Specifications Sw 1�P71, (-& 7-
( A L A N RECEIVED
MAY 11 2015
TY OF TIGARD
BUILDING DIVISION
DESIGN ASSOCIATES, I N C .
OPTIONPLAN
22155
FOR
FOUR D
CONSTRUCTION
(TRUSS ROOF DESIGN)
GRAVITY LOADS DESIGNED TO AFPA NDS-05
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 - 100# TOTAL LOAD
BEAM
CALCULATIONS
ALAN MASCORD DESIGN ASSOCIATES.INC. 2187 N.W.Reed St.Suite 100 PORTLAND.OR. 97210
Page
Project:22155 FOUR D CONST Patrick J.Burke
Location:D1 -TYP DECK BM �::tR Burke Drawings, Inc.
Multi-Loaded Multi-Span Beam B U R l(C 7040 S.E. 118TH DR or
[2012 International Building Code(2012 NDS)] 'n�. PORTLAND,OR 97266
3.5 INx9.25INx9.17FT
#2-Douglas-Fir-Larch-Wet Use StruCalc Version 9.0.1.7 4/16/2015 4:47:10 PM
Section Adequate By: 19.7%
Controlling Factor:Moment
DEFLECTIONS Cen a LOADING DIAGRAM
Live Load 0.13 IN U821
Dead Load 0.04 in
Total Load 0.17 IN U644
Live Load Deflection Criteria: U360 Total Load Deflection Criteria:U240
REACTIONS A B
Live Load 1284 Ib 1284 Ib
Dead Load 353 Ib 353 Ib
Total Load 1637 Ib 1637 Ib
Bearing Length 1.12 in 1.12 in
BEAM DATA Cente
Span Length 9.17 ft
Unbraced Length-Top 0 ft 9.17H
Unbraced Length-Bottom 9.17 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 280 plf
#2-Douglas-Fir-Larch Uniform Dead Load 70 plf
Base Values Adjusted Beam Self Weight 7 plf
Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 357 plf
Cd=1.00 CF=1.20
Shear Stress: Fv= 180 psi Fv'= 175 psi
Cd=1.00 Cm=0.97
Modulus of Elasticity: E= 1600 ksi E'= 1440 ksi
Cm=0.90
Comp.-L to Grain: Fc-1= 625 psi Fc-1'= 419 psi
Cm=0.67
Controlling Moment: 3753 ft-Ib
4.58 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 1637 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: 41.7 in3 49.91 in3
Area(Shear): 14.06 in2 32.38 int
Moment of Inertia(deflection): 101.19 in4 230.84 in4
Moment: 3753 ft-Ib 4492 ft-Ib
Shear: 1637 Ib 3768 lb
page
Project:22155 FOUR D CONST Patrick J.Burke
Location:FTI -FRONT GAR FTG BTWN O.H.DOORS HPORTLAND,
Burke Drawings, Inc.
Footing 7040 S.E.118TH DR[2012 International Building Code(2012 NDS)] OR 97266
Footing Size:2.75 FT x 2.75 FT x 12.00 IN
Reinforcement:#4 Bars @ 8.00 IN.O.C.EM//(4)min. StruCalc Version 9.0.1.7 4/16/2015 4:47:10 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= 2.75 ft
Length: L= 2.75 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= 6 in
Column Depth: n= 6 in
FOOTING CALCULATIONS
Bearing Calculations: 1—s in
Ultimate Bearing Pressure: Qu= 1293 psf
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf
Required Footing Area: Areq= 7.24 sf
Area Provided: A= 7.56 sf
Baseplate Bearing: 12 in
Bearing Required: Bear= 14196 Ib
Allowable Bearing: Bear-A= 99450 Ib
Beam Shear Calculations(One Way Shear): T
3 in
Beam Shear: Vu1 = 3549 Ib
Allowable Beam Shear: Vc1 = 20419 Ib
Punching Shear Calculations(Two Way Shear): 2.75 n
Critical Perimeter: Bo= 57 in
Punching Shear: Vu2= 11549 Ib FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 105806 Ib Live Load: PL= 6160 Ib
Allowable Punching Shear(ACI 11-36): vc2-b= 137363 Ib Dead Load: PD= 3617 Ib
Allowable Punching Shear(ACI 11-37): vc2-c= 70538 Ib Total Load: PT= 9777 Ib
Controlling Allowable Punching Shear: vc2= 70538 Ib Ultimate Factored Load: Pu= 14196 Ib
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 731 Ib
Factored Moment: Mu= 58560 in-Ib
Nominal Moment Strength: Mn= 335482 in-Ib
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.67 in
Steel Required Based on Moment: As(1)= 0.13 in2
Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.71 in2
Controlling Reinforcing Steel: As-reqd= 0.71 in2
Selected Reinforcement: #4's @ 8.0 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= 13.5 in
Note: Plain concrete adequate for bending,
therefore adequate development length not required.
Page
Project:22155 FOUR D CONST a Patrick J. Burke /
Location:FT2-FOOTING AT MID GARAGE �_t� :. Burke Drawings, Inc.
