Report (6) mv5 72..vr 5--00.2S
DFooting Design f 2003 International Residential Code(01 NDS)1 Ver:6.00. .:;. I 1�
By: Mark Stewart , Mark Stewart Home Design on: 06-08-2007 :5:18:39 PM
Project: FOOTINGS-Location:f-16
Summary: DEC 8 2015
Footing Size: 3.0 FT x 3.0 FT x 12.00 IN
Reinforcement:#4 Bars @ 7.00 IN. O.C. E/W/(5) min. BUICI Y OF TIGARD
SDN
Footing Loads:
Live Load: PL= 6000 LB
Dead Load: PD= 5000 LB
Total Load: PT= 11000 LB
Ultimate Factored Load: Pu= 17200 LB
Footing Properties:
Allowable Soil Bearing Pressure: Qs= 1500 PSF
Concrete Compressive Strength: F'c= 2500 PSI
Reinforcing Steel Yield Strength: Fy= 40000 PSI
Concrete Reinforcement Cover: c= 3.00 IN
Footing Size:
Width: W= 3.0 FT
Length: L= 3.0 FT
Depth: Depth= 12.00 IN
Effective Depth to Top Layer of Steel: d= 8.25 IN
Column and Baseplate Size:
Column Type: (Wood)
Column Width: m= 4.00 IN
Column Depth: n= 6.00 IN
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1222 PSF
Effective Allowable Soil Bearing Pressure: Qe= 1350 PSF
Required Footing Area: Areq= 8.15 SF
Area Provided: A= 9.0 SF
Baseplate Bearing:
Bearing Required: Bearing= 17200 LB
Allowable Bearing: Bearing-Allow= 71400 LB
Beam Shear Calculations(One Way Shear):
Beam Shear: Vul= 4658 LB
Allowable Beam Shear: vc1= 25245 LB
Punching Shear Calculations(Two way shear):
Critical Perimeter: Bo= 53.00 IN
Punching Shear: Vu2= 14883 LB
Allowable Punching Shear(ACI 11-35): vc2-a= 86721 LB
Allowable Punching Shear(ACI 11-36): vc2-b= 152873 LB
Allowable Punching Shear(ACI 11-37): vc2-c= 74333 LB
Controlling Allowable Punching Shear: vc2= 74333 LB
Bending Calculations:
Factored Moment: Mu= 77400 IN-LB
Nominal Moment Strength: Mn= 282369 IN-LB
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.51 IN
Steel Required Based on Moment: As(1)= 0.26 IN2
Minimum Code Required Reinforcement(Shrinkage/Temperature ACI-10.5.4): As(2)= 0.86 IN2
Controlling Reinforcing Steel: As-reqd= 0.86 IN2
Selected Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W/(5) Min.
Reinforcement Area Provided: As= 0.98 IN2
Development Length Calculations:
Development Length Required: Ld= 15.00 IN
Development Length Supplied: Ld-sup= 15.00 IN
•
Footing Design [2003 International Residential Code(01 NDS)1 Ver: 6.00.81
By: Mark Stewart , Mark Stewart Home Design on:06-08-2007 : 5:18:40 PM
Project: FOOTINGS-Location: f-18
Summary:
Footing Size: 3.25 FT x 3.25 FT x 12.00 IN
Reinforcement:#4 Bars @ 8.00 IN. O.C. E/W/(5) min.
Footing Loads:
Live Load: PL= 7000 LB
Dead Load: PD= 6000 LB
Total Load: PT= 13000 LB
Ultimate Factored Load: Pu= 20300 LB
Footing Properties:
Allowable Soil Bearing Pressure: Qs= 1500 PSF
Concrete Compressive Strength: F'c= 2500 PSI
Reinforcing Steel Yield Strength: Fy= 40000 PSI
Concrete Reinforcement Cover: c= 3.00 IN
Footing Size:
Width: W= 3.25 FT
Length: L= 3.25 FT
Depth: Depth= 12.00 IN
Effective Depth to Top Layer of Steel: d= 8.25 IN
Column and Baseplate Size:
Column Type: (Wood)
Column Width: m= 4.00 IN
Column Depth: n= 6.00 IN
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1231 PSF
Effective Allowable Soil Bearing Pressure: Qe= 1350 PSF
Required Footing Area: Areq= 9.63 SF
Area Provided: A= 10.56 SF
Baseplate Bearing:
Bearing Required: Bearing= 20300 LB
Allowable Bearing: Bearing-Allow= 71400 LB
Beam Shear Calculations(One Way Shear):
Beam Shear: Vu1= 5856 LB
Allowable Beam Shear: vc1= 27349 LB
Punching Shear Calculations(Two way shear):
Critical Perimeter: Bo= 53.00 IN
Punching Shear: Vu2= 17970 LB
Allowable Punching Shear(ACI 11-35): vc2-a= 86721 LB
Allowable Punching Shear(ACI 11-36): vc2-b= 152873 LB
Allowable Punching Shear(ACI 11-37): vc2-c= 74333 LB
Controlling Allowable Punching Shear: vc2= 74333 LB
Bending Calculations:
Factored Moment: Mu= 98963 IN-LB
Nominal Moment Strength: Mn= 283066 IN-LB
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.47 IN
Steel Required Based on Moment: As(1)= 0.34 IN2
Minimum Code Required Reinforcement(Shrinkage/Temperature ACI-10.5.4): As(2)= 0.94 IN2
Controlling Reinforcing Steel: As-reqd= 0.94 IN2
Selected Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W/(5) Min.
Reinforcement Area Provided: As= 0.98 IN2
Development Length Calculations:
Development Length Required: Ld= 15.00 IN
Development Length Supplied: Ld-sup= 16.50 IN
Footing Design f 2003 International Residential Code(01 NDS)1 Ver: 6.00.81
By: Mark Stewart , Mark Stewart Home Design on:06-08-2007 : 5:18:43 PM
Project: FOOTINGS-Location:f-24
Summary:
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.
