Specifications (15) age
Project:22155 JT ROTH CONST Ea Patrick J. Burke
Location:D1 -TYP DECK BM Alan Mascord Design Associates, Inc.
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 I of
[2012 International Building Code(2012 NDS)] __„1,140-01„,e....Portland,OR 97210
3.5 IN x 9.251N x 9.17 FT
#2-Douglas-Fir-Larch-Wet Use StruCalc Version 9.0.2.5 7/14/2016 5:00:52 PM
Section Adequate By: 19.7%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.13 IN 0821
Dead Load 0.04 in
Total Load 0.17 IN U644
Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 1284 lb 1284 lb
Dead Load 353 lb 353 lb
Total Load 1637 lb 1637 lb
Bearing Length 1.12 in 1.12 in
w
BEAM DATA Center
Span Length 9.17 ft
Unbraced Length-Top 0 ft 9.17 ft B"
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 Adiusted 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.1 to Grain: Fc-1= 625 psi Fc--- = 419 psi
Cm=O.67
Controlling Moment: 3753 ft-lb
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 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Rea'd Provided
Section Modulus: 41.7 in3 49.91 in3
Area(Shear): 14.06 in2 32.38 in2
Moment of Inertia(deflection): 101.19 in4 230.84 in4
Moment: 3753 ft-lb 4492 ft-lb
Shear: 1637 lb 3768 lb
NOTES
Project:22155 JT ROTH CONST E. page
Patnick J.Burke
Location:FT1 -FRONT GAR FTG BTWN O.H. DOORS Alan Mascord Design Associates, Inc.
11111Footing 2187 NW Reed St.Suite 100 of
[2012 International Building Code(2012 NDS)] __,1440.4,41....Portland,OR 97210
Footing Size:2.75 FT x 2.75 FT x 12.00 IN
Reinforcement:#4 Bars @ 8.00 IN.O.C.E/W/(4)min. StruCalc Version 9.0.2.5 7/14/2016 5:00:52 PM
Section Footing Design Adequate
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: Fc= 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: f sin
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 lb
Allowable Bearing: Bear-A= 99450 lbs�
Beam Shear Calculations(One Way Shear):
Beam Shear: Vul = 3549 lb i 3 in
Allowable Beam Shear: Vc1 = 20419 lb L
Punching Shear Calculations(Two Way Shear):
2.75 ft 1
Critical Perimeter: Bo= 57 in
Punching Shear: Vu2= 11549 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 6160 lb
Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 3617 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 9777 lb
Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 14196 lb
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 731 lb
Factored Moment: Mu= 58560 in-lb
Nominal Moment Strength: Mn= 335482 in-lb
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.
NOTES
page
Project:22155 JT ROTH CONST Ea Patrick J.Burke
Location: FT2-FOOTING AT MID GARAGE Alan Mascord Design Associates,Inc.
Footing 2187 NW Reed St.Suite 100 of
[2012 111111International Building Code(2012 NDS)) �/,�0,,0 [;_Portland,OR 97210
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 9.0.2.5 7/14/2016 5:00:52 PM
Section Footing Design Adequate
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: Fc= 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 [-6 in-
Required Footing Area: Areq= 15.47 sf
Area Provided: A= 16.00 sf
Baseplate Bearing:
Bearing Required: Bear= 30100 lb 1z in
Allowable Bearing: Bear-A= 99450 lb
Beam Shear Calculations(One Way Shear):
Beam Shear: Vu1 = 9877 lb 3 in
Allowable Beam Shear: Vc1 = 29700 lb att
Punching Shear Calculations(Two Way Shear):
Critical Perimeter: Bo= 57 in
Punching Shear: Vu2= 27448 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 12587 lb
Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 8301 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 20888 lb
Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 30100 lb
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 1547 lb
Factored Moment: Mu= 180602 in-lb
Nominal Moment Strength: Mn= 502555 in-lb
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.69 in
Steel Required Based on Moment: As(1)= 0.41 in2
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
NOTES
Project:22155 JT ROTH CONST 111111page
Patrick J.Burke
Location:FT3-FTG BELOW STAIR/GREAT RM Alan Mascord Design Associates, Inc.