Footing 6 U R It C 7040 S.E. 118TH DR or
[2012 International Building Code(2012 NDS)] nom' PORTLAND,OR 97266
Footing Size:4.0 FT x 4.0 FT x 12.00 IN
Reinforcement:#4 Bars @ 8.00 IN.O.C.E/W/(6)min. StruCalc Version 9.0.1.7 4/16/2015 4:47:10 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= 4 ft
Length: L= 4 ft
Depth: Depth= 12 in
Effective Depth to Top Layer of Steel: d= 8.25 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 6 in
Column Depth: n= 6 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1306 psf
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf f-6 in
Required Footing Area: Areq= 15.47 sf
Area Provided: A= 16.00 sf
Baseplate Bearing:
Bearing Required: Bear= 30100 Ib
Allowable Bearing: Bear-A= 99450 Ib 12 in
Beam Shear Calculations(One Way Shear): — —
Beam Shear: Vu1 = 9877 Ib 31n
Allowable Beam Shear: Vc1 = 29700 Ib
a n
Punching Shear Calculations(Two Way Shear):
Critical Perimeter: Bo= 57 in
Punching Shear: Vu2= 27448 Ib FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 105806 Ib Live Load: PL= 12587 Ib
Allowable Punching Shear(ACI 11-36): vc2-b= 137363 Ib Dead Load: PD= 8301 Ib
Allowable Punching Shear(ACI 11-37): vc2-c= 70538 Ib Total Load: PT= 20888 Ib
Controlling Allowable Punching Shear: vc2= 70538 Ib Ultimate Factored Load: Pu= 30100 Ib
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 1547 Ib
Factored Moment: Mu= 180602 in-Ib
Nominal Moment Strength: Mn= 502555 in-Ib
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.69 in
Steel Required Based on Moment: As(1)= 0.41 int
Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 1.04 in2
Controlling Reinforcing Steel: As-reqd= 1.04 in2
Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(6)Min.
Reinforcement Area Provided: As= 1.18 in2
Development Length Calculations:
Development Length Required: Ld= 15 in
Development Length Supplied: Ld-sup= 21 in
Project:22155 FOUR D CONST page
DJ
Patrick J.Burke
Location: FT3-FTG BELOW STAIR/GREAT RMBurke Drawings, Inc.
Footing 7040 S.E.118TH DR[2012 International Building Code(2012 NDS)] PORTLAND,OR 97266
Footing Size:2.67 FT x 2.67 FT x 12.00 IN
Reinforcement:#4 Bars @ 8.00 IN.O.C. E/W/(4)min. StruCalc Version 9.0.1.7 4/16/2015 4:47:10 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= 2.67 ft
Length: L= 2.67 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= 6 in
Column Depth: n= 6 in
FOOTING CALCULATIONS
I6 in
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1295 psf
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf
Required Footing Area: Areq= 6.84 sf
Area Provided: A= 7.13 sf
Baseplate Bearing: 12 in
Bearing Required: Bear= 13406 Ib
Allowable Bearing: Bear-A= 99450 Ib ° ° -
T
Beam Shear Calculations(One Way Shear): 3 in
Beam Shear: Vu1 = 3251 Ib
Allowable Beam Shear: VC1 = 19825 Ib
2.67 n
Punching Shear Calculations(Two Way Shear):
Critical Perimeter: Bo= 57 in
Punching Shear: Vu2= 10755 Ib FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 105806 Ib Live Load: PL= 5817 Ib
Allowable Punching Shear(ACI 11-36): vc2-b= 137363 Ib Dead Load: PD= 3416 Ib
Allowable Punching Shear(ACI 11-37): vc2-c= 70538 Ib Total Load: PT= 9233 Ib
Controlling Allowable Punching Shear: vc2= 70538 Ib Ultimate Factored Load: Pu= 13406 Ib
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 689 Ib
Factored Moment: Mu= 53693 in-Ib
Nominal Moment Strength: Mn= 335055 in-Ib
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.69 in
Steel Required Based on Moment: As(1)= 0.12 int
Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.69 int
Controlling Reinforcing Steel: As-reqd= 0.69 int
Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(4)Min.
Reinforcement Area Provided: As= 0.79 int
Development Length Calculations:
Development Length Required: Ld= 15 in
Development Length Supplied: Ld-sup= 13.02 in
Note:Plain concrete adequate for bending,
therefore adequate development length not required.
Page -
Project:22155 FOUR D CONST Patrick J.Burke
Location:FT3-FOOTING BY STAIRS :titer"•1 Burke Drawings,Inc.
Footing B U R I(C 7040 S.E. 118TH DR or
[2012 International Building Code(2012 NDS)] cRatiTil' PORTLAND,OR 97266
Footing Size:3.0 FT x 3.0 FT x 12.00 IN
Reinforcement:#4 Bars @ 9.00 IN.O.C.EM/(4)min. StruCalc Version 9.0.1.7 4/16/2015 4:47:10 PM
Section Footing Design Adequate
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: F'c= 2500 psi
Reinforcing Steel Yield Strength: Fy= 60000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 3 ft
Length: L= 3 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= 6 in
Column Depth: n= 6 in
FOOTING CALCULATIONS
Bearing Calculations: f-6 in----I
Ultimate Bearing Pressure: Qu= 1257 psf
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf
Required Footing Area: Areq= 8.38 sf
Area Provided: A= 9.00 sf
Baseplate Bearing:
Bearing Required: Bear= 16494 Ib
Allowable Bearing: Bear-A= 99450 Ib n
T
Beam Shear Calculations(One Way Shear):
31n
Beam Shear: Vu1 = 4467 Ib 12�O
Allowable Beam Shear: Vc1 = 22275 Ib 3 n
Punching Shear Calculations(Two Way Shear):
Critical Perimeter: Bo= 57 in
Punching Shear: Vu2= 13910 Ib FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 105806 Ib Live Load: PL= 7287 Ib
Allowable Punching Shear(ACI 11-36): vc2-b= 137363 Ib Dead Load: PD= 4029 Ib
Allowable Punching Shear(ACI 11-37): vc2-c= 70538 Ib Total Load: PT= 11316 Ib
Controlling Allowable Punching Shear: vc2= 70538 Ib Ultimate Factored Load: Pu= 16494 Ib
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 870 Ib
Factored Moment: Mu= 74223 in-Ib
Nominal Moment Strength: Mn= 336668 in-Ib
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.
