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Project:Pinebrook ResidenceN. Keith A Kudrna
Location:Beam Nr.02-Porch Beam on Living Room Side . I Suntel Design
Roof Beam17 16865 Boones Ferry Rd of
[2009 International Building Code(2005 NDS)] Lake Oswego,OR 97035
3.5 IN x 11.25 IN x 12.0 FT
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 8.0.113.0 12/9/2013 4:15:49 PM
Section Adequate By:13.1% LOADING DIAGRAM
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.15 IN U977
Dead Load 0.08 in
Total Load 0.23 IN L/631
Live Load Deflection Criteria:U240 Total Load Deflection Criteria:L/180
REACTIONS A
Live Load 1260 lb 1260 lb
Dead Load 689 lb 689 lb
Total Load 1949 lb 1949 lb
Bearing Length 0.89 in 0.89 in
BEAM DATA 12 ft-
Span
f Span Length 12 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 0 ft ROOF LOADINQ
Roof Pitch 2 :12 Side One:
Roof Duration Factor 1.15 Roof Live Load: LL= 30 psf
MATERIAL PROPERTIES Roof Dead Load: DL= 15 psf
#2-Douglas-Fir-Larch(North) Tributary Width: TW= 6 ft
Base Values Adjusted Side Two:
Bending Stress: Fb= 850 psi Fb'= 1075 psi Roof Live Load: LL= 30 psf
Cd=1.15 CF=1.10 Roof Dead Load: DL= 15 psf
Shear Stress: Fv= 180 psi Fv'= 207 psi Tributary Width: TW= 1 ft
Cd=1.15 Wall Load: WALL= 0 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Adjusted Beam Length: Ladj= 12 ft
Comp.-L to Grain: Fc- L= 625 psi Fc- = 625 psi Beam Self Weight: BSW= 8 plf
Beam Uniform Live Load: wL= 210 plf
Controlling Moment: 5847 ft-lb Beam Uniform Dead Load: wD_adj= 115 plf
6.0 ft from left support Total Uniform Load: wT= 325 plf
Created by combining all dead and live loads.
Controlling Shear: 1949 lb
At support.
Created by combining all dead and live loads.
Comparisons with required sections: Req'd Provided
Section Modulus: 65.25 in3 73.83 in3
Area(Shear): 14.12 in2 39.38 in2
Moment of Inertia(deflection): 118.38 in4 415.28 in4
Moment: 5847 ft-lb 6615 ft-lb
Shear: 1949 lb 5434 lb
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Project:Pinebrook Residence Keith A Kudrna
Location:Beam Nr.03-Front Porch Beam1Suntel Design
Roof Beam ] 16865 Boones Ferry Rd of
[2009 International Building2005 NDS)]
Code(2005 - Lake Oswego,OR 97035
3.5 IN x 5.5 IN x 5.5 FT -
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 8.0.113.0 12/9/2013 4:15:49 PM
Section Adequate By:96.3% LOADING DIAGRAM
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.04 IN 01660
Dead Load 0.03 in
Total Load 0.07 IN 0989
Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180
REACTIONS A B
Live Load 413 lb 413 lb
Dead Load 280 lb 280 lb
Total Load 692 lb 692 lb
Bearing Length 0.32 in 0.32 inBEAM DATA
5.5 fl ---.._ -___.. _- _ —_... ._ _
•
Span Length 5.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 0 ft ROOF LOADINQ
Roof Pitch 10 :12 Side One:
Roof Duration Factor 1.15 Roof Live Load: LL= 30 psf
MATERIAL PROPERTIES Roof Dead Load: DL= 15 psf
#2-Douglas-Fir-Larch(North) Tributary Width: TW= 4 ft
Base Values Adjusted Side Two:
Bending Stress: Fb= 850 psi Fb'= 1271 psi Roof Live Load: LL= 30 psf
Cd=1.15 CF=1.30 Roof Dead Load: DL= 15 psf
Shear Stress: Fv= 180 psi Fv'= 207 psi Tributary Width: TW= 1 ft
Cd=1.15 Wall Load: WALL= 0 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Adjusted Beam Length: Ladj= 5.5 ft
Comp. L to Grain: Fc- = 625 psi Fc--- = 625 psi Beam Self Weight: BSW= 4 plf
Beam Uniform Live Load: wL= 150 plf
Controlling Moment: 952 ft-lb Beam Uniform Dead Load: wD_adj= 102 plf
2.75 ft from left support Total Uniform Load: wT= 252 plf
Created by combining all dead and live loads.
Controlling Shear: -692 lb
At support.
Created by combining all dead and live loads.