Footing 1111112187 NW Reed St.Suite 100
[2012 International Building Code(2012 NDS)] yry -Portland,OR 97210 or
Footing Size:2.67 FT x 2.67 FT x 12.00 IN -
Reinforcement:#4 Bars @ 8.00 IN.O.C.EA/1/1(4)min. StruCalc Version 9.0.2.5 7/14/2016 5:00:52 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
i bin--
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 lb
Allowable Bearing: Bear-A= 99450 lb n n n
Beam Shear Calculations(One Way Shear): i in
Beam Shear: Vul = 3251 lb E 3 in
Allowable Beam Shear: Vc1 = 19825 lb _._ ____ __ - ___-____.__ _1_
Punching Shear Calculations(Two Way Shear): 2.67 ft
Critical Perimeter: Bo= 57 in
Punching Shear: Vu2= 10755 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 5817 lb
Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 3416 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 9233 lb
Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 13406 lb
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 689 lb
Factored Moment: Mu= 53693 in-lb
Nominal Moment Strength: Mn= 335055 in-lb
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.69 in
Steel Required Based on Moment: As(1)= 0.12 in2
Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.69 in2
Controlling Reinforcing Steel: As-reqd= 0.69 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= 13.02 in
Note:Plain concrete adequate for bending,
therefore adequate development length not required.
NOTES
page
Project:22155 JT ROTH CONST ini Patrick J.Burke
Location:FT3-FOOTING BY STAIRS Alan Mascord Design Associates,Inc.
��
Footing 2187 NW Reed St.Suite 100 of
[2012 International Building Code(2012 NDS)] _- e9> -:Portland,OR 97210
Footing Size:3.0 FT x 3.0 FT x 12.00 IN
Reinforcement:#4 Bars @ 9.00 IN.O.C.E/W/(4)min. StruCalc Version 9.0.2.5 7/14/2016 5:00:52 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= 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: 1-6 In
Ultimate Bearing Pressure: Qu= 1257 psf I I. __ ...
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf
Required Footing Area: Areq= 8.38 sf
Area Provided: A= 9.00 sf I
Baseplate Bearing: 121in
Bearing Required: Bear= 16494 lb
Allowable Bearing: Bear-A= 99450 lb p c_
Beam Shear Calculations(One Way Shear): 13 in
Beam Shear: Vu1 = 4467 lb
Allowable Beam Shear: Vc1 = 22275 lb , aft_
Punching Shear Calculations(Two Way Shear):
Critical Perimeter: Bo= 57 in
Punching Shear: Vu2= 13910 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 7287 lb
Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 4029 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 11316 lb
Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 16494 lb
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 870 lb
Factored Moment: Mu= 74223 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.
NOTES
Project:22155 JT ROTH CONST Es page
Patrick J. Burke
Location:FT4-FTG BELOW DEN/FOYER CORNER Alan Mascord Design Associates, Inc.
111111Footing 2187 NW Reed St.Suite 100 of
[2012 International Building Code(2012 NDS)] J„1:,ry :_Portland,OR 97210
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 9.0.2.5 7/14/2016 5:00:52 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— 6 in
Ultimate Bearing Pressure: Qu= 1349 psf I ,
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf
Required Footing Area: Areq= 8 sf
Area Provided: A= 8.01 sf
Baseplate Bearing: 12 i"
Bearing Required: Bear= 15686 lb
Allowable Bearing: Bear-A= 99450 lb p o o o
Beam Shear Calculations(One Way Shear): T
Beam Shear: Vu1 = 4032 lb i 13i"
Allowable Beam Shear: Vc1 = 21013 lb
Punching Shear Calculations(Two Way Shear):
2.83 ft
Critical Perimeter: Bo= 57 in
Punching Shear: Vu2= 12924 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 6806 lb
Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 3997 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 10803 lb
Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 15686 lb
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 774 lb
Factored Moment: Mu= 66587 in-lb
Nominal Moment Strength: Mn= 335884 in-lb
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:22155 JT ROTH CONST E■ Patrick J.Burke /
Location:Ml-BM OVER FRONT GARAGE Alan Mascord Design Associates, Inc.