Project:22155 FOUR D CONST Page
Patrick J.Burke
Location:FT4-FTG BELOW DEN/FOYER CORNERHPORTLAND,
Burke Drawings, Inc.
Footing 7040 S.E.118TH DR of
[2012 International Building 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. E/W/(4)min. StruCalc Version 9.0.1.7 4/16/2015 4:47:10 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= 6 in
Column Depth: n= 6 in
FOOTING CALCULATIONS
Bearing Calculations: I—sin—{
Ultimate Bearing Pressure: Qu= 1349 psf
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf
Required Footing Area: Areq= 8 sf
Area Provided: A= 8.01 sf
Baseplate Bearing: 12 in
'Bearing Required: Bear= 15686 Ib
Allowable Bearing: Bear-A= 99450 Ib P q
Beam Shear Calculations(One Way Shear): T
.Beam Shear: Vu1 = 4032 Ib 3 m
Allowable Beam Shear: Vc1 = 21013 Ib
Punching Shear Calculations(Two Way Shear): 2.83 ft
Critical Perimeter: Bo= 57 in
Punching Shear: Vu2= 12924 Ib FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 105806 Ib Live Load: PL= 6806 Ib
Allowable Punching Shear(ACI 11-36): vc2-b= 137363 Ib Dead Load: PD= 3997 Ib
Allowable Punching Shear(ACI 11-37): vc2-c= 70538 Ib Total Load: PT= 10803 Ib
Controlling Allowable Punching Shear: vc2= 70538 Ib Ultimate Factored Load: Pu= 15686 Ib
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 774 Ib
Factored Moment: Mu= 66587 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.
page
Project:22155 FOUR D CONST * Patrick J. Burke /
Location:M1-BM OVER FRONT GARAGE L: Burke Drawings,Inc.
Multi-Loaded Multi-Span Beam 6 U K I(C 7040 S.E. 118TH DR of
[2012 International Building Code(2012 NDS)] oRawoa'' . PORTLAND,OR 97266
5.125 IN x 10.5 IN x 11.5 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.7 4/16/2015 4:47:10 PM
Section Adequate By:37.8%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.20 IN U693
Dead Load 0.17 in
Total Load 0.36 IN U379
Live Load Deflection Criteria: U360 Total Load Deflection Criteria:U240
REACTIONS A B
Live Load 2234 Ib 2615 Ib
Dead Load 1845 Ib 2173 Ib
Total Load 4079 Ib 4789 Ib
Bearing Length 1.22 in 1.44 in
BEAM DATA Cente
Span Length 11.5 ft
Unbraced Length-Top 0 ft A
Unbraced Length-Bottom 11.5 ft
Live Load Duration Factor 1.00
Camber Adj.Factor 1 UNIFORM LOADS Center
Camber Required 0.17 Uniform Live Load 40 plf
Notch Depth 0.00 Uniform Dead Load 10 plf
MATERIAL PROPERTIES Beam Self Weight 12 plf
24F-V4-Visually Graded Western Species Total Uniform Load 62 plf
Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One
Fb_cmpr= 1850 psi Fb'= 2400 psi Left Live Load 418 plf
Cd=1.00 Left Dead Load 359 plf
Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 418 plf
Cd=1.00 Right Dead Load 359 plf
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 1 ft
Comp.-L to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load End 11.5 ft
Controlling Moment: 13670 ft-Ib Load Length 10.5 ft
5.75 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -4789 Ib
12.0 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: Read Provided
Section Modulus: 68.35 in3 94.17 in3
Area(Shear): 27.1 int 53.81 in2
Moment of Inertia(deflection): 313.49 in4 494.4 in4
Moment: 13670 ft-Ib 18834 ft-Ib
Shear: -4789 lb 9507 lb
Project:22155 FOUR D CONST Pane
Patrick J.Burke
Location:M10-LAM JSTS BY STAIR/FRONT �:iE Burke Drawings, Inc.
Multi-Loaded Multi-Span Beam 6 U R fl C 7040 S.E. 118TH DR or
[2012 International Building Code(2012 NDS)] PORTLAND,OR 97266
(2)1.5 IN x 11.25 IN x 3.5 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/16/2015 4:47:10 PM
Section Adequate By:505.3%
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 UMAX
Dead Load 0.00 in
Total Load 0.00 IN UMAX
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240
REACTIONS A B
Live Load 525 Ib 525 Ib
Dead Load 144 Ib 144 Ib
Total Load 669 Ib 669 Ib
Bearing Length 0.36 in 0.36 in
BEAM DATA Center
Span Length 3.5 ft
Unbraced Length-Top 0 ft 3.6 ft
Unbraced Length-Bottom 3.5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 300 plf
#2-Douglas-Fir-Larch Uniform Dead Load 75 plf
Base Values Admusted Beam Self Weight 7 plf
Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 382 plf
Cd=1.00 CF=1.00
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--L = 625 psi
Controlling Moment: 585 ft-Ib
1.75 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 669 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: 7.81 in3 63.28 in3
Area(Shear): 5.58 in2 33.75 int
Moment of Inertia(deflection): 5.43 in4 355.96 in4
Moment: 585 ft-Ib 4746 ft-Ib
Shear: 669 Ib 4050 lb
page '
Project:22155 FOUR D CONST R Patrick J. Burke
Location:M11 -DEN FRONT WINDOW HDR Burke Drawings,Inc.
