Specifications (34) Project:Avery C page
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Location:Beam Nr.01 -Front Porch Beam on Outside of Porch suntel design
Roof Beam R 1 ` ]' suntel 16865 Boones Ferry Rd Suite 201 of
[2009 International Building Code(2005 NDS)] Lake Oswego,OR 97035
3.5 INx9.25INx7.0FT
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 8.0.113.0 6/10/2015 10:03:17 AM
Section Inadequate By:Infinity% LOADING DIAGRAM
Controlling Factor:Shear/Depth Required Infinity In.
DEFLECTIONS Center �. _
Live Load 0.03 IN L/2803
Dead Load 0.02 in FEB 1 2017
Total Load 0.05 IN L/1799
Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 f -. 1.,
REACTIONS A B )1M fl � ,F-
Live Load 717 lb 717 lb
Dead Load 400 lb 400 lb
Total Load 1117 lb 1117 lb w
Bearing Length 0.51 in 0.51 in
BEAM DATA
lil
Span Length 7 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 0 ft ROOF LOADING
Roof Pitch 0 :12 Side One:
Roof Duration Factor 0
Roof Live Load: LL= 30 psf
MATERIAL PROPERTIES Roof Dead Load: DL= 15 psf
#2-Douglas-Fir-Larch(North) Tributary Width: TW= 1.5 ft
Base Values Adjusted Side Two:
Bending Stress: Fb= 850 psi Fb'= 0 psi Roof Live Load: LL= 30 psf
Cd=0.00 CF=1.20 Roof Dead Load: DL= 15 psf
Shear Stress: Fv= 180 psi Fv'= 0 psi Tributary Width: TW= 5.3 ft
Cd=0.00 Wall Load: WALL= 5 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Non-Snow Roof Loaded Area: RLA= 0 plf
Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
Comp.L to Grain: Fc--L= 625 psi Fc-L'= 625 psi Adjusted Beam Length: Ladj= 7 ft
Controlling Moment: 1955 ft-lb Beam Self Weight: BSW= 7 plf
3.5 ft from left support Beam Uniform Live Load: wL= 205 plf
Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 114 plf
Controlling Shear: -1117 lb Total Uniform Load: wT= 319 plf
At support.
Created by combining all dead and live loads.
Comparisons with required sections: Req'd Provided
Section Modulus: Infinity in3 49.91 in3
Area(Shear): Infinity in2 32.38 in2
Moment of Inertia(deflection): 23.09 in4 230.84 in4
Moment: 1955 ft-lb 0 ft-lb
Shear: -1117 lb 0 lb
page
Project:Project:Avery C valerie
Location:Beam Nr.02-Garage Door Header suntel design /
Combination Roof And Floor Beam 16865 Boones Ferry Rd Suite 201 of
[2009 International Building Code(2005 NDS)] '' Lake Oswego,OR 97035
5.5 INx11.25INx16.5FT
#1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 8.0.113.0 6/10/2015 10:03:17 AM
Section Adequate By:37.8% LOADING DIAGRAM
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.32 IN U620
Dead Load 0.17 in
Total Load 0.49 IN L/402
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240
REACTIONS A
Live Load 1650 lb 1650 lb
Dead Load 892 lb 892 lb
Total Load 2542 lb 2542 lb
Bearing Length 0.74 in 0.74 in „u.:..x,: :« r..,r.: rfiNty
BEAM DATA Center 16.5 ft
Span Length 16.5 ft
Unbraced Length-Top 0 ft
Roof Pitch 5 :12 ROOF LOADING
Floor Duration Factor 1.00 Side 1 Side 2
Roof Duration Factor 1.15 Roof Live Load RLL= 30 psf 30 psf
Notch Depth 0.00 Roof Dead Load RDL= 15 psf 15 psf