111111Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of
[2012 International Building Code(2012 NDS)] j, :44y,,r ',:Portland,OR 97210
5.125 IN x 10.5 IN x 11.5 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 7/14/2016 5:00:52 PM
Section Adequate By:37.8%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.20 IN 11693
Dead Load 0.17 in
Total Load 0.36 IN 0379
Live Load Deflection Criteria:U360 Total Load Deflection Criteria: 0240
REACTIONS A B
Live Load 2234 lb 2615 lb
Dead Load 1845 lb 2173 lb
Total Load 4079 lb 4788 lb TR1
Bearing Length 1.22 in 1.44 in
w
BEAM DATA Center
Span Length 11.5 ft
Unbraced Length-Top 0 ft 11.5ft
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 Adiusted 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=100 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. to Grain: Fc-1 = 650 psi Fc-1'= 650 psi Load End 11.5 ft
Load Length 10.5 ft
Controlling Moment: 13670 ft-lb
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 lb
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: Req'd Provided
Section Modulus: 68.35 in3 94.17 in3
Area(Shear): 27.1 in2 53.81 in2
Moment of Inertia(deflection): 313.49 in4 494.4 in4
Moment: 13670 ft-lb 18834 ft-lb
Shear: -4789 lb 9507 lb
NOTES
page
Project:22155 JT ROTH CONST Patrick J. Burke
Location:M10-LAM JSTS BY STAIR/FRONT Alan Mascord Design Associates, Inc.
Multi-Loaded Multi-Span Beam �� 2187 NW Reed St.Suite 100 of
[2012 International Building Code(2012 NDS)] Portland,OR 97210
(2) 1.5lNx11.25lNx3.5FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 7/14/2016 5:00:52 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: L/240
REACTIONS A B
Live Load 525 lb 525 lb
Dead Load 144 lb 144 lb
Total Load 669 lb 669 lb
Bearing Length 0.36 in 0.36 in
w
BEAM DATA Center s:s
Span Length 3.5 ft
Unbraced Length-Top 0 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 Adiusted 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- = 625 psi Fc-1-'= 625 psi
Controlling Moment: 585 ft-lb
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 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Read Provided
Section Modulus: 7.81 in3 63.28 in3
Area(Shear): 5.58 in2 33.75 in2
Moment of Inertia(deflection): 5.43 in4 355.96 in4
Moment: 585 ft-lb 4746 ft-lb
Shear: 669 lb 4050 lb
NOTES
page
Project:22155 JT ROTH CONST im Patrick J.Burke / '
Location:M11 -DEN FRONT WINDOW HDR Alan Mascord Design Associates, Inc.
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 or
[2012 International Building Code(2012 NDS)] __ ,9 ,:Portland,OR 97210
3.5 IN x 7.25 IN x 6.0 FT .
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 7/14/2016 5:00:52 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 L/807
Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 1059 lb 1059 lb
Dead Load 575 lb 575 lb
Total Load 1634 lb 1634 lb TR1
Bearing Length 0.75 in 0.75 in
w
BEAM DATA Center
t.
Span Length 6 ft ft .. ..,...
Unbraced Length-Top 0 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 300 plf
#2-Douglas-Fir-Larch Uniform Dead Load 75 plf
Base Values Adiusted 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.-I-to Grain: Fc- t = 625 psi Fc-1'= 625 psi Right Live Load 53 plf
Right Dead Load 111 plf
Controlling Moment: 2450 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: -1634 lb
At right support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Read Provided
Section Modulus: 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-lb 2989 ft-lb
Shear: -1634 lb 3045 lb
NOTES
,Project:22155 JT ROTH CONST i® page
Patrick J. Burke
Location:M12-BM OVER BATH/FOYER 1111112187
Mascord Design Associates,Inc.
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of
[2012 International Building Code(2012 NDS)] �, , :.Portland,OR 97210
5.125 IN x 9.0 IN x 11.17 FT
� .
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 7/14/2016 5:00:52 PM
Section Adequate By:49.3%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.19 IN 0702
Dead Load 0.18 in
Total Load 0.37 IN U363
Live Load Deflection Criteria:U360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 2341 lb 2082 lb 1
Dead Load 1980 lb 1844 lb s
2
Total Load 4321 lb 3926 lb
Bearing Length 1.30 in 1.18 in
TR1 TR3
BEAM DATA Center
Span Length 11.17 ft
Unbraced Length-Top O ft A 1t17 ft a
Unbraced Length-Bottom 11.17 ft
Live Load Duration Factor 1.00
Camber Adj.Factor 1.5
Camber Required 0.27 UNIFORM LOADS Center
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:
Fb cmpr= 1850 psi Fb'= 2400 psi Load Number One Two Three
Cd;-1.00 Live Load 1114 lb 607 lb 1114 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 764 lb 357 lb 764 lb
Cd=1.00 Location 2.5 ft 3.5 ft 9.5 ft
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp.-I-to Grain: Fc--I-= 650 psi Fc--L'= 650 psi Load Number One Two Three
Left Live Load 381 plf 0 plf 381 plf
Controlling Moment: 9269 ft-lb 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 lb 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: Req'd 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-lb 13838 ft-lb
Shear: 4322 lb 8149 lb
NOTES
page
Project:22155 JT ROTH CONST Patrick J.Burke
Location:M13-LAM JSTS BY STAIR/DINING SIDE �� Alan Mascord Design Associates,Inc.