Multi-Loaded Multi-Span Beam 6 U R C<C 7040 S.E.118TH DR or
[2012 International Building Code(2012 NDS)] °R4W 4zFlT' PORTLAND,OR 97266
3.5 INx7.25INx6.OFT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/16/2015 4:47:10 PM
Section Adequate By:22.0%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.06 IN U1244
Dead Load 0.03 in
Total Load 0.09 IN U807
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240
REACTIONS A B
Live Load 1059 Ib 1059 Ib
Dead Load 575 Ib 575 Ib
Total Load 1634 Ib 1634 Ib
Bearing Length 0.75 in 0.75 in
BEAM DATA Center
Span Length 6 ft
Unbraced Length-Top 0 ft A
sn
Unbraced Length-Bottom 6 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 300 plf
#2-Douglas-Fir-Larch Uniform Dead Load 75 plf
Base Values Adjusted Beam Self Weight 6 plf
Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 381 plf
Cd=1.00 CF=1.30 TRAPEZOIDAL LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One
Cd=1.00 Left Live Load 53 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 111 plf
Comp.-L to Grain: Fc--L= 625 psi Fc-1'= 625 psi Right Live Load 53 plf
Controlling Moment: 2450 ft-Ib Right Dead Load 111 plf
Load Start 0 ft
3.0 Ft from left support of span 2(Center Span) Load End 6 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 6 ft
Controlling Shear: -16341b
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: 25.13 in3 30.66 in3
Area(Shear): 13.61 in2 25.38 in2
Moment of Inertia(deflection): 33.07 in4 111.15 in4
Moment: 2450 ft-Ib 2989 ft-Ib
Shear: -1634 lb 30451b
page
Project:22155 FOUR D CONST Patrick J.Burke /
Location:M12-BM OVER BATH/FOYER � � Burke Drawings, Inc.
Multi-Loaded Multi-Span Beam 6 U !L C 7040 S.E. 118TH DR or
[2012 International Building Code(2012 NDS)] .n�. PORTLAND,OR 97266
5.125 IN x 9.0 IN x 11.17 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.7 4/16/2015 4:47:10 PM
Section Adequate By:49.3%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.19 IN L1702
Dead Load 0.18 in
Total Load 0.37 IN U363
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240
REACTIONS A B
t
Live Load 2341 Ib 2082 Ib 3
Dead Load 1980 Ib 1844 Ib 2 p
Total Load 4322 Ib 3926 Ib !�
Bearing Length 1.30 in 1.18 in
BEAM DATA Cente
Span Length 11.17 ft
Unbraced Length-Top0 ft 11.17 ft
Unbraced Length-Bottom 11.17 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1.5 UNIFORM LOADS Center
Camber Required 0.27
Notch Depth 0.00 Uniform Live Load 0 plf
Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 10 plf
24F-V4-Visually Graded Western Species Total Uniform Load 10 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Three
Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 1114 Ib 607 Ib 1114 Ib
Cd=1.00 Dead Load 764 Ib 357 Ib 764 Ib
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2.5 ft 3.5 ft 9.5 ft
Cd=1.00
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 Three
Left Live Load 381 plf 0 plf 381 plf
Controlling Moment: 9269 ft-Ib Left Dead Load 304 plf 80 plf 304 plf
3.46 Ft from left support of span 2(Center Span) Right Live Load 381 plf 0 plf 381 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 304 plf 80 plf 304 plf
Controlling Shear: 4322 Ib Load Start 0 ft 2.5 ft 9.5 ft
At left support of span 2(Center Span) Load End 2.5 ft 9.5 ft 11.17 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 2.5 ft 7 ft 1.67 ft
Comparisons with required sections: Read Provided
Section Modulus: 46.35 in3 69.19 in3
Area(Shear): 24.46 in2 46.13 in2
Moment of Inertia(deflection): 206.07 in4 311.34 in4
Moment: 9269 ft-Ib 13838 ft-Ib
Shear: 4322 lb 8149 lb
Pelle _
Project:22155 FOUR D CONST Patrick J.Burke /
Location:M13-LAM JSTS BY STAIR/DINING SIDE �, _ Burke Drawings, Inc.
Multi-Loaded Multi-Span Beam B U R C 7040 S.E. 118TH DR or
[2012 International Building Code(2012 NDS)] eS°um�''nC PORTLAND,OR 97266
(2) 1.5 INx11.25INx2.OFT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/16/2015 4:47:10 PM
Section Adequate By:739.7%
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 UMAX
Dead Load 0.00 in
Total Load 0.00 IN UMAX
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240
REACTIONS A B
Live Load 380 Ib 380 Ib
Dead Load 102 Ib 102 Ib
Total Load 482 Ib 482 Ib
Bearing Length 0.26 in 0.26 in
BEAM DATA Center
Span Length 2 ft
Unbraced Length-Top 0 ft eft
Unbraced Length-Bottom 2 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 380 plf
#2-Douglas-Fir-Larch Uniform Dead Load 95 plf
Base Values Adousted Beam Self Weight 7 plf
Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 482 plf
Cd=1.00 CF=1.00
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--L = 625 psi
Controlling Moment: 241 ft-Ib
1.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 1182 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: 3.22 in3 63.28 in3
Area(Shear): 4.02 int 33.75 int
Moment of Inertia(deflection): 1.28 in4 355.96 in4
Moment: 241 ft-Ib 4746 ft-Ib
Shear: -482 lb 4050 Ib
Project:22155 FOUR D CONST page
—� Patrick J.Burke
Location:M14-WINDOW HDR AT REAR GREAT RM. �:i�_;' Burke Drawings, Inc.
