinforcement:#4 Bars @ 9.00 IN.O.C.ENV/(4)min. StruCalc Version 9.0.2.5 12/14/2015 4:15:35 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= 2.83 ft
Length: L= 2.83 ft
Depth: Depth= 12 in
Effective Depth to Top Layer of Steel: d= 8.25 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 4 in
Column Depth: n= 4 in
FOOTING CALCULATIONS
Bearing Calculations: �-4in�
Ultimate Bearing Pressure: Qu= 1260 psf
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf
Required Footing Area: Areq= 7.47 sf
Area Provided: A= 8.01 sf
Baseplate Bearing: 12 in
Bearing Required: Bear= 14648 Ib
Allowable Bearing: Bear-A= 44200 Ib
Beam Shear Calculations(One Way Shear): In
Beam Shear: Vu1 = 3765 Ib 3 in
Allowable Beam Shear: Vc1 = 21013 Ib
ft
Punching Shear Calculations(Two Way Shear): 2.83
Critical Perimeter: Bo= 49 in
Punching Shear: Vu2= 12742 Ib FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 90956 lb Live Load: PL= 6355 Ib
Allowable Punching Shear(ACI 11-36): vc2-b= 132413 Ib Dead Load: PD= 3733 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 60638 Ib Total Load: PT= 10088 Ib
Controlling Allowable Punching Shear: vc2= 60638 Ib Ultimate Factored Load: Pu= 14648 Ib
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 774 lb
Factored Moment: Mu= 62179 in-Ib
Nominal Moment Strength: Mn= 335884 in-Ib
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.65 in
Steel Required Based on Moment: As(1)= 0.14 in2
Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.73 in2
Controlling Reinforcing Steel: As-reqd= 0.73 in2
Selected Reinforcement: #4's @ 9.0 in.o.c.e/w(4)Min.
Reinforcement Area Provided: As= 0.79 in2
Development Length Calculations:
Development Length Required: Ld= 15 in
Development Length Supplied: Ld-sup= 13.98 in
Note:Plain concrete adequate for bending,
therefore adequate development length not required.
NOTES
Project:22137F FOUR D Page
Patrick J. Burke /
Location:F4-FTG @ FOYER/DINING/POWDER HALL WALLMPORTLAND,
Burke Drawings, Inc.
Footing 7040 S.E. 118TH DR
[2012 International Residential Code(2012 NDS)] OR 97266
Footing Size:2.83 FT x 2.83 FT x 12.00 IN
Reinforcement:#4 Bars @ 9.00 IN.O.C. EM/(4)min. StruCalc Version 9.0.2.5 12/14/2015 4:15:35 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= 2.83 ft
Length: L= 2.83 ft
Depth: Depth= 12 in
Effective Depth to Top Layer of Steel: d= 8.25 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 5.5 in
Column Depth: n= 5.5 in
FOOTING CALCULATIONS
Bearing Calculations: F—s.sin
—{
Ultimate Bearing Pressure: Qu= 1331 psf
Effective Allowable Soil Bearing Pressure: Oe= 1350 psf
Required Footing Area: Areq= 7.9 sf
Area Provided: A= 8.01 sf
Baseplate Bearing:
12 in
Bearing Required: Bear= 15481 Ib
Allowable Bearing: Bear-A= 83566 Ib
Beam Shear Calculations(One Way Shear): i
Beam Shear: Vu1 = 3980 Ib
Allowable Beam Shear: Vc1 = 21013 Ib
Punching Shear Calculations(Two Way Shear): 2.63 ft
Critical Perimeter: Bo= 55 in
Punching Shear: Vu2= 12943 Ib FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 102094 Ib Live Load: PL= 6717 Ib
Allowable Punching Shear(ACI 11-36): vc2-b= 136125 Ib Dead Load: PD= 3945 Ib
Allowable Punching Shear(ACI 11-37): vc2-c= 68063 Ib Total Load: PT= 10662 lb
Controlling Allowable Punching Shear: vc2= 68063 Ib Ultimate Factored Load: Pu= 15481 lb
Bending Calculations: I Weight to resist uplift w/1.5 F.S.: U.R.= 774 Ib
Factored Moment: Mu= 65718 in-Ib
Nominal Moment Strength: Mn= 335884 in-Ib
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.65 in
Steel Required Based on Moment: As(1)= 0.15 in2
Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.73 in2
Controlling Reinforcing Steel: As-reqd= 0.73 in2
Selected Reinforcement: #4's @ 9.0 in.o.c.e/w(4)Min.