Footing Loads:
Live Load: PL= 10000 LB
Dead Load: PD= 10000 LB
Total Load: PT= 20000 LB
Ultimate Factored Load: Pu= 31000 LB
Footing Properties:
Allowable Soil Bearing Pressure: Qs= 1500 PSF
Concrete Compressive Strength: F'c= 2500 PSI
Reinforcing Steel Yield Strength: Fy= 40000 PSI
Concrete Reinforcement Cover: c= 3.00 IN
Footing Size:
Width: W= 4.0 FT
Length: L= 4.0 FT
Depth: Depth= 12.00 IN
Effective Depth to Top Layer of Steel: d= 8.25 IN
Column and Baseplate Size:
Column Type: (Wood)
Column Width: m= 4.00 IN
Column Depth: n= 6.00 IN
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1250 PSF
Effective Allowable Soil Bearing Pressure: Qe= 1350 PSF
Required Footing Area: Areq= 14.81 SF
Area Provided: A= 16.0 SF
Baseplate Bearing:
Bearing Required: Bearing= 31000 LB
Allowable Bearing: Bearing-Allow= 71400 LB
Beam Shear Calculations(One Way Shear):
Beam Shear: Vu1= 10172 LB
Allowable Beam Shear: vc1= 33660 LB
Punching Shear Calculations(Two way shear):
Critical Perimeter: Bo= 53.00 IN
Punching Shear: Vu2= 28651 LB
Allowable Punching Shear(ACI 11-35): vc2-a= 86721 LB
Allowable Punching Shear(ACI 11-36): vc2-b= 152873 LB
Allowable Punching Shear(ACI 11-37): vc2-c= 74333 LB
Controlling Allowable Punching Shear: vc2= 74333 LB
Bending Calculations:
Factored Moment: Mu= 186000 IN-LB
Nominal Moment Strength: Mn= 339930 IN-LB
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.46 IN
Steel Required Based on Moment: As(1)= 0.64 IN2
Minimum Code Required Reinforcement(Shrinkage/Temperature ACI-10.5.4): As(2)= 1.15 IN2
Controlling Reinforcing Steel: As-reqd= 1.15 IN2
Selected Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W/(6) Min.
Reinforcement Area Provided: As= 1.18 IN2
Development Length Calculations:
Development Length Required: Ld= 15.00 IN
Development Length Supplied: Ld-sup= 21.00 IN
Footing Design 12003 International Residential Code(01 NDS)1 Ver: 6.00.81
By: Mark Stewart , Mark Stewart Home Design on: 06-08-2007 : 5:18:44 PM
Prosect: FOOTINGS-Location:f-26
Summary:
Footing Size:4.5 FT x 4.5 FT x 12.00 IN
Reinforcement:#4 Bars @ 7.00 IN. O.C. E/W/(7) min.
Footing Loads:
Live Load: PL= 7000 LB
Dead Load: PD= 17000 LB
Total Load: PT= 24000 LB
Ultimate Factored Load: Pu= 35700 LB
Footing Properties:
Allowable Soil Bearing Pressure: Qs= 1500 PSF
Concrete Compressive Strength: F'c= 2500 PSI
Reinforcing Steel Yield Strength: Fy= 40000 PSI
Concrete Reinforcement Cover: c= 3.00 IN
Footing Size:
Width: W= 4.5 FT
Length: L= 4.5 FT
Depth: Depth= 12.00 IN
Effective Depth to Top Layer of Steel: d= 8.25 IN
Column and Baseplate Size:
Column Type: (Wood)
Column Width: m= 4.00 IN
Column Depth: n= 6.00 IN
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1185 PSF
Effective Allowable Soil Bearing Pressure: Qe= 1350 PSF
Required Footing Area: Areq= 17.78 SF
Area Provided: A= 20.25 SF
Baseplate Bearing:
Bearing Required: Bearing= 35700 LB
Allowable Bearing: Bearing-Allow= 71400 LB
Beam Shear Calculations(One Way Shear):
Beam Shear: Vu1= 12396 LB
Allowable Beam Shear: vcl= 37868 LB
Punching Shear Calculations(Two way shear):
Critical Perimeter: Bo= 53.00 IN
Punching Shear: Vu2= 33563 LB
Allowable Punching Shear(ACI 11-35): vc2-a= 86721 LB
Allowable Punching Shear(ACI 11-36): vc2-b= 152873 LB
Allowable Punching Shear(ACI 11-37): vc2-c= 74333 LB
Controlling Allowable Punching Shear: vc2= 74333 LB
Bending Calculations:
Factored Moment: Mu= 240975 IN-LB
Nominal Moment Strength: Mn= 396163 IN-LB
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.48 IN
Steel Required Based on Moment: As(1)= 0.83 IN2
Minimum Code Required Reinforcement(Shrinkage/Temperature ACI-10.5.4): As(2)= 1.30 IN2
Controlling Reinforcing Steel: As-reqd= 1.30 IN2
Selected Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W/(7) Min.