Multi-Loaded Multi-Span Beam 6 U R f(C 7040 S.E. 118TH DR or
[2012 International Building Code(2012 NDS)] �Rewma}.in' PORTLAND,OR 97266
5.125 INx9.0INx10.OFT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.7 4/16/2015 4:47:11 PM
Section Adequate By:20.3%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.23 IN U517
Dead Load 0.14 in
Total Load 0.37 IN U327
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240
REACTIONS A B
Live Load 3406 Ib 3391 Ib 2
Dead Load 2038 Ib 2017 Ib
Total Load 5444 Ib 5408 Ib
Bearing Length 1.63 in 1.62 in
BEAM DATA Cente
Span Length 10 ft
Unbraced Length-Top 0 ftloft —
Unbraced Length-Bottom 10 ft
Live Load Duration Factor 1.00
Camber Adj.Factor 1 UNIFORM LOADS Center
Camber Required 0.14 Uniform Live Load 0 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 10 plf
24F-V4-Visually Graded Western Species Total Uniform Load 10 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 1114 Ib 1114 Ib
Cd=1.00 Dead Load 764 Ib 764 Ib
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 0.5 ft 7 ft
Cd=1.00
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 Three
Left Live Load 674 plf 340 plf 674 plf
Controlling Moment: 11503 ft-Ib Left Dead Load 387 plf 165 plf 387 plf
6.4 Ft from left support of span 2(Center Span) Right Live Load 674 plf 340 plf 674 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 387 plf 165 plf 387 plf
Controlling Shear: 5444 Ib Load Start 0 ft 0.5 ft 7 ft
At left support of span 2(Center Span) Load End 0.5 ft 7 ft loft
Created by combining all dead loads and live loads on span(s)2 Load Length 0.5 ft 6.5 ft 3 ft
Comparisons with required sections: Read Provided
Section Modulus: 57.51 in3 69.19 in3
Area(Shear): 30.81 in2 46.13 in2
Moment of Inertia(deflection): 228.82 in4 311.34 in4
Moment: 11503 ft-Ib 13838 ft-Ib
Shear: 54441b 8149 lb
PaOe
Project:22155 FOUR D CONST Patrick J. Burke /
Location:M15-MULT JSTS OVER REAR GARAGE Burke Drawings, Inc.
Multi-Loaded Multi-Span BeamHPORTLAND,
7040 S.E. 118TH DR[2012 International Building Code(2012 NDS)] OR 97266
(2) 1.5 IN x 11.25 IN x 10.33 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/16/2015 4:47:11 PM
Section Adequate By: 17.3%
Controlling Factor:Moment
CAUTIONS
*Laminations are to be fully connected to provide uniform transfer of loads to all members
DEFLECTIONS CCer t_1 LOADING DIAGRAM
Live Load 0.05 IN U2397
Dead Load 0.08 in
Total Load 0.14 IN U909
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240
REACTIONS A B
Live Load 594 Ib 594 Ib
Dead Load 973 Ib 973 Ib
Total Load 1567 Ib 1567 Ib
Bearing Length 0.84 in 0.84 in
SEAM DATA Center
Span Length 10.33 ft
Unbraced Length-Top 0 ft 10.33 ft
Unbraced Length-Bottom 10.33 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 115 plf
#2-Douglas-Fir-Larch Uniform Dead Load 181 plf
Base Values Admus ed Beam Self Weight 7 plf
Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 303 plf
Cd=1.00 CF=1.00
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--L = 625 psi
Controlling Moment: 4046 ft-Ib
5.16 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 1567 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: R Provided
Section Modulus: 53.94 in3 63.28 in3
Area(Shear): 13.06 in2 33.75 in2
Moment of Inertia(deflection): 94.02 in4 355.96 in4
Moment: 4046 ft-Ib 4746 ft-Ib
Shear: 1567 lb 4050 lb
Project:22155 FOUR D CONST page
Patrick J.Burke
Location:M2-16/0 GAR DR HDR :iF"! Burke Drawings,Inc.
Multi-Loaded Multi-Span Beam 6 U R k 7040 S.E.118TH DR or
[2012 International Building Code(2012 NDS)] c�°um°>.n�. PORTLAND,OR 97266
5.125 INx13.5INx16.OFT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.7 4/16/2015 4:47:11 PM
Section Adequate By:35.8%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.36 IN L/540
Dead Load 0.22 in
Total Load 0.58 IN L/332
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
2
Live Load 3582 Ib 4750 Ib n
Dead Load 2244 Ib 2927 Ib �ft
Total Load 5826 Ib 7677 Ib
Bearing Length 1.75 in 2.30 in
BEAM DATA Cente own
Span Length 16 ft
Unbraced Length-Top 0 ft - Asn —
Unbraced Length-Bottom 16 ft
Live Load Duration Factor 1.00
Camber Adj.Factor 1 UNIFORM LOADS Center
Camber Required 0.22
Notch Depth 0.00 Uniform Live Load 0 plf
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 702 Ib 2570 Ib
Cd=1.00 Dead Load 412 Ib 1509 Ib
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2.5 ft 14 ft
Cd=1.00
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 Three
Left Live Load 230 plf 106 plf 178 plf
Controlling Moment: 22933 ft-Ib Left Dead Load 138 plf 62 plf 105 plf
8.48 Ft from left support of span 2(Center Span) Right Live Load 230 plf 106 plf 178 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 138 plf 62 plf 105 plf
Controlling Shear: -7677 Ib Load Start 0 ft 0 ft 14 ft
At right support of span 2(Center Span) Load End 14 ft 14 ft 16 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 14 ft 14 ft 2 ft
Comparisons with required sections: Reo'd Provided
Section Modulus: 114.66 in3 155.67 in3
Area(Shear): 43.45 int 69.19 int
Moment of Inertia(deflection): 759.83 in4 1050.79 in4
Moment: 22933 ft-Ib 31134 ft-Ib
Shear: -7677 Ib 12223 lb
page '
Project:22155 FOUR D CONST Patrick J. Burke /
Location:M3-MAIN GARAGE BM. t Burke Drawings,Inc.