Multi-Loaded Multi-Span Beam INN 2187 NW Reed St.Suite 100 or
[2012 International Building Code(2012 NDS)] ___4140-0,1,06._Portland,OR 97210
(2) 1.5INx11.251Nx2.0FT -
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 7/14/2016 5:00:52 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 lb 380 lb
Dead Load 102 lb 102 lb
Total Load 482 lb 482 lb
Bearing Length 0.26 in 0.26 in
w
BEAM DATA Cen er
Span Length 2 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 2 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 380 plf
#2-Douglas-Fir-Larch Uniform Dead Load 95 plf
Base Values Adjusted 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.1 to Grain: Fc- I = 625 psi Fc- = 625 psi
Controlling Moment: 241 ft-lb
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: -482 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: 3.22 in3 63.28 in3
Area(Shear): 4.02 in2 33.75 in2
Moment of Inertia(deflection): 1.28 in4 355.96 in4
Moment: 241 ft-lb 4746 ft-lb
Shear: -482 lb 4050 lb
NOTES
ER page
Project:22155 JT ROTH CONST Patrick J. Burke
Location:M14-WINDOW HDR AT REAR GREAT RM. Alan Mascord Design Associates,Inc.
Multi-Loaded Multi-Span Beam 11 2187 NW Reed St.Suite 100 of
[2012 International Building Code(2012 NDS)] _,,14040,10„k„,,6,.Portland,OR 97210
3.5 IN x 9.25 IN x 7.5 FT
#2 Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 7/14/2016 5:00:53 PM
Section Adequate By:31.2%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.06 IN L/1459
Dead Load 0.03 in
Total Load 0.09 IN L/959
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 1200 lb 1200 lb
Dead Load 626 lb 626 lb
Total Load 1826 lb 1826 lb
Bearing Length 0.83 in 0.83 in
w
BEAM DATA Center
Span Length 7.5 ft
Unbraced Length-Top 0 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 320 plf
#2-Douglas-Fir-Larch Uniform Dead Load 160 plf
Base Values Adjusted Beam Self Weight 7 plf
Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 487 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-1'= 625 psi
Controlling Moment: 3424 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: -1826 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
Comparisons with required sections: Req'd Provided
Section Modulus: 38.05 in3 49.91 in3
Area(Shear): 15.22 in2 32.38 in2
Moment of Inertia(deflection): 57.78 in4 230.84 in4
Moment: 3424 ft-lb 4492 ft-lb
Shear: -1826 lb 3885 lb
NOTES
page
Project:22155 JT ROTH CONST ER Patrick J. Burke /
Location:M15-MULT JSTS OVER REAR GARAGE Alan Mascord Design Associates, Inc.
Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St.Suite 100 of
[2012 International Building Code(2012 NDS)] ...._4(40,004,Z,_Portland,OR 97210
(2) 1.5 IN x 11.25 IN x 10.33 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 7/14/2016 5:00:53 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 Center 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:L/240
REACTIONS A B
Live Load 594 lb 594 lb
Dead Load 973 lb 973 lb
Total Load 1567 lb 1567 lb
Bearing Length 0.84 in 0.84 in
w
BEAM DATA Center y- —
Span Length 10.33 ft - .-7,7.v.
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 Adiusted 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.-I-to Grain: Fc- I-= 625 psi Fc--'-'= 625 psi
Controlling Moment: 4046 ft-lb
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 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: Reo'd 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-lb 4746 ft-lb
Shear: 1567 lb 4050 lb
NOTES
Project:22155 JT ROTH CONST II page
Patrick J. Burke /
Location:M16-REAR COVERED PATIO BM 1111112187
Mascord Design Associates, Inc.