Reinforcement Area Provided: As= 1.37 IN2
Development Length Calculations:
Development Length Required: Ld= 15.00 IN
Development Length Supplied: Ld-sup= 24.00 IN
Project:JT ROTH MEDALLION MEADOWS 2 page
Mark Stewart
Location:M-3
Mark Stewart Home Design
Multi-Loaded Multi-Span Beam ) 8
22582 SW Main St #309of
41.1116
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
5.5 INx9.5INx3.5FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 11/25/2015 1:44:30 PM
Section Adequate By:168.3% LOADING DIAGRAM
Controlling Factor:Shear
DEFLECTIONS Center
Live Load 0.01 IN L/5085
Dead Load 0.00 in
Total Load 0.01 IN L/5039
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 2188 lb 2188 lb
Dead Load 20 lb 20 lb
Total Load 2207 lb 2207 lb
Bearing Length 0.64 in 0.64 in - s
BEAM DATA Center 3.5 ft B
Span Length 3.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 3.5 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 1250 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 11 plf
#2-Douglas-Fir-Larch Total Uniform Load 1261 plf
Base Values Adjusted
Bending Stress: Fb= 875 psi Fb'= 875 psi
Cd=1.00 CF=1.00
Shear Stress: Fv= 170 psi Fv'= 170 psi
Cd=1.00
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi
Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi
Comp. to Grain: Fc-1= 625 psi Fc-1'= 625 psi
Controlling Moment: 1931 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: 2207 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: 26.49 in3 82.73 in3
Area(Shear): 19.48 in2 52.25 in2
Moment of Inertia(deflection): 27.82 in4 392.96 in4
Moment: 1931 ft-lb 6032 ft-lb
Shear: 2207 lb 5922 lb
page
Project:JT ROTH MEDALLION MEADOWS 2
Mark Stewart
Location:M-4 = /
`1 , I Mark Stewart Home Design
Multi-Loaded Multi-Span Beam * 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
3.51N x 11.25 IN x 9.5 FT
2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 11/25/2015 1:44:30 PM
Section Adequate By: 120.8% LOADING DIAGRAM
Controlling Factor:Deflection
DEFLECTIONS Center
Live Load 0.14 IN L/795
Dead Load 0.00 in
Total Load 0.15 IN L/780
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 3088 lb 3088 lb
Dead Load 58 lb 58 lb
Total Load 3146 lb 3146 lb
Bearing Length 1.20 in 1.20 in
BEAM DATA Center
Span Length 9.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 9.5 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00
Notch Depth 0.00 Uniform Live Load 650 plf
Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 12 plf
2.0E Parallam-iLevel Trus Joist Total Uniform Load 662 plf
Base Values Adjusted
Bending Stress: Fb= 2900 psi Fb'= 2921 psi
Cd=1.00 CF=1.01
Shear Stress: Fv= 290 psi Fv'= 290 psi
Cd=1.00
Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi
Comp.±to Grain: Fc-J = 750 psi Fc-±'= 750 psi
Controlling Moment: 7472 ft-lb
4.75 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 3146 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: 30.7 in3 73.83 in3
Area(Shear): 16.27 in2 39.38 in2
Moment of Inertia(deflection): 188.06 in4 415.28 in4
Moment: 7472 ft-lb 17970 ft-lb
Shear: 3146 lb 7613 lb
Page
Project:JT ROTH MEDALLION MEADOWS 2
Mark Stewart
Location:M-8 Mark Stewart Home Design
Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
5.25 IN x 11.25 IN x 11.0 FT(8+3)
2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 11/25/2015 1:44:31 PM
Section Adequate By:1095.2% LOADING DIAGRAM
Controlling Factor:Shear
DEFLECTIONS Center Right
Live Load 0.01 IN UMAX 0.01 IN 2L/5628
Dead Load 0.00 in 0.01 in
Total Load -0.01 IN L/MAX 0.02 IN 2L/3844
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 400 lb 1113 lb
Dead Load 7 lb 496 lb
Total Load 407 lb 1608 lb
Uplift(1.5 F.S) -108 lb 0 Ib
Bearing Length 0.10 in 0.41 in $n a n
BEAM DATA Center Right
Span Length 8 ft 3 ft
Unbraced Length-Top 0 ft 0 ft UNIFORM LOADS Center Right
Unbraced Length-Bottom 8 ft 3 ft Uniform Live Load 100 plf 200 plf
Live Load Duration Factor 1.00 Uniform Dead Load 0 plf 100 plf
Notch Depth 0.00 Beam Self Weight 18 plf 18 plf
MATERIAL PROPERTIES Total Uniform Load 118 plf 318 plf
2.0E Parallam-iLevel Trus Joist
Base Values Adjusted,
Bending Stress: Fb= 2900 psi Fb'= 2888 psi
Cd=1.00 CI=0.99 CF=1.01
Shear Stress: Fv= 290 psi Fv'= 290 psi
Cd=1.00
Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi
Comp.L to Grain: Fc- = 750 psi Fc- = 750 psi
Controlling Moment: -1433 ft-lb
Over right support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2, 3
Controlling Shear: 955 lb
At left support of span 3(Right Span)
Created by combining all dead loads and live loads on span(s)2, 3
Comparisons with required sections: Req'd Provided
Section Modulus: 5.95 in3 110.74 in3
Area(Shear): 4.94 in2 59.06 in2
Moment of Inertia(deflection): 39.85 in4 622.92 in4
Moment: -1433 ft-lb 26655 ft-lb
Shear: 955 lb 11419 lb
page
Project:JT ROTH MEDALLION MEADOWS 2 Mark Stewart
Location:M-9 Mark Stewart Home Design
Multi-Loaded Multi-San Beam ' 22582 SWSt
[2009 International Building Code(2005 NDS)] +y��., Sherwood,ORn9714009 of
5.125 IN x 13.5IN x 16.5 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 11/25/2015 1:44:31 PM
Section Adequate By:20.0% LOADING DIAGRAM
Controlling Factor:Deflection
DEFLECTIONS Center
Live Load 0.46 IN L/432
Dead Load 0.01 in
Total Load 0.47 IN L/420
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 3349 lb 4119 lb
Dead Load 124 lb 124 lb
Total Load 3473 lb 4242 lb
Bearing Length 1.04 in 1.27 in
BEAM DATA Center 16.5 ft