Multi-Loaded Multi-Span Beam BUR(S C 7040 S.E. 118TH DR or
[2012 International Building Code(2012 NDS)] �'Rstm°i11� PORTLAND,OR 97266
5.125 IN x 21.0 IN x 20.17 FT(18.9+1.2)
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.7 4/16/2015 4:47:11 PM
Section Adequate By:7.3%
Controlling Factor:Shear
DEFLECTIONS Center Right LOADING DIAGRAM
Live Load 0.30 IN L/768 -0.07 IN 2U428
Dead Load 0.14 in -0.03 in
Total Load 0.43 IN U525 -0.10 IN 21J290
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240
REACTIONS A_ B
Live Load 5556 Ib 12587 Ib 2
Dead Load 2253 Ib 8283 Ib
Total Load 7810 Ib 20870 Ib
Bearing Length 2.34 in 6.26 in
BEAM DATA Center Right
Span Length 18.92 ft 1.25 ft
Unbraced Length-Top O ft O ft .8.92 ft B 5�t
Unbraced Length-Bottom 18.92 ft 1.25 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center Right
MATERIAL PROPERTIES Uniform Live Load 0 plf 771 plf
24F-V4-Visually Graded Western Species Uniform Dead Load 0 plf 477 plf
Base Values Adjusted Beam Self Weight 23 plf 23 plf
Bending Stress: Fb= 2400 psi Controlled by: Total Uniform Load 23 pit 1271 plf
Fb_cmpr= 1850 psi Fb'= 2295 psi POINT LOADS-CENTER SPAN
Cd=1.00 Cv=0.96 Load Number One Two
Shear Stress: Fv= 265 psi Fv'= 265 psi Live Load 415 Ib 6807 Ib
Cd=1.00 Dead Load 278 Ib 4967 Ib
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Location 4.67 ft 16.17 ft
Comp.-L to Grain: Fc-1= 650 psi Fc-1'= 650 psi RIGHT SPAN
Controlling Moment: 46853 ft-Ib Load Number QOMLive Load 594 Ib
12.11 Ft from left support of span 2(Center Span) Dead Load 973 Ib
Created by combining all dead loads and live loads on span(s)2 Location 1.25 ft
Controlling Shear: -17714 Ib
19.0 Ft from left support of span 2(Center Span) TRAPEZOIDAL LOADS-CENT R SPAN
Created by combining all dead loads and live loads on span(s)2,3 Load Number One Two Three
Left Live Load 440 plf 445 plf 771 pit
Comparisons with required sections: Read Provided Left Dead Load 110 plf 124 plf 477 plf
Section Modulus: 244.93 in3 376.69 in3 Right Live Load 440 plf 445 plf 771 plf
Area(Shear): 100.27 in2 107.63 in2 Right Dead Load 110 plf 124 plf 477 plf
Moment of Inertia(deflection): 3331.33 in4 3955.22 in4 Load Start 0 ft 4.67 ft 16.17 ft
Moment: 46853 ft-Ib 72057 ft-Ib Load End 4.67 ft 16.17 ft 18.92 ft
Shear: -17714 Ib 19014 Ib I Load Length 4.67 ft 11.5 ft 2.75 ft
- page
Project:22155 FOUR D CONST Patrick J. Burke /
Location:M4-DINING PATIO DR HDR ��i9 Burke Drawings,Inc.
Multi-Loaded Multi-Span Beam B U R C 7040 S.E. 118TH DR or
[2012 International Building Code(2012 NDS)] �s�wma>.ti. PORTLAND,OR 97266
5.5 INx7.5INx6.OFT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/16/2015 4:47:11 PM
Section Adequate By:30.7%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.04 IN U1759
Dead Load 0.02 in
Total Load 0.06 IN U1133
Live Load Deflection Criteria: U360 Total Load Deflection Criteria:U240
REACTIONS A B
Live Load 1059 Ib 1059 Ib
Dead Load 585 Ib 585 Ib
Total Load 1644 Ib 1644 Ib
Bearing Length 0.48 in 0.48 in
BEAM DATA Center
Span Length 6 ft
Unbraced Length-Top 0 ft sn
Unbraced Length-Bottom 6 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 300 plf
#2-Douglas-Fir-Larch Uniform Dead Load 75 plf
Base Values Adjusted Beam Self Weight 9 plf
Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 384 plf
Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN
Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One
Cd=1.00 Left Live Load 53 plf
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Left Dead Load 111 plf
Comp.-L to Grain: Fc-1= 625 psi Fc--L'= 625 psi Right Live Load 53 plf
plf
Controlling Moment: 2466 ft-Ib Right Dead Load 111 Load Start ft
6 ft
3.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2 Load End 6 ft
Controlling Shear: 16441b
Load Length 6 ft
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Ra" Provided
Section Modulus: 39.45 in3 51.56 in3
Area(Shear): 14.5 int 41.25 in2
Moment of Inertia(deflection): 40.96 in4 193.36 in4
Moment: 2466 ft-Ib 3223 ft-Ib
Shear: 16441b 46751b
Page
Project:22155 FOUR D CONST Patrick J.Burke /
Location:M5-LAM JSTS BTWN GREAT RM/DININGHPORTLAND,
Burke Drawings, Inc.