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of
[2012 International Building Code(2012 NDS)] _470,04,44e....Portland,OR 97210
5.125 IN x 10.5 IN x 14.0 FT
-
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 7/14/2016 5:00:53 PM
Section Adequate By:23.3%
Controlling Factor:Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.22 IN L/762
Dead Load 0.16 in
Total Load 0.38 IN U444
Live Load Deflection Criteria:U480 Total Load Deflection Criteria: L/360
REACTIONS A B
Live Load 1589 lb 1589 lb
Dead Load 1139 lb 1139 lb
Total Load 2728 lb 2728 lb
Bearing Length 0.82 in 0.82 in
BEAM DATA Center
Span Length 14 ft
Unbraced Length-Top 0 ft 14ft B
Unbraced Length-Bottom 14 ft
Live Load Duration Factor 1.00
Camber Adj.Factor 1 UNIFORM LOADS Center
Camber Required 0.16 Uniform Live Load 227 plf
Notch Depth 0.00
Uniform Dead Load 151 plf
MATERIAL PROPERTIES Beam Self Weight 12 plf
24F-V4-Visually Graded Western Species Total Uniform Load 390 plf
Base Values Adiusted
Bending Stress: Fb= 2400 psi Controlled by:
Fb_cmpr= 1850 psi Fb'= 2400 psi
Cd=1.00
Shear Stress: Fv= 265 psi Fv'= 265 psi
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Comp.-L to Grain: Fc- L= 650 psi Fc--L'= 650 psi
Controlling Moment: 9547 ft-lb
7.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 2728 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: 47.73 in3 94.17 in3
Area(Shear): 15.44 in2 53.81 in2
Moment of Inertia(deflection): 400.9 in4 494.4 in4
Moment: 9547 ft-lb 18834 ft-lb
Shear: 2728 lb 9507 lb
NOTES
page
Project:22155 JT ROTH CONST E. Patrick J.Burke
Location:M2-16/0 GAR DR HDR iimj Alan Mascord Design Associates,Inc.
Multi-Loaded Multi-Span Beam IIIIII 2187 NW Reed St.Suite 100 or
[2012 International Building Code(2012 NDS)] y4lt .4y Portland,OR 97210
5.125 IN x 13.5 IN x 16.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 7/14/2016 5:00:53 PM
Section Adequate By:35.8%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.36 IN 11540
Dead Load 0.22 in
Total Load 0.58 IN 11332
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B 2
Live Load 3582 lb 4750 lb x
t
Dead Load 2244 lb 2927 lb
Total Load 5826 lb 7677 lb TR2
Bearing Length 1.75 in 2.30 in TR1 TR3
BEAM DATA Center
Span Length 16 ft
Unbraced Length-Top 0 ft i 6 ft_ B
Unbraced Length-Bottom 16 ft
Live Load Duration Factor 1.00
Camber Adj.Factor 1 UNIFORM LOADS Center
Camber Required 0.22 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
Fbcmpr= 1850 psi Fb'= 2400 psi Live Load 702 lb 2570 lb
Cd7=1.00 Dead Load 412 lb 1509 lb
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-L= 650 psi Fc-L'= 650 psi Load Number One Two Three
Left Live Load 230 plf 106 plf 178 plf
Controlling Moment: 22933 ft-lb 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 lb 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: Req'd Provided
Section Modulus: 114.66 in3 155.67 in3
Area(Shear): 43.45 in2 69.19 in2
Moment of Inertia(deflection): 759.83 in4 1050.79 in4
Moment: 22933 ft-lb 31134 ft-lb
Shear: -7677 lb 12223 lb
NOTES
m� page
Project:22155 JT ROTH CONST Patrick J. Burke
Location:M3-MAIN GARAGE BM. Alan Mascord Design Associates, Inc.