Reinforcement Area Provided: As= 0.79 in2
Development Length Calculations:
Development Length Required: Ld= 15 in
Development Length Supplied: Ld-sup= 13.98 in
Note: Plain concrete adequate for bending,
therefore adequate development length not required.
NOTES
page
Project:22137F FOUR D Patrick J.Burke /
Location:M1 -NOOK WINDOW HDRIM
Burke Drawings, Inc.
Multi-Loaded Multi-Span Beam 7040 S.E. 118TH DR or
[2012 International Residential Code(2012 NDS)] PORTLAND,OR 97266
3.5 IN x 5.5 IN x 7.5 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/14/2015 4:15:35 PM
Section Adequate By:82.4%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.04 IN U2454
Dead Load 0.09 in
Total Load 0.12 IN U732
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240
REACTIONS A B
Live Load 150 Ib 150 Ib
Dead Load 353 Ib 353 Ib
Total Load 503 Ib 503 Ib
Bearing Length 0.23 in 0.23 in
BEAM DATA Center
Span Length 7.5 ft
Unbraced Length-Top 0 ft 7•5 ft
Unbraced Length-Bottom 7.5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 40 plf
#2-Douglas-Fir-Larch Uniform Dead Load 90 plf
Base Values Adjusted Beam Self Weight 4 plf
Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 134 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: 943 ft-lb
3.75 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 503 Ib
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: 9.68 in3 17.65 in3
Area(Shear): 4.19 in2 19.25 in2
Moment of Inertia(deflection): 15.92 in4 48.53 in4
Moment: 943 ft-Ib 1720 ft-Ib
Shear: 503 lb 2310 lb
NOTES
y Project:22137F FOUR D page
HPORTLAND,
Patrick J.BurkeLocation:M10-BM OVER ENTRY PORCH Burke Drawings,Inc.
Multi-Loaded Multi-Span Beam 7040 S.E. 118TH DR
[2012 International Residential Code(2012 NDS)] OR 97266
3.5 INx7.25INx5.OFT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/14/2015 4:15:35 PM
Section Adequate By:421.3%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.01 IN 06837
Dead Load 0.01 in
Total Load 0.01 IN U4136
Live Load Deflection Criteria: U360 Total Load Deflection Criteria:U240
REACTIONS A_ B
Live Load 278 Ib 278 Ib
Dead Load 181 Ib 181 Ib
Total Load 459 Ib 459 Ib
Bearing Length 0.21 in 0.21 in
BEAM DATA Center
Span Length 5 ft
Unbraced Length-Top 0 ft sn
Unbraced Length-Bottom 5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 111 plf
#2-Douglas-Fir-Larch Uniform Dead Load 67 plf
Base Values Adjusted Beam Self Weight 6 pif
Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 184 pif
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: 573 ft-Ib
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: 459 Ib
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: 5.88 in3 30.66 in3
Area(Shear): 3.82 in2 25.38 in2
Moment of Inertia(deflection): 6.45 in4 111.15 in4
Moment: 573 ft-Ib 2989 ft-Ib
Shear: 459 lb 3045 lb
NOTES
USE 6x8 FOR APPEARANCE
page
Project:22137F FOUR D /
Patrick J. Burke
Location:M2-KIT./GREAT RM BM � 1 Burke Drawings,Inc.