Comparisons with required sections: Read Provided
Section Modulus: 8.99 in3 17.65 in3
Area(Shear): 5.02 in2 19.25 in2
Moment of Inertia(deflection): 8.83 in4 48.53 in4
Moment: 952 ft-lb 1869 ft-lb
Shear: -692 lb 2657 lb
Project:Pinebrook Residence page
Keith A Kudrna
Location:Beam Nr.05-Upper Level Floor Beam Above Kitchen 1 ; Suntel Design
Uniformly Loaded Floor Beam * 16865 Boones Ferry Rd of
[2009 International Building Code(2005 NDS)] $ Lake Oswego,OR 97035
5.5INx11.51Nx10.0FT
#2-Douglas-Fir-Larch(North)-Dry Use
Section Adequate By:5.0% StruCalc Version 8.0.113.0 12/9/2013 4:15:49 PM
Controlling Factor:Moment LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.12 IN U1007
Dead Load 0.05 in
Total Load 0.17 IN U718
Live Load Deflection Criteria:0360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 2400 lb 2400 lb
Dead Load 967 lb 967 lb
Total Load 3367 lb 3367 lb
Bearing Length 0.98 in 0.98 in • -
BEAM DATA Center loft
Span Length 10 ft
Unbraced Length-Top 0 ft
Floor Duration Factor 1.00
FLOOR LOADINQ
Notch Depth 0.00
Side 1 Side 2
MATERIAL PROPERTIES Floor Live Load FLL= 40 psf 40 psf
#2-Douglas-Fir-Larch(North) Floor Dead Load FDL= 15 psf 15 psf
Base Values Adiusted Floor Tributary Width FTW= 6 ft 6 ft
Bending Stress: Fb= 875 psi Fb'= 875 psi Wall Load WALL= 0 plf
Cd=1.00 CF=1.00 BEAM LOADING
Shear Stress: Fv= 170 psi Fv'= 170 psi Beam Total Live Load: wL= 480 plf
Cd=1.00 Beam Total Dead Load: wD= 180 plf
Modulus of Elasticity: E= 1300 ksi E= 1300 ksi Beam Self Weight: BSW= 13 plf
Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Total Maximum Load: wT= 673 plf
Comp. to Grain: Fc-1= 625 psi Fc-1'= 625 psi
Controlling Moment: 8418 ft-lb
5.0 ft from left support
Created by combining all dead and live loads.
Controlling Shear: -3367 lb
At support.
Created by combining all dead and live loads.
Comparisons with required sections: Req'd Provided
Section Modulus: 115.45 in3 121.23 in3
Area(Shear): 29.71 in2 63.25 in2
Moment of Inertia(deflection): 249.19 in4 697.07 in4
Moment: 8418 ft-lb 8840 ft-lb
Shear: -3367 lb 7168 lb
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Project:Pinebrook Residence Keith A Kudrna
Location:Beam Nr.06-Upper Level Floor Beam at Foyer to Dining Suntel Design
Uniformly Loaded Floor Beam 16865 Boones Ferry Rd of
[2009 International Building Code(2005 NDS)] Lake Oswego,OR 97035
5.5 IN x 11.5 IN x 8.5 FT
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 8.0.113.0 12/9/2013 4:15:49 PM
Section Adequate By:45.3% LOADING DIAGRAM
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.06 IN U1640
Dead Load 0.03 in
Total Load 0.09 IN U1169
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 2040 lb 2040 lb
Dead Load 822 lb 822 lb
Total Load 2862 lb 2862 lb
Bearing Length 0.83 in 0.83 in
BEAM DATA Center 8.5 ft
Span Length 8.5 ft
Unbraced Length-Top 0 ft
Floor Duration Factor 1.00
FLOOR LOADING
Notch Depth 0.00 Side 1 Side 2
MATERIAL PROPERTIES Floor Live Load FLL= 40 psf 40 psf
#2-Douglas-Fir-Larch(North) Floor Dead Load FDL= 15 psf 15 psf
Base Values Adjusted Floor Tributary Width FTW= 6 ft 6 ft
Bending Stress: Fb= 875 psi Fb'= 875 psi Wall Load WALL= 0 plf
Cd=1.00 CF=1.00 BEAM LOADING
Shear Stress: Fv= 170 psi Fv'= 170 psi Beam Total Live Load: wL= 480 plf
Cd=1.00 Beam Total Dead Load: wD= 180 plf
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Beam Self Weight: BSW= 13 plf
Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Total Maximum Load: wT= 673 plf
Comp.1 to Grain: Fc- L= 625 psi Fc-1'= 625 psi
Controlling Moment: 6082 ft-lb
4.25 ft from left support
Created by combining all dead and live loads.
Controlling Shear: -2862 lb
At support.
Created by combining all dead and live loads.
Comparisons with required sections: Redd Provided
Section Modulus: 83.41 in3 121.23 in3
Area(Shear): 25.25 in2 63.25 int
Moment of Inertia(deflection): 153.03 in4 697.07 in4
Moment: 6082 ft-lb 8840 ft-lb
Shear: 2862 lb 7168 lb