Multi-Loaded Multi-Span Beam 11111 2187 NW Reed St.Suite 100 of
[2012 International Building Code(2012 NDS)) Portland,OR 97210
5.125 IN x 21.0 IN x 20.17 FT(18.9+ 1.2)
- ' '�k90
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 7/14/2016 5:00:53 PM
Section Adequate By:9.3%
Controlling Factor: Shear
DEFLECTIONS Center Right LOADING DIAGRAM
Live Load 0.28 IN L/798 -0.07 IN 2U442
Dead Load 0.13 in -0.03 in
Total Load 0.41 IN 11549 -0.10 IN 2L/300
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 5229 lb 12397 lb 1
Dead Load 2034 lb 8157 lb
Total Load 7263 lb 20554 lb
Bearing Length 2.18 in 6.17 in
TR3 W
BEAM DATA Center Right TR1 TR2
Span Length 18.92 ft 1.25 ft � ..,.-,,,r �~~• ° �
Unbraced Length-Top O ft O ft A 18.92 ft „ . 5ft
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 plf 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 2615 lb 4090 lb
Cd=1.00 Dead Load 2173 lb 2727 lb
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Location 16.17 ft 16.17 ft
Comp.-1-to Grain: Fc-1= 650 psi Fc--t-'= 650 psi RIGHT SPAN
Controlling Moment: 45416 ft-lb Load Number One
Live Load 594 lb
12.49 Ft from left support of span 2(Center Span) Dead Load 973 lb
Created by combining all dead loads and live loads on span(s)2 Location 1.25 ft
Controlling Shear: -17398 lb
19.0 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)2,3 Load Number One Two Three
Left Live Load 440 plf 445 plf 771 plf
Comparisons with required sections: Reo'd Provided Left Dead Load 110 plf 124 plf 477 plf
Section Modulus: 237.42 in3 376.69 in3 Right Live Load 440 plf 445 plf 771 plf
Area(Shear): 98.48 in2 107.63 in2 Right Dead Load 110 plf 124 plf 477 plf
Moment of Inertia(deflection): 3228.58 in4 3955.22 in4 Load Start 0 ft 4.67 ft 16.17 ft
Moment: 45416 ft-lb 72057 ft-lb Load End 4.67 ft 16.17 ft 18.92 ft
Shear: -17398 lb 19014 lb Load Length 4.67 ft 11.5 ft 2.75 ft
NOTES
page
Project:22155 JT ROTH CONST Ea Patrick J. Burke
Location:M4-DINING PATIO DR HDR Alan Mascord Design Associates, Inc.
Multi-Loaded Multi-Span Beam 1111111 2187 NW Reed St.Suite 100 or
[2012 International Building Code(2012 NDS)] __,, .9}!._Portland,OR 97210
5.51Nx7.5INx6.OFT '
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 7/14/2016 5:00:53 PM
Section Adequate By:30.7%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.04 IN L/1759
Dead Load 0.02 in
Total Load 0.06 IN U1133
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 1059 lb 1059 lb
Dead Load 585 lb 585 lb
Total Load 1644 lb 1644 lb TR1
Bearing Length 0.48 in 0.48 in
w
BEAM DATA Center
Span Length 6 ft
Unbraced Length-Top 0 ft 6ft
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.±to Grain: Fc-1= 625 psi Fc- = 625 psi Right Live Load 53 plf
Right Dead Load 111 plf
Controlling Moment: 2466 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: 1644 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Rea'd Provided
Section Modulus: 39.45 in3 51.56 in3
Area(Shear): 14.5 in2 41.25 in2
Moment of Inertia(deflection): 40.96 in4 193.36 in4
Moment: 2466 ft-lb 3223 ft-lb
Shear: 1644 lb 4675 lb
NOTES
mil
page
, Project:22155 JT ROTH CONST Patrick J.Burke
Location:M5-LAM JSTS BTWN GREAT RM/DINING Alan Mascord Design Associates,Inc.
Multi-Loaded Multi-Span Beam �� 2187 NW Reed St.Suite 100 of
[2012 International Building Code(2012 NDS)] Portland,OR 97210
(2) 1.5INx11.25INx16.0FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 7/14/2016 5:00:53 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: L/360 Total Load Deflection Criteria: U240
REACTIONS A B
Live Load 617 lb 403 lb
Dead Load 213 lb 159 lb
Total Load 830 lb 562 lb
Bearing Length 0.44 in 0.30 in
w
BEAM DATA Center
Span Length 16 ft
Unbraced Length-Top 0 ft
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 Adjusted 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--L= 625 psi Fc--L'= 625 psi Location 3.5 ft
Controlling Moment: 2759 ft-lb
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 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: 36.79 in3 63.28 in3
Area(Shear): 6.91 in2 33.75 in2
Moment of Inertia(deflection): 109.71 in4 355.96 in4
Moment: 2759 ft-lb 4746 ft-lb
Shear: 830 lb 4050 lb
NOTES
page
Project:22155 JT ROTH CONST ER Patrick J.Burke /
Location:M6-MAIN BM OVER FOYER Alan Mascord Design Associates, Inc.