Multi Loaded Multi-Span Beam 8 U R I(C 7040 S.E. 118TH DR or
[2012 International Residential Code(2012 NDS)] ' PORTLAND,OR 97266
5A25 IN x 10.5 IN x 13.5 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/14/2015 4:15:35 PM
Section Adequate By:57.6%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.29 IN U567
Dead Load 0.08 in
Total Load 0.37 IN U442
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:0240
REACTIONS A B
Live Load 2295 Ib 2295 Ib
Dead Load 652 Ib 652 Ib
Total Load 2947 Ib 2947 Ib
Bearing Length 0.88 in 0.88 in
BEAM DATA Center
Span Length 13.5 ft
Unbraced Length-Top 0 ft 13.5 ft
Unbraced Length-Bottom 13.5 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.08 Uniform Live Load 340 plf
Notch Depth 0.00 Uniform Dead Load 85 plf
MATERIAL PROPERTIES Beam Self Weight 12 plf
24F-V4-Visually Graded Western Species Total Uniform Load 437 plf
Base Values A '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-1= 650 psi Fc-1'= 650 psi
Controlling Moment: 9948 ft-Ib
6.75 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 2947 Ib
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: 49.74 in3 94.17 in3
Area(Shear): 16.68 in2 53.81 in2
Moment of Inertia(deflection): 313.65 in4 494.4 in4
Moment: 9948 ft-lb 18834 ft-Ib
Shear: 2947 lb 9507 lb
NOTES
page
y Project:22137F FOUR D u, Patrick J.Burke
Location:M3-DINING/GREAT RM CANTILEVERED BM Burke Drawings,Inc. /
Multi-Loaded Multi-Span Beam B U ft n C 7040 S.E. 118TH DR of
[2012 International Residential Code(2012 NDS)] PORTLAND,OR 97266
6.75 IN x 12.0 IN x 16.5 FT(10.5+6)
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/14/2015 4:15:35 PM
Section Adequate By: 13.6%
Controlling Factor: Deflection
DEFLECTIONS Center Right LOADING DIAGRAM
Live Load 0.10 IN U1222 0.35 IN 20410
Dead Load 0.01 in 0.05 in
Total Load 0.11 IN U1152 0.40 IN 20362
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240
REACTIONS A_ B
Live Load 3465 Ib 8556 Ib
Dead Load 645 Ib 2367 Ib
Total Load 4110 Ib 10923 Ib
Uplift(1.5 F.S) -701 Ib 0 Ib
Bearing Length 0.94 in 2.49 in
BEAM DATA Center Right
Span Length 10.5 ft 6 ft 10.6 ft s n�
Unbraced Length-Top 0 ft 0 ft
Unbraced Length-Bottom 10.5 ft 6 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center Right
Notch Depth 0.00 Uniform Live Load 660 plf 660 plf
MATERIAL PROPERTIES Uniform Dead Load 165 plf 165 plf
24F-V4-Visually Graded Western Species Beam Self Weight 18 plf 18 plf
Base Values Adjusted Total Uniform Load 843 plf 843 plf
Bending Stress: Fb= 2400 psi Controlled by:
Fb_cmpr= 1850 psi Fb_cmpr'= 1839 psi
Cd=1.00 CI=0.99
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-1= 650 psi Fc--L'= 650 psi
Controlling Moment: -15166 ft-lb
Over right support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2,3
Controlling Shear: -5868 Ib
10.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2,3
Comparisons with required sections: Read Provided
Section Modulus: 98.94 in3 162 in3
Area(Shear): 33.21 in2 81 in2
Moment of Inertia(deflection): 855.35 in4 972 in4
Moment: -15166 ft-Ib 24833 ft-Ib
Shear: -5868 lb 14310 lb
NOTES
page
Project:22137F FOUR D Patrick J.Burke /
NJ
Location:M4-KIT.CANTILEVERED BM @ STAIRBurke Drawings, Inc.
Multi-Loaded Multi-Span Beam 7040 S.E. 118TH DR[2012 International Residential Code(2012 NDS)] PORTLAND,OR 97266
5.25 IN x 11.25 IN x 17.0 FT(3+14)
2.0E Parallam-iLevel Trus Joist StruCalc Version 9.0.2.5 12/14/2015 4:15:35 PM
Section Adequate By: 17.1%
Controlling Factor:Deflection
DEFLECTIONS Left Center LOADING DIAGRAM
Live Load 0.17 IN 20422 -0.13 IN U1328
Dead Load 0.03 in -0.01 in
Total Load 0.20 IN 20356 -0.14 IN 01196
Live Load Deflection Criteria: U360 Total Load Deflection Criteria:U240
REACTIONS A B
Live Load 3276 Ib 280 Ib
Dead Load 1009 Ib 64 Ib
Total Load 4285 Ib 344 Ib
Uplift(1.5 F.S) 0 Ib -476 Ib
Bearing Length 1.09 in 0.09 in
BEAM DATA Left Center
Span Length 3 ft 14 ft �--3ft raft
Unbraced Length-Top 0 ft 0 ft