Span Length 16.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 16.5 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 240 plf
Camber Adj.Factor 1 Uniform Dead Load 0 plf
Camber Required 0.01 Beam Self Weight 15 plf
Notch Depth 0.00 Total Uniform Load 255 plf
MATERIAL PROPERTIES POINT LOADS-CENTER SPAN
24F-V4-Visually Graded Western Species Load Number One
Base Values Adjusted Live Load 1808 lb
Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb
Fb_cmpr= 1850 psi Fb'= 2400 psi Location 8 ft
Cd=1.00
Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN
Cd=1.00 Load Number One
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 200 plf
Min.Mod.of Elasticity: Emin= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf
Comp. L to Grain: Fc-- = 650 psi Fc- '= 650 psi Right Live Load 200 plf
Right Dead Load 0 plf
Controlling Moment: 19591 ft-lb Load Start 8 ft
8.09 Ft from left support of span 2(Center Span) Load End 16.5 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 8.5 ft
Controlling Shear: -4242 lb
16.0 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: 97.95 in3 155.67 in3
Area(Shear): 24.01 in2 69.19 in2
Moment of Inertia(deflection): 875.73 in4 1050.79 in4
Moment: 19591 ft-lb 31134 ft-lb
Shear: -4242 lb 12223 lb
page
Project:JT ROTH MEDALLION MEADOWS 2
Mark Stewart
Location:M-10 I Mark Stewart Home Design
Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
(2)1.5 INx11.5INx12.0FT(5.5+6.5)
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 11/25/2015 1:44:31 PM
Section Adequate By:873.5%
Controlling Factor:Shear
CAUTIONS
* Laminations are to be fully connected to provide uniform transfer of loads to all members
DEFLECTIONS Center Right LOADING DIAGRAM
Live Load 0.00 IN L/MAX 0.00 IN L/MAX
Dead Load 0.00 in 0.00 in
Total Load 0.00 IN L/MAX 0.00 IN L/MAX
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B C
Live Load 243 lb 754 lb 281 lb
Dead Load 14 lb 56 lb 19 lb
Total Load 258 lb 811 lb 300 lb
Uplift(1.5 F.S) -42 lb 0 lb -14 lb
Bearing Length 0.14 in 0.43 in 0.16 in
BEAM DATA Center Right
Span Length 5.5 ft 6.5 ft 5.5ft 6.5ft
Unbraced Length-Top 0 ft 0 ft
Unbraced Length-Bottom 5.5 ft 6.5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center Right
Uniform Live Load 100 plf 100 plf
MATERIAL PROPERTIES Uniform Dead Load 0 plf 0 plf
#2-Douglas-Fir-Larch Beam Self Weight 7 plf 7 plf
Base Values Adjusted Total Uniform Load 107 plf 107 plf
Bending Stress: Fb= 900 psi Fb'= 884 psi
Cd=1.00 CI=0.98 CF=1.00
Shear Stress: Fv= 180 psi Fv'= 180 psi
Cd=1.00
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi
Comp.--to Grain: Fc-_= 625 psi Fc-_'= 625 psi
Controlling Moment: -494 ft-lb
Over left support of span 3(Right Span)
Created by combining all dead loads and live loads on span(s)2, 3
Controlling Shear: 425 lb
At left support of span 3(Right Span)
Created by combining all dead loads and live loads on span(s)2, 3
Comparisons with required sections: Req'd Provided
Section Modulus: 6.7 in3 66.13 in3
Area(Shear): 3.54 in2 34.5 in2
Moment of Inertia(deflection): 7.86 in4 380.22 in4
Moment: -494 ft-lb 4873 ft-lb
Shear: 425 lb 4140 lb
•
Project:JT ROTH MEDALLION MEADOWS 2 page
Mark Stewart
Location:M-11 ) Mark Stewart Home Design
Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
5.25 IN x 18.0 INx 19.5 FT
2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 11/25/2015 1:44:31 PM
Section Adequate By:23.2% LOADING DIAGRAM
Controlling Factor:Deflection
DEFLECTIONS Center
Live Load 0.53 IN U443
Dead Load 0.02 in
Total Load 0.55 IN L/428
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A_
Live Load 7288 lb 8288 lb
Dead Load 288 lb 288 lb
Total Load 7575 lb 8575 lb
Bearing Length 1.92 in 2.18 in
BEAM DATA Center 19.5 ft
Span Length 19.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 19.5 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 650 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 30 plf
2.0E Parallam-iLevel Trus Joist Total Uniform Load 680 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2900 psi Fb'= 2772 psi Load Number One
Cd=1.00 CF=0.96 Live Load 1000 lb
Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb
Cd=1.00 Location 10 ft
Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi
Comp.-I-to Grain: Fc- L= 750 psi Fc- = 750 psi TRAPEZOIDAL LOADS-CENTER SPAN
Load Number One
Controlling Moment: 41738 ft-lb Left Live Load 200 plf
10.14 Ft from left support of span 2(Center Span) Left Dead Load 0 plf
Created by combining all dead loads and live loads on span(s)2 Right Live Load 200 plf
Controlling Shear: -8575 lb Right Dead Load 0 plf
19.0 Ft from left support of span 2(Center Span) Load Start 10 ft
Created by combining all dead loads and live loads on span(s)2 Load End 19.5 ft
Load Length 9.5 ft
Comparisons with required sections: Read Provided
Section Modulus: 180.67 in3 283.5 in3
Area(Shear): 44.36 in2 94.5 in2
Moment of Inertia(deflection): 2071.5 in4 2551.5 in4
Moment: 41738 ft-lb 65494 ft-lb
Shear: -8575 lb 18270 lb
Page
Project:JT ROTH MEDALLION MEADOWS 2
Mark Stewart
Location:X-1Mark Stewart Home Design
Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
5.5 INx11.5INx7.5FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 11/25/2015 1:44:31 PM
Section Adequate By:12.9% LOADING DIAGRAM
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.05 IN L/1910
Dead Load 0.04 in
Total Load 0.09 IN L/1029
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 2250 lb 2250 lb
Dead Load 1926 lb 1926 lb
Total Load 4176 lb 4176 lb