Multi-Loaded Multi-Span Beam 7040 S.E. 118TH DR or
[2012 International Building Code(2012 NDS)] OR 97266
(2)1.5 IN x 11.25 IN x 16.0 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/16/2015 4:47:11 PM
Section Adequate By:72.0%
Controlling Factor:Moment
[CAUTIONS
Laminations are to be fully connected to provide uniform transfer of loads to all members
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.16 IN U1168
Dead Load 0.06 in
Total Load 0.22 IN U856
Live Load Deflection Criteria: U360 Total Load Deflection Criteria:U240
REACTIONS A B
Live Load 617 Ib 403 Ib
Dead Load 213 Ib 159 Ib
Total Load 830 Ib 562 Ib
Bearing Length 0.44 in 0.30 in
BEAM DATA Center
Span Length 16 ft
Unbraced Length-Top 0 ft 16ft B
Unbraced Length-Bottom 16 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 d' sed Beam Self Weight 7 plf
Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 57 plf
Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One
Cd=1.00 Live Load 380 Ib
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 95 Ib
Comp.-L to Grain: Fc-1= 625 psi Fc--L = 625 psi Location 3.5 ft
Controlling Moment: 2759 ft-Ib
6.24 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 830 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: 36.79 in3 63.28 in3
Area(Shear): 6.91 in2 33.75 int
Moment of Inertia(deflection): 109.71 in4 355.96 in4
Moment: 2759 ft-Ib 4746 ft-Ib
Shear: 830 Ib 4050 Ib
page
Project:22155 FOUR D CONST Patrick J.Burke
Location:M6-MAIN BM OVER FOYER �,�id Burke Drawings,Inc.
Multi-Loaded Multi-Span Beam B U R It C 7040 S.E. 118TH DR or
[2012 International Building Code(2012 NDS)] c�ewina7.nc• PORTLAND,OR 97266
5.125 IN x 18.0 IN x 12.83 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.7 4/16/2015 4:47:11 PM
Section Adequate By:8.6%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.18 IN U867
Dead Load 0.11 in
Total Load 0.29 IN U534
Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360
REACTIONS A B
Live Load 6507 Ib 5734 Ib
Dead Load 4297 Ib 3499 Ib
Total Load 10803 Ib 9233 Ib
Bearing Length 3.24 in 2.77 in
SEAM DATA Center
Span Length 12.83 ft
Unbraced Length-Top 0 ft 12.83 ft 13
Unbraced Length-Bottom 12.83 ft
Live Load Duration Factor 1.00
Camber Adj.Factor 1 UNIFORM LOADS Center
Camber Required 0.11
Notch Depth 0.00 Uniform Live Load 0 plf
Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 20 plf
24F-V4-Visually Graded Western Species Total Uniform Load 20 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 2473 Ib 5049 Ib
Cd=1.00 Dead Load 1453 Ib 2965 Ib
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 6.5 ft 6.5 ft
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp.-L to Grain: Fc-1= 650 psi Fc--L'= 650 psi Load Number One Two
Left Live Load 502 plf 230 plf
Controlling Moment: 50971 ft-Ib Left Dead Load 375 plf 108 plf
6.54 Ft from left support of span 2(Center Span) Right Live Load 502 plf 230 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 375 plf 108 plf
Controlling Shear: 10803 Ib Load Start 0 ft 6.5 ft
At left support of span 2(Center Span) Load End 6.5 ft 12.83 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 6.5 ft 6.33 ft
Comparisons with required sections: Read Provided
Section Modulus: 254.85 in3 276.75 in3
Area(Shear): 61.15 int 92.25 in2
Moment of Inertia(deflection): 1680.06 in4 2490.75 in4
Moment: 50971 ft-Ib 55350 ft-Ib
Shear: 108031b 162981b
Page
Project:22155 FOUR D CONST Patrick J.Burke
Location:M7-BM BTWN FOYER/GREAT RM ��a: Burke Drawings, Inc.
Multi-Loaded Multi-Span Beam 6 U R I(C 7040 S.E. 118TH DR or
[2012 International Building Code(2012 NDS)] oRawioa;.a�• PORTLAND,OR 97266
3.5 IN x 9.25 IN x 5.5 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/16/2015 4:47:11 PM
Section Adequate By: 175.0%
Controlling Factor:Moment
DEFLECTIONS Cente LOADING DIAGRAM
Live Load 0.02 IN U3483
Dead Load 0.01 in
Total Load 0.02 IN U2741
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240
REACTIONS A B
Live Load 935 Ib 935 Ib
Dead Load 253 Ib 253 Ib
Total Load 1188 Ib 1188 Ib
Bearing Length 0.54 in 0.54 in
BEAM DATA Center
Span Length 5.5 ft
Unbraced Length-Top 0 ft 5.5 ft
Unbraced length-Bottom 5.5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Cen Pr
MATERIAL PROPERTIES Uniform Live Load 340 plf
#2-Douglas-Fir-Larch Uniform Dead Load 85 plf
Base Values Admusted 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.-t-to Grain: Fc-1= 625 psi Fc-1'= 625 psi
Controlling Moment: 1634 ft-Ib
2.75 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -1188 Ib
6.0 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: Read Provided
Section Modulus: 18.15 in3 49.91 in3
Area(Shear): 9.9 in2 32.38 int
Moment of Inertia(deflection): 23.86 in4 230.84 in4
Moment: 1634 ft-Ib 4492 ft-Ib
Shear: -1188 Ib 3885 Ib
Project:22155 FOUR D CONST page
�a Patrick J.Burke
Location:M8-FRONT PORCH SIDE BM �r F L Burke Drawings,Inc.