Unbraced Length-Bottom 3 ft 14 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Left Center
Notch Depth 0.00 Uniform Live Load 40 plf 40 plf
MATERIAL PROPERTIES Uniform Dead Load 10 plf 10 plf
2.0E Parallam-!Level Trus Joist Beam Self Weight 18 plf 18 plf
Base Values Adjusted Total Uniform Load 68 plf 68 plf
Bending Stress: Fb= 2900 psi Fb'= 2861 psi POINT LOADS-LEFT SPAN
Cd=1.00 C1=0.98 CF=1.01 Load Number One
Shear Stress: Fv= 290 psi Fv'= 290 psi Live Load 2358 Ib
Cd=1.00
Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 589 lb
Location 0 ft
Comp.-L to Grain: Fc-1= 750 psi Fc-1'= 750 psi
Controlling Moment: -9149 ft-lb
Over left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)1,2
Controlling Shear: -3152 Ib
At right support of span 1 (Left Span)
Created by combining all dead loads and live loads on span(s)1,2
Comparisons with required sections: Read Provided
Section Modulus: 38.38 in3 110.74 in3
Area(Shear): 16.31 in2 59.06 in2
Moment of Inertia(deflection): 532.14 in4 622.92 in4
Moment: -9149 ft-Ib 26401 ft-Ib
Shear: -3152 Ib 11419 lb
NOTES
page
y Project:22137F FOUR D HPORTLAND,
Patrick J.Burke
Location:M5-LAM JSTS @ FOYER Burke Drawings, Inc.Multi-Loaded Multi-Span Beam 7040 S.E. 118TH DR
[2012 International Residential Code(2012 NDS)] OR 97266
1.5 INx9.25INx5.OFT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/14/2015 4:15:35 PM
Section Adequate By:40.1%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.03 IN U2111
Dead Load 0.01 in
Total Load 0.04 IN U1676
Live Load Deflection Criteria:U360 Total Load Deflection Criteria: U240
REACTIONS A B
Live Load 800 Ib 800 Ib
Dead Load 208 Ib 208 Ib
Total Load 1008 Ib 1008 Ib
Bearing Length 1.07 in 1.07 in
BEAM DATA Center
Span Length 5 ft
Unbraced Length-Top 0 ft 6 ft
Unbraced Length-Bottom 5 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 3 plf
Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 403 plf
Cd=1.00 CF=1.10
Shear Stress: Fv= 180 psi Fv'= 180 psi
Cd=1.00
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Comp.-L to Grain: Fc-1= 625 psi Fc-1'= 625 psi
Controlling Moment: 1259 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: -1008 Ib
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: ED" Provided
Section Modulus: 15.27 in3 21.39 in3
Area(Shear): 8.4 in2 13.88 in2
Moment of Inertia(deflection): 16.87 in4 98.93 in4
Moment: 1259 ft-Ib 1765 ft-Ib
Shear: -1008 lb 1665 lb
NOTES
Project:22137F FOUR D aesa
Axa Patrick J.Burke /
Location:M6-REAR PORCH BM �� °•° Burke Drawings, Inc.
Multi-Loaded Multi-Span Beam BUR 1C C 7040 S.E. 118TH DR or
[2012 International Residential Code(2012 NDS)] ' PORTLAND,OR 97266
5.125 IN x9.0INx 17.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/14/2015 4:15:35 PM
Section Adequate By: 15.2%
Controlling Factor:Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.44 IN U461
Dead Load 0.30 in
Total Load 0.74 IN U277
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240
REACTIONS A B
Live Load 1122 Ib 1122 Ib
Dead Load 748 Ib 748 Ib
Total Load 1870 Ib 1870 Ib
Bearing Length 0.56 in 0.56 in
BEAM DATA Center
Span Length 17 ft
Unbraced Length-Top 0 ft 17 ft
Unbraced Length-Bottom 17 ft
Live Load Duration Factor 1.00
Camber Adj.Factor 1 UNIFORM LOADS Center
Camber Required 0.3 Uniform Live Load 132 plf
Notch Depth 0.00 Uniform Dead Load 78 plf
MATERIAL PROPERTIES Beam Self Weight 10 plf
24F-V4-Visually Graded Western Species Total Uniform Load 220 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-1= 650 psi Fc-1'= 650 psi
Controlling Moment: 7947 ft-Ib
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: -1870 Ib
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: 39.74 in3 69.19 in3
Area(Shear): 10.58 in2 46.13 in2
Moment of Inertia(deflection): 270.17 in4 311.34 in4
Moment: 7947 ft-Ib 13838 ft-Ib
Shear: -1870 lb 8149 lb
NOTES
page
y Project:22137F FOUR D Patrick J.Burke
Location:M7-MAIN GARAGE BM @ MID SPAN �� Burke Drawings,Inc.