Bearing Length 1.21 in 1.21 in
BEAM DATA Center zsft B
Span Length 7.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 7.5 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 600 plf
Notch Depth 0.00 Uniform Dead Load 500 plf
MATERIAL PROPERTIES Beam Self Weight 14 plf
#2-Douglas-Fir-Larch Total Uniform Load 1114 plf
Base Values Adjusted
Bending Stress: Fb= 875 psi Fb'= 875 psi
Cd=1.00 CF=1.00
Shear Stress: Fv= 170 psi Fv'= 170 psi
Cd=1.00
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi
Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi
Comp.L to Grain: Fc-L= 625 psi Fc-L'= 625 psi
Controlling Moment: 7831 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: -4176 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: Read Provided
Section Modulus: 107.39 in3 121.23 in3
Area(Shear): 36.85 in2 63.25 in2
Moment of Inertia(deflection): 162.61 in4 697.07 in4
Moment: 7831 ft-lb 8840 ft-lb
Shear: -4176 lb 7168 lb
page
Project:JT ROTH MEDALLION MEADOWS 2 Mark Stewart
Location:X-2 Mark Stewart Home Design
Multi-Loaded Multi-Span Beam 22582 SW Main St #309 or
[2009 International Building Code(2005 NDS)] V;00.4i
Sherwood,OR 97140
5.5 INx9.5INx5.5FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 11/25/2015 1:44:31 PM
Section Adequate By:43.6% LOADING DIAGRAM
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.04 IN L/1489
Dead Load 0.00 in
Total Load 0.04 IN L/1474
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 3025 lb 3025 lb
Dead Load 31 lb 31 lb
Total Load 3056 lb 3056 lb
Bearing Length 0.89 in 0.89 in
BEAM DATA Center ss n B
Span Length 5.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 5.5 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 1100 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 11 plf
#2-Douglas-Fir-Larch Total Uniform Load 1111 plf
Base Values Adjusted
Bending Stress: Fb= 875 psi Fb'= 875 psi
Cd=1.00 CF=1.00
Shear Stress: Fv= 170 psi Fv'= 170 psi
Cd=1.00
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi
Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi
Comp.±to Grain: Fc- L= 625 psi Fc- = 625 psi
Controlling Moment: 4202 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: -3056 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: 57.63 in3 82.73 in3
Area(Shear): 26.97 in2 52.25 in2
Moment of Inertia(deflection): 95.01 in4 392.96 in4
Moment: 4202 ft-lb 6032 ft-lb
Shear: -3056 lb 5922 lb
Project:JT ROTH MEDALLION MEADOWS 2 page
Mark Stewart
Location:X-3 Mark Stewart Home Design
Multi-Loaded Multi-Span Beam [ 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
5.5 INx9.5INx3.5FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 11/25/2015 1:44:31 PM
Section Adequate By:18.2% LOADING DIAGRAM
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.02 IN L/2249
Dead Load 0.00 in
Total Load 0.02 IN L/2240
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 4628 lb 3088 lb
Dead Load 20 lb 20 lb
Total Load 4648 lb 3108 lb
Bearing Length 1.35 in 0.90 in
BEAM DATA Center 3.5 ft B
Span Length 3.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 3.5 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 540 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 11 plf
#2-Douglas-Fir-Larch Total Uniform Load 551 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 875 psi Fb'= 875 psi Load Number One
Cd=1.00 CF=1.00 Live Load 4176 lb
Shear Stress: Fv= 170 psi Fv'= 170 psi
Dead Load 0 lb
Cd=1.00 Location 1.5 ft
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi
Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp.L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Load Number One
Left Live Load 1100 plf
Controlling Moment: 5103 ft-lb Left Dead Load 0 plf
1.5 Ft from left support of span 2(Center Span) Right Live Load 1100 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 0 plf
Controlling Shear: 4648 lb Load Start 0 ft
At left support of span 2(Center Span) Load End 1.5 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 1.5 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 69.98 in3 82.73 in3
Area(Shear): 41.01 in2 52.25 in2
Moment of Inertia(deflection): 62.89 in4 392.96 in4
Moment: 5103 ft-lb 6032 ft-lb
Shear: 4648 lb 5922 lb
Project:JT ROTH MEDALLION MEADOWS 2 page
Mark Stewart
Location:X-4 yib. Mark Stewart Home Design
Multi-Loaded Multi-Span Beam '' 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
5.125 IN x 10.5IN x 8.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 11/25/2015 1:44:31 PM
Section Adequate By:28.3% LOADING DIAGRAM
Controlling Factor:Shear
DEFLECTIONS Center
Live Load 0.15 IN L/651
Dead Load 0.00 in
1
Total Load 0.15 IN L/645
2
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B III Inimmium jiii
Live Load 6448 lb 7364 lb
Dead Load 47 lb 47 lb
Total Load 6494 lb 7411 lb
Bearing Length 1.95 in 2.22 in
BEAM DATA Center 8ft
Span Length 8 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 8 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 550 plf
Camber Adj.Factor 1.5 Uniform Dead Load 0 plf
Camber Required 0 Beam Self Weight 12 plf
Notch Depth 0.00 Total Uniform Load 562 plf
MATERIAL PROPERTIES POINT LOADS-CENTER SPAN
24F-V4-Visually Graded Western Species Load Number One Two
Base Values Adjusted Live Load 3056 lb 3056 lb
Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb 0 lb
Fb_cmpr= 1850 psi Fb'= 2400 psi Location 0.5 ft 6 ft
Cd=1.00
Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN
Cd=1.00 Load Number One