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of
[2012 International Building Code(2012 NDS)] r,. ,fes ;_Portland,OR 97210
5.125INx18.0INx12.83FT '
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 7/14/2016 5:00:53 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: L/360
REACTIONS A B
Live Load 6507 lb 5734 lb
Dead Load 4297 lb 3499 lb
Total Load 10804 lb 9233 lb .
Bearing Length 3.24 in 2.77 in TRI
BEAM DATA Center
Span Length 12.83 ft
Unbraced Length-Top 0 ft 12.83 ft -_B
Unbraced Length-Bottom 12.83 ft
Live Load Duration Factor 1.00
Camber Adj.Factor 1 UNIFORM LOADS Center
Camber Required 0.11 Uniform Live Load 0 plf
Notch Depth 0.00 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 Adiusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two
Fbcmpr= 1850 psi Fb'= 2400 psi Live Load 2473 lb 5049 lb
Cd7=1.00 Dead Load 1453 lb 2965 lb
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.J to Grain: Fc- = 650 psi Fc- = 650 psi Load Number One Two
Left Live Load 502 plf 230 plf
Controlling Moment: 50971 ft-lb 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 lb 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: Req'd Provided
Section Modulus: 254.85 in3 276.75 in3
Area(Shear): 61.15 in2 92.25 in2
Moment of Inertia(deflection): 1680.06 in4 2490.75 in4
Moment: 50971 ft-lb 55350 ft-lb
Shear: 10803 lb 16298 lb
NOTES
page
Project:22155 JT ROTH CONST Patrick J. Burke
Location:M7-BM BTWN FOYER/GREAT RM Alan Mascord Design Associates, Inc.
Multi-Loaded Multi-Span Beam 11111 2187 NW Reed St.Suite 100 or
[2012 International Building Code(2012 NDS)] ___.14040,,,r041..,_
Portland,OR 97210
3.5 IN x 9.25 IN x 5.5 FT
-
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 7/14/2016 5:00:53 PM
Section Adequate By: 175.0%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.02 IN L/3483
Dead Load 0.01 in
Total Load 0.02 IN L/2741
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 935 lb 935 lb
Dead Load 253 lb 253 lb
Total Load 1188 lb 1188 lb
Bearing Length 0.54 in 0.54 in
w
BEAM DATA Center
Span Length 5.5 ft
Unbraced Length-Top 0 ft A 5.5 ft B
Unbraced Length-Bottom 5.5 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 Adiusted 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.-I-to Grain: Fc--L= 625 psi Fc- = 625 psi
Controlling Moment: 1634 ft-lb
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 lb
6.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 18.15 in3 49.91 in3
Area(Shear): 9.9 in2 32.38 in2
Moment of Inertia(deflection): 23.86 in4 230.84 in4
Moment: 1634 ft-lb 4492 ft-lb
Shear: -1188 lb 3885 lb
NOTES
page
Project:22155 JT ROTH CONST 111111 Patrick J.Burke /
Location:M8-FRONT PORCH SIDE BM Alan Mascord Design Associates, Inc.
Multi Loaded Multi Span Beam 11111 2187 NW Reed St.Suite 100 or
[2012 International Building Code(2012 NDS)] _ 4' .Portland,OR 97210
3.51N x 5.5 IN x 7.5 FT '
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 7/14/2016 5:00:53 PM
Section Adequate By: 14.2%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.12 IN L/744
Dead Load 0.08 in
Total Load 0.20 IN L/458
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 495 lb 495 lb
Dead Load 308 lb 308 lb
Total Load 803 lb 803 lb
Bearing Length 0.37 in 0.37 in
w
BEAM DATA Center — — ---®� - —
Span Length 7.5 ft
Unbraced Length-Top 0 ft A 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 132 plf
#2-Douglas-Fir-Larch Uniform Dead Load 78 plf
Base Values Adiusted Beam Self Weight 4 plf
Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 214 plf
Cd=1.00 CF=1.30
Shear Stress: Fv= 180 psi Fv'= 180 psi
Cd=1.00
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Comp.-I-to Grain: Fc-L= 625 psi Fc-L'= 625 psi
Controlling Moment: 1506 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: -803 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
Comparisons with required sections: Rea'd 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-lb 1720 ft-lb
Shear: -803 lb 2310 lb
NOTES
page
Project:22155 JT ROTH CONST ER Patrick J.Burke
Location:M9-LAM JSTS 0/FRONT GARAGE Alan Mascord Design Associates,Inc.