MATERIAL PROPERTIES Roof Tributary Width RTW= 3 ft 1 ft
#1 -Douglas-Fir-Larch(North)
Base Values Adjusted FLOOR LOADING
Bending Stress: Fb= 1300 psi Fb'= 1495 psi Side 1 Side 2
Cd=1.15 CF=1.00 Floor Live Load FLL= 40 psf 40 psf
Shear Stress: Fv= 170 psi Fv'= 196 psi Floor Dead Load FDL= 15 psf 15 psf
Cd=1.15 Floor Tributary Width FTW= 0 ft 2 ft
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Wall Load WALL= 0 plf
Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi BEAM LOADING
Comp. to Grain: Fc- = 625 psi Fc- = 625 psi Roof Uniform Live Load: wL-roof= 120 plf
Roof Uniform Dead Load: wD-roof= 65 plf
Controlling Moment: 10487 ft-lb Floor Uniform Live Load: wL-floor= 80 plf
8.25 ft from left support Floor Uniform Dead Load: wD-floor= 30 plf
Created by combining all dead and live loads. Beam Self Weight: BSW= 13 plf
Controlling Shear: 2542 lb Combined Uniform Live Load: wL= 200 plf
At support. Combined Uniform Dead Load: wD= 108 plf
Created by combining all dead and live loads. Combined Uniform Total Load: wT= 308 plf
Controlling Total Design Load: wT-cont= 308 plf
Comparisons with required sections: Req'd Provided
Section Modulus: 84.17 in3 116.02 in3
Area(Shear): 19.51 in2 61.88 in2
Moment of Inertia(deflection): 389.25 in4 652.59 in4
Moment: 10487 ft-lb 14454 ft-Ib
Shear: 2542 lb 8064 lb
page
Project:Avery C valerie
Location:Beam Nr.03-Front Porch Beam at Entry suntel design /
Roof Beam 16865 Boones Ferry Rd Suite 201 of
[2009 International Building Code(2005 NOS)] Lake Oswego,OR 97035
3.5 INx7.25INx5.5FT
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 8.0.113.0 6/10/2015 10:03:17 AM
Section Inadequate By:Infinity% LOADING DIAGRAM
Controlling Factor:Shear/Depth Required Infinity In.
DEFLECTIONS Center
Live Load 0.03 IN L/2376
Dead Load 0.01 in
Total Load 0.04 IN L/1560
Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180
REACTIONS A
Live Load 660 lb 660 lb
Dead Load 345 lb 345 lb
Total Load 1005 lb 1005 lb
Bearing Length 0.46 in 0.46 in <y. .
BEAM DATA 5.5 ft
Span Length 5.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 0 ft ROOF LOADING
Roof Pitch 0 :12 Side One:
Roof Duration Factor 0 Roof Live Load: LL= 30 psf
MATERIAL PROPERTIES Roof Dead Load: DL= 15 psf
#2-Douglas-Fir-Larch(North) Tributary Width: TW= 3 ft
Base Values Adjusted Side Two:
Bending Stress: Fb= 850 psi Fb'= 0 psi Roof Live Load: LL= 30 psf
Cd=0.00 CF=1.30 Roof Dead Load: DL= 15 psf
Shear Stress: Fv= 180 psi Fv'= 0 psi Tributary Width: TW= 5 ft
Cd=0.00 Wall Load: WALL= 0 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Non-Snow Roof Loaded Area: RLA= 0 plf
Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
Comp.--to Grain: Fc-_= 625 psi Fc-_'= 625 psi Adjusted Beam Length: Ladj= 5.5 ft
Beam Self Weight: BSW= 5 plf
Controlling Moment: 1382 ft-lb Beam Uniform Live Load: wL= 240 plf
2.75 ft from left support Beam Uniform Dead Load: wD_adj= 125 plf
Created by combining all dead and live loads. Total Uniform Load: wT= 365 plf
Controlling Shear: -1005 lb
At support.
Created by combining all dead and live loads.