Multi-Loaded Multi-Span Beam B U R IS C 7040 S.E. 118TH DR or
[2012 International Residential Code(2012 NDS)] a°mioc} PORTLAND,OR 97266
5.125 INx13.5INx18.OFT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/14/2015 4:15:35 PM
Section Adequate By:9.2%
Controlling Factor:Deflection
DEFLECTIONS Centr LOADING DIAGRAM
Live Load 0.55 IN U393
Dead Load 0.16 in
Total Load 0.71 IN U306
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240
REACTIONS A_ B
Live Load 3960 Ib 3960 Ib
Dead Load 1125 ib 1125 Ib
Total Load 5085 Ib 5085 Ib
Bearing Length 1.53 in 1.53 in
BEAM DATA Center
Span Length 18 ft 0=011111'ell oil,11110 Emmok
Unbraced Length-Top 0 ft left
Unbraced Length-Bottom 18 ft
Live Load Duration Factor 1.00
Camber Adj.Factor 1 UNIFORM LOADS Cen er
Camber Required 0.16 Uniform Live Load 440 plf
Notch Depth 0.00 Uniform Dead Load 110 plf
MATERIAL PROPERTIES Beam Self Weight 15 plf
24F-V4-Visually Graded Western Species Total Uniform Load 565 plf
Base Values Adjusted
Bending Stress: Fb= 2400 psi Controlled by.
Fb cmpr= 1850 psi Fb'= 2400 psi
Cd=f.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-1= 650 psi Fc-1'= 650 psi
Controlling Moment: 22882 ft-ib
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: -5085 Ib
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: 114.41 in3 155.67 in3
Area(Shear): 28.78 in2 69.19 in2
Moment of Inertia(deflection): 962.13 in4 1050.79 in4
Moment: 22882 ft-Ib 31134 ft-Ib
Shear: -5085 ib 12223 Ib
NOTES
page
Project:22137F FOUR D Patrick J. Burke
Location:M8-FRONT GARAGE BMHPORTLAND,
Burke Drawings, Inc.
Multi-Loaded Multi-Span Beam 7040 S.E. 118TH DR or
[2012 International Residential Code(2012 NDS)] OR 97266
5.125 INx10.5INx18.OFT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/14/2015 4:15:35 PM
Section Adequate By: 1.2%
Controlling Factor:Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.59 IN U364
Dead Load 0.24 in
Total Load 0.83 IN U260
Live Load Deflection Criteria: U360 Total Load Deflection Criteria:U240
REACTIONS A_ B
Live Load 2262 Ib 2262 lb
Dead Load 1108 lb 1108 Ib
Total Load 3370 lb 3370 Ib TRI
Bearing Length 1.01 in 1.01 in
BEAM DATA Center
Span Length 18 ft
Unbraced Length-Top 0 ft left
Unbraced Length-Bottom 18 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1
Camber Required 0.24 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 200 plf
Uniform Dead Load 50 plf
MATERIAL PROPERTIES Beam Self Weight 12 plf
24F-V4-Visually Graded Western Species Total Uniform Load 262 plf
Base Values Ad*uI sted TRAPE=ZOIDAL LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two
Fb_cmpr= 1850 psi Fb'= 2400 psi Left Live Load 132 plf 132 plf
Cd=1.00 Left Dead Load 158 plf 158 plf
Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 132 plf 132 plf
Cd=1.00 Right Dead Load 158 pif 158 plf
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 0 ft 14.5 ft
Comp.-L to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load End 3.5 ft 18 ft
Controlling Moment: 12373 ft-Ib
Load Length 3.5 ft 3.5 ft
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: -33701b
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: 61.86 in3 94.17 in3
Area(Shear): 19.08 in2 53.81 in2
Moment of Inertia(deflection): 488.37 in4 494.4 in4
Moment: 12373 ft-Ib 18834 ft-Ib
Shear: -3370 Ib 9507 lb
NOTES
Project:22137F FOUR D page
Patrick J.Burke /
Location:M9-16/0 GARAGE DR HDRHPORTLAND,
Burke Drawings,Inc.
Multi-Loaded Multi-Span Beam 7040 S.E. 118TH DR or
[2012 International Residential Code(2012 NDS)] OR 97266
5.5 INx7.5INx16.OFT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/14/2015 4:15:35 PM
Section Adequate By:8.4%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.31 IN U618
Dead Load 0.23 in
Total Load 0.55 IN U352
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240
REACTIONS A_ B
Live Load 424 Ib 424 Ib
Dead Load 320 Ib 320 Ib
Total Load 744 Ib 744 Ib
Bearing Length 0.22 in 0.22 in
BEAM DATA Center
Span Length 16 ft
Unbraced Length-Top 0 ft tan
Unbraced Length-Bottom 16 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 53 plf
#2-Douglas-Fir-Larch Uniform Dead Load 31 plf
Base Values Adjusted Beam Self Weight 9 plf
Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 93 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: 2974 ft-lb
8.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 744 Ib
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: 47.59 in3 51.56 in3
Area(Shear): 6.56 in2 41.25 in2
Moment of Inertia(deflection): 131.76 in4 193.36 in4
Moment: 2974 ft-Ib 3223 ft-Ib
Shear: 744 lb 4675 lb
NOTES