Multi-Loaded Multi-Span Beam 11111 2187 NW Reed St.Suite 100 of
[2012 International Building Code(2012 NDS)] Portland,OR 97210
(2)1.51Nx11.251Nx11.5FT '�dre91
#2-Douglas-Fir-Larch Dry Use StruCalc Version 9.0.2.5 7/14/2016 5:00:53 PM
Section Adequate By:331.8%
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 0.03 IN L/4365
Dead Load 0.02 in
Total Load 0.05 IN L/2942
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 538 lb 244 lb
Dead Load 357 lb 111 lb TR2
Total Load 895 lb 355 lb
Bearing Length 0.48 in 0.19 in
w
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 Adjusted 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= 1 1600 ksi E'=1 1600 ksi Left Dead Load 80 plf 189 plf
Comp. to Grain: Fc- _ 625 psi Fc- _ 625 psi Right Live Load 0 plf 322 plf
Controlling Moment: 1099 ft-lb Right Dead Load 80 p11 189 plf
5.29 Ft from left support of span 2(Center Span) Load Start 0 ft 0 ft
Created by combining all dead loads and live loads on span(s)2 Load End 1 ft 1 ft
Controlling Shear: 895 lb Load Length 1 ft 1 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: Rec'd Provided
Section Modulus: 14.65 in3 63.28 in3
Area(Shear): 7.46 in2 33.75 in2
Moment of Inertia(deflection): 29.35 in4 355.96 in4
Moment: 1099 ft-lb 4746 ft-lb
Shear: 895 lb 4050 lb
NOTES
Page
Project:22155 JT ROTH CONST Es Patrick J.Burke /
Location: U1-WINDOW HDR AT SITTING Alan Mascord Design Associates,Inc.
Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 or
[2012 International Building Code(2012 NDS)] f41.404¢, l,.Portland,OR 97210
3.5 IN x 9.25 IN x 6.67 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 7/14/2016 5:00:53 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 L/1179
Live Load Deflection Criteria:U360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 1114 lb 1114 lb
Dead Load 764 lb 764 lb
Total Load 1878 lb 1878 lb
Bearing Length 0.86 in 0.86 in
w
BEAM DATA Center
Span Length 6.67 ft
Unbraced Length-Top 0 ft 6.67 ft
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 Adiusted 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.1 to Grain: Fc- = 625 psi Fc--- = 625 psi
Controlling Moment: 3131 ft-lb
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 lb
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 in2
Moment of Inertia(deflection): 46.98 in4 230.84 in4
Moment: 3131 ft-lb 4492 ft-lb
Shear: -1878 lb 3885 lb
NOTES
Project:22155 JT ROTH CONST page
Patrick J.Burke
Location:U2-WINDOW HDR AT MASTER Alan Mascord Design Associates, Inc.
Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St.Suite 100 of
[2012 International Building Code(2012 NDS)] Portland,OR 97210
3.51N x 9.25 IN x 7.5 FT -
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 7/14/2016 5:00:53 PM
Section Adequate By: 13.5%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.06 IN L/1398
Dead Load 0.04 in
Total Load 0.11 IN L/829
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 1253 lb 1253 lb
Dead Load 859 lb 859 lb
Total Load 2112 lb 2112 lb
Bearing Length 0.97 in 0.97 in
w
BEAM DATA Center
Span Length 7.5 ft
Unbraced Length-Top 0 ft 7.5 ft B
Unbraced Length-Bottom 7.5 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.1-to Grain: Fc--1-= 625 psi Fc-1-'= 625 psi
Controlling Moment: 3959 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: 2111 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: 43.99 in3 49.91 in3
Area(Shear): 17.59 in2 32.38 in2
Moment of Inertia(deflection): 66.79 in4 230.84 in4
Moment: 3959 ft-lb 4492 ft-lb
Shear: 2111 lb 3885 lb
NOTES