Comparisons with required sections: Req'd Provided
Section Modulus: Infinity in3 30.66 in3
Area(Shear): Infinity in2 25.38 in2
Moment of Inertia(deflection): 12.82 in4 111.15 in4
Moment: 1382 ft-lb 0 ft-lb
Shear: -1005 lb 0 lb
Project:Avery C page
e
sunt
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Location:Beam Nr.04-Front Porch Beam at Garage Side � i ; l suntel design
Multi-Span Roof Beam 16865 Boones Ferry Rd Suite 201 or
[2009 International Building Code(2005 NDS)] Lake Oswego,OR 97035
3.5 INx9.25INx7.0FT
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 8.0.113.0 6/10/2015 10:03:17 AM
Section Adequate By:27.6% LOADING DIAGRAM
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.05 IN L/1595
Dead Load 0.03 in
Total Load 0.08 IN L/993
Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180
REACTIONS A
Live Load 1160 lb 1010 lb
Dead Load 715 lb 640 lb
Total Load 1875 lb 1650 lb
Bearing Length 0.86 in 0.75 in *s, okk rt,C,:'.. ie, ....,10: . .-,.k G,.� :.A.....- 1JA...,t.
BEAM DATA Center 7 ft
Span Length 7 ft
Unbraced Length-Top 2 ft
Unbraced Length-Bottom 7 ft ROOF LOADING Center
Roof Pitch 10 :12 Roof Live Load RLL= 30 psf
Roof Duration Factor 1.15
Notch Depth 0.00 Roof Dead Load RDL= 15 psf
Roof Tributary Width Side One TW1 = 5.5 ft
MATERIAL PROPERTIES Roof Tributary Width Side Two TW2= 1.5 ft
#2-Douglas-Fir-Larch(North) Wall Load WALL= 0 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 850 psi Fb'= 1169 psi Load Number One
Cd=1.15 CI=1.00 CF=1.20 Live Load 700 lb
Shear Stress: Fv= 180 psi Fv'= 207 psi Dead Load 350 lb
Cd=1.15 Location 2.75 ft
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi BEAM LOADING Center
Comp.-L to Grain: Fc-l= 625 psi Fc-L'= 625 psi Total Live Load 210 plf
Total Dead Load(Adjusted for Roof Pitch) 137 plf
Controlling Moment: 3811 ft-lb Beam Self Weight 7 plf
2.8 Ft from left support of span 2(Center Span) Total Load 354 plf
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 1875 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: 39.12 in3 49.91 in3
Area(Shear): 13.59 in2 32.38 in2
Moment of Inertia(deflection): 41.86 in4 230.84 in4
Moment: 3811 ft-lb 4863 ft-lb
Shear: 1875 lb 4468 lb
•Project:Avery C page
valerie
Location:Beam Nr.05-Upper Level floor Beam at front of Garage >' ] suntel design
Multi-Loaded Multi-Span Beam :, 16865 Boones Ferry Rd Suite 201 of
[2009 International Building Code(2005 NDS)] Lake Oswego,OR 97035
5.125 INx16.5INx19.5FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 6/10/2015 10:03:17 AM
Section Inadequate By:Infinity% LOADING DIAGRAM
Controlling Factor:Shear/Depth Required Infinity In.