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 1100 plf
Min.Mod.of Elasticity: Emin= 930 ksi Emin'= 930 ksi Left Dead Load 0 plf
Comp. L to Grain: Fc-1= 650 psi Fc--L'= 650 psi Right Live Load 1100 plf
Right Dead Load 0 plf
Controlling Moment: 11818 ft-lb Load Start 5 ft
5.36 Ft from left support of span 2(Center Span) Load End 8 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 3 ft
Controlling Shear: -7411 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: 59.09 in3 94.17 in3
Area(Shear): 41.95 in2 53.81 in2
Moment of Inertia(deflection): 273.52 in4 494.4 in4
Moment: 11818 ft-lb 18834 ft-lb
Shear: -7411 lb 9507 lb
page
Project:JT ROTH MEDALLION MEADOWS 2
Mark Stewart /
Location:M-2 4t§i Mark Stewart Home Design
Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
8.75 IN x 12.0 IN x 11.5 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 11/25/2015 1:44:31 PM
Section Adequate By:20.4% LOADING DIAGRAM
Controlling Factor:Deflection
DEFLECTIONS Center
Live Load 0.32 IN L/433
Dead Load 0.04 in
1
Total Load 0.36 IN L/383
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 8841 lb 9885 lb
Dead Load 1396 lb 1396 lb
Total Load 10237 lb 11281 lb
Bearing Length 1.80 in 1.98 in
BEAM DATA Center 11.5 ft
Span Length 11.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 11.5 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 500 plf
Camber Adj.Factor 1 Uniform Dead Load 220 plf
Camber Required 0.04 Beam Self Weight 23 plf
Notch Depth 0.00 Total Uniform Load 743 plf
MATERIAL PROPERTIES POINT LOADS-CENTER SPAN
24F-V4-Visually Graded Western Species Load Number One
Base Values Adjusted Live Load 4176 Ib
Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb
Fb_cmpr= 1850 psi Fb'= 2400 psi Location 3.5 ft
Cd=1.00
Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN
Cd=1.00 Load Number One
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 1100 plf
Min.Mod.of Elasticity: E_min= 930 ksi Emin'= 930 ksi Left Dead Load 0 plf
Comp. to Grain: Fc- = 650 psi Fc-l'= 650 psi Right Live Load 1100 plf
Right Dead Load 0 plf
Controlling Moment: 34529 ft-lb Load Start 3.5 ft
5.41 Ft from left support of span 2(Center Span) Load End 11.5 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 8 ft
Controlling Shear: -11281 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: 172.65 in3 210 in3
Area(Shear): 63.85 in2 105 in2
Moment of Inertia(deflection): 1046.69 in4 1260 in4
Moment: 34529 ft-lb 42000 ft-lb
Shear: -11281 lb 18550 lb
Project:JT ROTH MEDALLION MEADOWS 2 page
Mark Stewart
Location:M-5
Mark Stewart Home Desi
Multi-Loaded Multi-Span Beam gn
«s. 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
3.5 INx11.875INx12.0FT
2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 11/25/2015 1:44:31 PM
Section Adequate By: 17.1% LOADING DIAGRAM
Controlling Factor:Deflection
DEFLECTIONS Center
Live Load 0.34 IN L/422
Dead Load 0.01 in
Total Load 0.35 IN L/414
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 4815 lb 3765 lb
Dead Load 78 lb 78 lb
Total Load 4893 lb 3843 lb
Bearing Length 1.86 in 1.46 in
BEAM DATA Center f2 ft
Span Length 12 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 12 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 540 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 13 plf
2.0E Parallam-iLevel Trus Joist Total Uniform Load 553 plf
Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN
Bending Stress: Fb= 2900 psi Fb'= 2903 psi Load Number One
Cd=1.00 CF=1.00 Left Live Load 350 plf
Shear Stress: Fv= 290 psi Fv'= 290 psi
Left Dead Load 0 plf
Cd=1.00 Right Live Load 350 plf
Modulus of Elasticity: E= 1 2000 ksi E'=1 2000 ksi Right Dead Load 0 plf
Comp. to Grain: Fc- =
750 psi Fc- =
750 psi Load Start 0 ft
Load End 6 ft
Controlling Moment: 13256 ft-lb Load Length 6 ft
5.4 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 4893 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: 54.79 in3 82.26 in3
Area(Shear): 25.31 in2 41.56 in2
Moment of Inertia(deflection): 417.13 in4 488.41 in4
Moment: 13256 ft-lb 19902 ft-lb
Shear: 4893 lb 8035 lb
•
page
Project:JT ROTH MEDALLION MEADOWS 2 Mark Stewart
Location:X-5 Mark Stewart Home Design
Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
3.5 INx11.25INx6.0FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 11/25/2015 1:44:32 PM
Section Adequate By:115.3% LOADING DIAGRAM
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.03 IN L/2647
Dead Load 0.00 in
Total Load 0.03 IN L/2611
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 1860 lb 1860 lb
Dead Load 26 lb 26 lb
Total Load 1886 lb 1886 lb
Bearing Length 0.86 in 0.86 in
BEAM DATA Center s h B
Span Length 6 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 6 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 620 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 9 plf
#2-Douglas-Fir-Larch Total Uniform Load 629 plf
Base Values Adjusted
Bending Stress: Fb= 900 psi Fb'= 990 psi
Cd=1.00 CF=1.10
Shear Stress: Fv= 180 psi Fv'= 180 psi
Cd=1.00
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi
Comp.l to Grain: Fc- L= 625 psi Fc-1'= 625 psi
Controlling Moment: 2828 ft-lb
3.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -1886 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: 34.28 in3 73.83 in3
Area(Shear): 15.71 in2 39.38 in2
Moment of Inertia(deflection): 56.49 in4 415.28 in4
Moment: 2828 ft-lb 6091 ft-lb
Shear: -1886 lb 4725 lb
page
Project:JT ROTH MEDALLION MEADOWS 2 Mark Stewart
Location:M-12 Mark Stewart Home Design
Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
5.51N x 11.5 IN x 9.5 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 11/25/2015 1:44:32 PM
Section Adequate By:27.7% LOADING DIAGRAM
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.12 IN L/940
Dead Load 0.00 in
Total Load 0.12 IN L/919
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 2850 lb 2850 lb
Dead Load 65 lb 65 lb
Total Load 2915 lb 2915 lb
Bearing Length 0.85 in 0.85 in
BEAM DATA Center 9.5ft B
Span Length 9.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 9.5 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 600 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 14 plf
#2-Douglas-Fir-Larch Total Uniform Load 614 plf
Base Values Adjusted
Bending Stress: Fb= 875 psi Fb'= 875 psi
Cd=1.00 CF=1.00
Shear Stress: Fv= 170 psi Fv'= 170 psi
Cd=1.00
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi
Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi
Comp. L to Grain: Fc- = 625 psi Fc--- = 625 psi
Controlling Moment: 6923 ft-lb
4.75 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 2915 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: 94.95 in3 121.23 in3
Area(Shear): 25.72 in2 63.25 in2
Moment of Inertia(deflection): 267.06 in4 697.07 in4
Moment: 6923 ft-lb 8840 ft-lb
Shear: 2915 lb 7168 lb
page
Project:JT ROTH MEDALLION MEADOWS 2
Mark Stewart
Location:M-7 Mark Stewart Home Design
Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
5.25 IN x 11.25 IN x 9.5 FT
2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 11/25/2015 1:44:32 PM
Section Adequate By:62.7% LOADING DIAGRAM
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.16 IN L/705
Dead Load 0.05 in
Total Load 0.22 IN L/528
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A_
Live Load 5225 lb 5225 lb
Dead Load 1750 lb 1750 lb
Total Load 6975 lb 6975 lb
Bearing Length 1.77 in 1.77 in
BEAM DATA Center 9.5 ft B
Span Length 9.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 9.5 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00
Uniform Live Load 1100 plf
Notch Depth 0.00 Uniform Dead Load 350 plf
MATERIAL PROPERTIES Beam Self Weight 18 plf
2.0E Parallam-iLevel Trus Joist Total Uniform Load 1468 plf
Base Values Adjusted
Bending Stress: Fb= 2900 psi Fb'= 2921 psi
Cd=1.00 CF=1.01
Shear Stress: Fv= 290 psi Fv'= 290 psi
Cd=1.00
Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi
Comp. L to Grain: Fc- L= 750 psi Fc- = 750 psi
Controlling Moment: 16566 ft-lb
4.75 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -6975 lb
10.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 68.06 in3 110.74 in3
Area(Shear): 36.08 in2 59.06 in2
Moment of Inertia(deflection): 318.25 in4 622.92 in4
Moment: 16566 ft-lb 26955 ft-lb
Shear: -6975 lb 11419 lb
page
Project:JT ROTH MEDALLION MEADOWS 2
Mark Stewart
Location:X-7 • ;,rMark Stewart Home Design
Multi-Loaded Multi-Span Beam . 22582
[2009 International BuildingCode 2005 NDS -„� ' ' Sherwood,Main 7t 40#309 of
( )1 OR 97140
5.25 IN x 16.0IN x 18.0 FT
2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 11/25/2015 1:44:32 PM
Section Adequate By:24.4% LOADING DIAGRAM
Controlling Factor:Deflection
DEFLECTIONS Center
Live Load 0.48 IN L/448
Dead Load 0.02 in
Total Load 0.50 IN L/432
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 6450 lb 4125 lb
Dead Load 236 lb 236 lb
Total Load 6686 lb 4361 lb
Bearing Length 1.70 in 1.11 in
BEAM DATA Center 18ft B
Span Length 18 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 18 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 200 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 26 plf
2.0E Parallam-iLevel Trus Joist Total Uniform Load 226 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2900 psi Fb'= 2809 psi Load Number One
Cd=1.00 CF=0.97 Live Load 6975 lb
Shear Stress: Fv= 290 psi Fv'= 290 psi
Dead Load 0 lb
Cd=1.00 Location 6 ft
Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi
Comp. L to Grain: Fc-1 = 750 psi Fc--- = 750 psi
Controlling Moment: 35846 ft-lb
6.12 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 6686 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: 153.15 in3 224 in3
Area(Shear): 34.58 in2 84 in2
Moment of Inertia(deflection): 1440.33 in4 1792 in4
Moment: 35846 ft-lb 52430 ft-lb
Shear: 6686 lb 16240 lb
Project:JT ROTH MEDALLION MEADOWS 2 page
Mark Stewart /
Location:M-6 Mark Stewart Home Design
Multi-Loaded Multi-Span Beam -*: 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
5.25 IN x 11.25 IN x 14.0 FT
2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 11/25/2015 1:44:32 PM
Section Adequate By:44.2% LOADING DIAGRAM
Controlling Factor:Deflection
DEFLECTIONS Center
Live Load 0.32 IN L/519
Dead Load 0.01 in
Total Load 0.34 IN L/499
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 4459 lb 1837 lb
Dead Load 129 lb 129 lb
Total Load 4589 lb 1966 lb
Bearing Length 1.17 in 0.50 in
BEAM DATA Center l4 n B
Span Length 14 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 14 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 100 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 18 plf
2.0E Parallam-iLevel Trus Joist Total Uniform Load 118 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2900 psi Fb'= 2921 psi Load Number One
Cd=1.00 CF=1.01 Live Load 4896 lb
Shear Stress: Fv= 290 psi Fv'= 290 psi
Dead Load 0 lb
Cd=1.00 Location 3.25 ft
Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi
Comp.±to Grain: Fc- = 750 psi Fc-±'= 750 psi