Multi-Loaded Multi-Span Beam 6 U R I(C 7040 S.E. 118TH DR or
[2012 International Building 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 9.0.1.7 4/16/2015 4:47:11 PM
Section Adequate By: 14.2%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.12 IN U744
Dead Load 0.08 in
Total Load 0.20 IN U458
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240
REACTIONS A B
Live Load 495 Ib 495 Ib
Dead Load 308 Ib 308 Ib
Total Load 803 Ib 803 Ib
Bearing Length 0.37 in 0.37 in
BEAM DATA Center
Span Length 7.5 ft
Unbraced Length-Top 0 ft 7.6 n —
Unbraced Length-Bottom 7.5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 132 plf
#2-Douglas-Fir-Larch Uniform Dead Load 78 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-1= 625 psi Fc-1'= 625 psi
Controlling Moment: 1506 ft-Ib
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: -803 Ib
8.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Read Provided
Section Modulus: 15.45 in3 17.65 in3
Area(Shear): 6.69 in2 19.25 in2
Moment of Inertia(deflection): 25.41 in4 48.53 in4
Moment: 1506 ft-Ib 1720 ft-Ib
Shear: -803 lb 2310 lb
Pe9e
Project:22155 FOUR D CONST Patrick J.Burke
Location:M9-LAM JSTS O/FRONT GARAGEBurke Drawings, Inc.
Multi-Loaded Multi-Span Beam 6 U R If C 7040 S.E. 118TH DR or
[2012 International Building Code(2012 NDS)] oRa ' ' PORTLAND,OR 97266
(2) 1.5 IN x 11.25 IN x 11.5 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/16/2015 4:47:11 PM
Section Adequate By:331.8%
Controlling Factor:Moment
F
AUTIONS
Laminations are to be fully connected to provide uniform transfer of loads to all members
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.03 IN U4365
Dead Load 0.02 in
Total Load 0.05 IN U2942
Live Load Deflection Criteria:0360 Total Load Deflection Criteria:U240
REACTIONS A B
Live Load 538 Ib 244 Ib
Dead Load 357 Ib 111 Ib
Total Load 895 Ib 355 Ib
Bearing Length 0.48 in 0.19 in
BEAM DATA Center
Span Length 11.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 11.5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 40 plf
#2-Douglas-Fir-Larch Uniform Dead Load 10 plf
Base Values Adbusted Beam Self Weight 7 plf
Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 57 plf
Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Two
Cd=1.00 Left Live Load 0 plf 322 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 80 plf 189 plf
Comp.-L to Grain: Fc-1 = 625 psi Fc-1'= 625 psi Right Live Load 0 plf 322 plf
CRight Dead Load 80 plf 189 plf
Controlling Moment: 1099 ft-Ib
Load Start 0 ft 0 ft
5.29 Ft from left support of span 2(Center Span) Load End 1 ft 1 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 1 ft 1 ft
Controlling Shear: 895 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: 14.65 in3 63.28 in3
Area(Shear): 7.46 in2 33.75 int
Moment of Inertia(deflection): 29.35 in4 355.96 in4
Moment: 1099 ft-Ib 4746 ft-Ib
Shear: 895 lb 4050 lb
page
Project:22155 FOUR D CONST Patrick J.Burke
*'-aR
Location: U1-WINDOW HDR AT SITTING Burke Drawings, Inc.
Multi-Loaded Multi-Span Beam 6 U K I(C 7040 S.E. 118TH DR or
[2012 International Building Code(2012 NDS)] PORTLAND,OR 97266
3.5 IN x 9.25 IN x 6.67 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/16/2015 4:47:11 PM
Section Adequate By:43.5%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.04 IN 01988
Dead Load 0.03 in
Total Load 0.07 IN 01179
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240
REACTIONS A B
Live Load 1114 Ib 1114 Ib
Dead Load 764 Ib 764 Ib
Total Load 1878 Ib 1878 Ib
Bearing Length 0.86 in 0.86 in
BEAM DATA Cen er
Span Length 6.67 ft IM
Unbraced Length-Top 0 ft s.s�n B
Unbraced Length-Bottom 6.67 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 334 plf
#2-Douglas-Fir-Larch Uniform Dead Load 222 plf
Base Values Adjusted Beam Self Weight 7 plf
Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 563 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.-L to Grain: Fc-1= 625 psi Fc-1'= 625 psi
Controlling Moment: 3131 ft-Ib
3.34 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -1878 Ib
7.0 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: Read Provided
Section Modulus: 34.79 in3 49.91 in3
Area(Shear): 15.65 in2 32.38 int
Moment of Inertia(deflection): 46.98 in4 230.84 in4
Moment: 3131 ft-Ib 4492 ft-Ib
Shear: -1878 lb 3885 lb
Page
Project:22155 FOUR D CONST Patrick J.Burke
Location: U2-WINDOW HDR AT MASTER � t:"•. Burke Drawings,Inc.
Multi-Loaded Multi-Span Beam 6l Rt<C 7040 S.E. 118TH DR or
[2012 International Building Code(2012 NDS)] °Rswio"' ' PORTLAND,OR 97266
3.5 IN x 9.25 IN x 6.67 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 4/16/2015 4:47:11 PM
Section Adequate By:43.5%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.04 IN U1988
Dead Load 0.03 in
Total Load 0.07 IN U1179
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240
REACTIONS A B
Live Load 1114 Ib 1114 Ib
Dead Load 764 Ib 764 Ib
Total Load 1878 lb 1878 Ib
Bearing Length 0.86 in 0.86 in
BEAM DATA Center
Span Length 6.67 ft
Unbraced Length-Top 0 ft 6.67n
Unbraced Length-Bottom 6.67 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Ce to er
MATERIAL PROPERTIES Uniform Live Load 334 plf
#2-Douglas-Fir-Larch Uniform Dead Load 222 plf
Base Values Adjusted Beam Self Weight 7 plf
Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 563 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.L to Grain: Fc-L= 625 psi Fc-L'= 625 psi
Controlling Moment: 3131 ft-Ib
3.34 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -1878 Ib
7.0 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: Read Provided
Section Modulus: 34.79 in3 49.91 in3
Area(Shear): 15.65 int 32.38 in2
Moment of Inertia(deflection): 46.98 in4 230.84 in4
Moment: 3131 ft-Ib 4492 ft-Ib
Shear: -1878 lb 3885 lb