DEFLECTIONS
Live Load
Dead Load
Total Load
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 4729 lb 4100 lb TRt
Dead Load 2546 lb 1697 lb � "
Total Load 7275 lb 5798 lb W
Bearing Length Infinity in Infinity 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 400 plf
Camber Adj. Factor 1 Uniform Dead Load 150 plf
Camber Required 0 Beam Self Weight 0 plf
Notch Depth 0.00 Total Uniform Load 550 plf
MATERIAL PROPERTIES POINT LOADS-CENTER SPAN
24F-V4-Visually Graded Western Species Load Number One
Base Values Adjusted Live Load 350 lb
Bending Stress: Fb= 0 psi Controlled by: Dead Load 300 lb
Fb_cmpr= 0 psi Fb'= 0 psi Location 5.66 ft
Cd=1.00 Cv=0.98
Shear Stress: Fv= 0 psi Fv'= 0 psi TRAPEZOIDAL LOADS-CENTER SPAN
Cd=1.00 Load Number Qnl
Modulus of Elasticity: E= 0 ksi E'= 0 ksi Left Live Load 120 plf
Comp. L to Grain: Fc-L= 0 psi Fc-L'= 0 psi Left Dead Load 180 plf
Right Live Load 120 plf
Controlling Moment: 30556 ft-lb Right Dead Load 180 plf
8.97 Ft from left support of span 2(Center Span) Load Start 0 ft
Created by combining all dead loads and live loads on span(s)2 Load End 5.66 ft
Controlling Shear: 7275 lb Load Length 5.66 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: Req'd Provided
Section Modulus: Infinity in3 232.55 in3
Area(Shear): Infinity in2 84.56 in2
Moment of Inertia(deflection): 0 in4 1918.51 in4
Moment: 30556 ft-lb 0 ft-lb
Shear: 7275 lb 0 lb
•
Project:Avery C page
vl /
Location:Beam Nr.06-Upper Level Floor Beam at Entry K sunteuntel design
Combination Roof And Floor Beam 16865 Boones Ferry Rd Suite 201 or
[2009 International Building Code(2005 NDS)] Lake Oswego,OR 97035
3.5 IN x 11.25 IN x 5.5 FT
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 8.0.113.0 6/10/2015 10:03:17 AM
Section Adequate By:32.6% LOADING DIAGRAM
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.02 IN L/2840
Dead Load 0.02 in
Total Load 0.04 IN L/1615
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 2063 lb 2063 lb
Dead Load 1565 lb 1565 lb
Total Load 3627 lb 3627 lb w
Bearing Length 1.66 in 1.66 in i .'
BEAM DATA Center
Span Length 5.5 ft
Unbraced Length-Top 0 ft
Roof Pitch 8 :12 ROOF LOADING
Floor Duration Factor 1.00 Side 1 Side 2
Roof Duration Factor 1.15 Roof Live Load RLL= 30 psf 30 psf
Notch Depth 0.00
Roof Dead Load RDL= 15 psf 15 psf
MATERIAL PROPERTIES Roof Tributary Width RTW= 7 ft 18 ft
#2-Douglas-Fir-Larch(North)
Base Values Adjusted FLOOR LOADING
Bending Stress: Fb= 850 psi Fb'= 1075 psi Side 1 Side 2
Cd=1.15 CF=1.10 Floor Live Load FLL= 0 psf 40 psf
Shear Stress: Fv= 180 psi Fv'= 207 psi Floor Dead Load FDL= 10 psf 15 psf
Cd=1.15 Floor Tributary Width FTW= 1 ft 0 ft
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Wall Load WALL= 100 plf
Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi BEAM LOADING
Comp.L to Grain: Fc-L= 625 psi Fc-L'= 625 psi Roof Uniform Live Load: wL-roof= 750 plf
Roof Uniform Dead Load: wD-roof= 451 plf
Controlling Moment: 4988 ft-lb Floor Uniform Live Load: wL-floor= 0 plf
2.75 ft from left support Floor Uniform Dead Load: wD-floor= 10 plf
Created by combining all dead and live loads. Beam Self Weight: BSW= 8 plf
Controlling Shear: -3627 lb Combined Uniform Live Load: wL= 750 plf
At support. Combined Uniform Dead Load: wD= 569 plf
Created by combining all dead and live loads. Combined Uniform Total Load: wT= 1319 plf
Controlling Total Design Load: wT-cont= 1319 plf
Comparisons with required sections: Req'd Provided
Section Modulus: 55.66 in3 73.83 in3
Area(Shear): 26.29 in2 39.38 in2
Moment of Inertia(deflection): 61.71 in4 415.28 in4
Moment: 4988 ft-lb 6615 ft-lb
Shear: -3627 lb 5434 lb
page
Project:Avery C valerie
Location:Beam Nr.07-Upper Level Floor Beam at Rear of Garage ' suntel design