Controlling Moment: 14211 ft-lb
3.36 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 4589 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: 58.38 in3 110.74 in3
Area(Shear): 23.73 in2 59.06 in2
Moment of Inertia(deflection): 432.09 in4 622.92 in4
Moment: 14211 ft-lb 26955 ft-lb
Shear: 4589 lb 11419 lb
Project:JT ROTH MEDALLION MEADOWS 2 page
Mark Stewart
Location:X-6 Mark Stewart Home Design
Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
5.125 IN x 28.5 IN x 22.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 11/25/2015 1:44:32 PM
Section Adequate By:7.0% LOADING DIAGRAM
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.47 IN L/562
Dead Load 0.01 in
Total Load 0.48 IN L/552 2 1
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 17134 lb 9316 lb
Dead Load 348 lb 348 lb
Total Load 17482 lb 9664 lb
Bearing Length 5.25 in 2.90 in
BEAM DATA Center 22ft B
Span Length 22 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 22 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 100 plf
Camber Adj.Factor 1 Uniform Dead Load 0 plf
Camber Required 0.01 Beam Self Weight 32 plf
Notch Depth 0.00 Total Uniform Load 132 plf
MATERIAL PROPERTIES POINT LOADS-CENTER SPAN
24F-V4-Visually Graded Western Species Load Number One Two
Base Values Adjusted Live Load 8575 lb 11000 lb
Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb 0 lb
Fb_cmpr= 1850 psi Fb'= 2191 psi Location 8.5 ft 8 ft
Cd=1.00 Cv=0.91
Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN
Cd=1.00 Load Number One
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 550 plf
Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf
Comp. L to Grain: Fc- L= 650 psi Fc-1'= 650 psi Right Live Load 550 plf
Right Dead Load 0 plf
Controlling Moment: 118370 ft-lb Load Start 0 ft
8.36 Ft from left support of span 2(Center Span) Load End 8.5 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 8.5 ft
Controlling Shear: 17482 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: 648.33 in3 693.8 in3
Area(Shear): 98.96 in2 146.06 in2
Moment of Inertia(deflection): 6327.91 in4 9886.61 in4
Moment: 118370 ft-lb 126671 ft-lb
Shear: 17482 lb 25804 lb
page
Project:JT ROTH MEDALLION MEADOWS 2
Mark Stewart
Location:x-8 Mark Stewart Home Design
Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
5.5 INx11.5INx8.5FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 11/25/2015 1:44:32 PM
Section Adequate By:73.6% LOADING DIAGRAM
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.07 IN L/1431
Dead Load 0.00 in
Total Load 0.07 IN L/1396
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 2338 lb 2338 lb
Dead Load 58 lb 58 lb
Total Load 2396 lb 2396 lb
Bearing Length 0.70 in 0.70 in
BEAM DATA Center 8.5ft
Span Length 8.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 8.5 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00
Notch Depth 0.00 Uniform Live Load 550 plf
Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 14 plf
#2-Douglas-Fir-Larch Total Uniform Load 564 plf
Base Values Adjusted
Bending Stress: Fb= 875 psi Fb'= 875 psi
Cd=1.00 CF=1.00
Shear Stress: Fv= 170 psi Fv'= 170 psi
Cd=1.00
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi
Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi
Comp. L to Grain: Fc- = 625 psi Fc--- = 625 psi
Controlling Moment: 5091 ft-lb
4.25 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -2396 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: Read Provided
Section Modulus: 69.82 in3 121.23 in3
Area(Shear): 21.14 in2 63.25 in2
Moment of Inertia(deflection): 175.35 in4 697.07 in4
Moment: 5091 ft-lb 8840 ft-lb
Shear: -2396 lb 7168 lb
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Project:JT ROTH MEDALLION MEADOWS 2 page
Mark Stewart
Location:M-1 i Mark Stewart Home Design
Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
5.125 IN x 15.0 INx23.5FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 11/25/2015 1:44:32 PM
Section Adequate By:30.0% LOADING DIAGRAM
Controlling Factor:Deflection
DEFLECTIONS Center
Live Load 0.60 IN L/468
Dead Load 0.04 in
Total Load 0.65 IN L/436
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 3317 lb 2708 lb
Dead Load 196 lb 196 lb
Total Load 3513 lb 2904 lb
Bearing Length 1.05 in 0.87 in
BEAM DATA Center 23.5 ft
Span Length 23.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 23.5 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 150 plf
Camber Adj.Factor 1 Uniform Dead Load 0 plf
Camber Required 0.04 Beam Self Weight 17 plf
Notch Depth 0.00 Total Uniform Load 167 plf
MATERIAL PROPERTIES
TRAPEZOIDAL LOADS-CENTER SPAN
24F-V4-Visually Graded Western Species Load Number One Two
Base Values Adjusted Left Live Load 200 plf 200 plf
Bending Stress: Fb= 2400 psi Controlled by: Left Dead Load 0 plf 0 plf
Fb_cmpr= 1850 psi Fb'= 2321 psi Right Live Load 200 plf 200 plf
Cd=1.00 Cv=0.97 Right Dead Load 0 plf 0 plf
Shear Stress: Fv= 265 psi Fv'= 265 psi Load Start 0 ft 20.5 ft
Cd=1.00 Load End 9.5 ft 23.5 ft
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Length 9.5 ft 3 ft
Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi
Comp. L to Grain: Fc-1= 650 psi Fc-l'= 650 psi
Controlling Moment: 16825 ft-lb
9.63 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 3513 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: 87 in3 192.19 in3
Area(Shear): 19.88 in2 76.88 in2
Moment of Inertia(deflection): 1108.55 in4 1441.41 in4
Moment: 16825 ft-lb 37169 ft-lb
Shear: 3513 lb 13581 lb