Uniformly Loaded Floor Beam " 16865 Boones Ferry Rd Suite 201 of
[2009 International Building Code(2005 NDS)] Lake Oswego,OR 97035
5.5 IN x 11.5IN x 10.25 FT
#1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 8.0.113.0 6/10/2015 10:03:17 AM
Section Adequate By:54.6% LOADING DIAGRAM
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.10 IN U1201
Dead Load 0.04 in
Total Load 0.14 IN L/855
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 2358 lb 2358 lb
Dead Load 953 lb 953 lb
Total Load 3310 lb 3310 lb
Bearing Length 0.96 in 0.96 in .. , .x " a.. '. u ... Y.,
BEAM DATA Center 10.25 ft
Span Length 10.25 ft
Unbraced Length-Top 1.33 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
#1 -Douglas-Fir-Larch(North) Floor Dead Load FDL= 15 psf 15 psf
Base Values Adjusted Floor Tributary Width FTW= 8 ft 3.5 ft
Bending Stress: Fb= 1300 psi Fb'= 1298 psi Wall Load WALL= 0 plf
Cd=1.00 C1=1.00 CF=1.00 BEAM LOADING
Shear Stress: Fv= 170 psi Fv'= 170 psi Beam Total Live Load: wL= 460 plf
Cd=1.00 Beam Total Dead Load: wD= 173 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Beam Self Weight: BSW= 13 plf
Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Total Maximum Load: wT= 646 plf
Comp.1-to Grain: Fc- = 625 psi Fc- = 625 psi
Controlling Moment: 8483 ft-lb
5.125 ft from left support
Created by combining all dead and live loads.
Controlling Shear: 3310 lb
At support.
Created by combining all dead and live loads.
Comparisons with required sections: Req'd Provided
Section Modulus: 78.4 in3 121.23 in3
Area(Shear): 29.21 in2 63.25 in2
Moment of Inertia(deflection): 208.95 in4 697.07 in4
Moment: 8483 ft-lb 13118 ft-lb
Shear: 3310 lb 7168 lb
Project:Avery C page
4,1v /
Location:Beam Nr.08-Sliding Glass Door Header at Nook , ", suntel design
4
Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd Suite 201 of
[2009 International Building Code(2005 NDS)] Lake Oswego,OR 97035
5.125 IN x 10.5IN x 8.5 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 6/10/2015 10:03:17 AM
Section Adequate By:24.7% LOADING DIAGRAM
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.13 IN L/804
Dead Load 0.09 in
Total Load 0.21 IN L/480
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 3175 lb 3965 lb TR1 TR2
Dead Load 2145 lb 2672 lb
Total Load 5320 lb 6637 lb
Bearing Length 1.60 in 1.99 in
BEAM DATA Center
Span Length 8.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 8.5 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center
Camber AdjFactor 1 Uniform Live Load 360 plf
Uniform Dead Load 235 plf
Camber Required 0.09 Beam Self Weight 12 plf
Notch Depth 0.00 Total Uniform Load 607 plf
MATERIAL PROPERTIES POINT LOADS-CENTER SPAN
24F-V4-Visually Graded Western Species Load Number One
Base Values Adjusted Live Load 1440 lb
Bending Stress: Fb= 2400 psi Controlled by: Dead Load 960 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 Two
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 600 plf 510 plf
Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 400 plf 340 plf
Comp. L to Grain: Fc- L= 650 psi Fc- = 650 psi Right Live Load 600 plf 510 plf
Right Dead Load 400 plf 340 plf
Controlling Moment: 15100 ft-lb Load Start 3.5 ft 4.5 ft
3.99 Ft from left support of span 2(Center Span) Load End 4.5 ft 8.5 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 1 ft 4 ft
Controlling Shear: -6637 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: 75.5 in3 94.17 in3
Area(Shear): 37.57 in2 53.81 in2
Moment of Inertia(deflection): 247.1 in4 494.4 in4
Moment: 15100 ft-lb 18834 ft-lb
Shear: -6637 lb 9507 lb
roject:Avery C
page
vuntel /
Location:Beam Nr.09-Rear Patio Roof Beam "` - ' suntel design
Roof Beam ` l 16865 Boones Ferry Rd Suite 201 er
[2009 International Building Code(2005 NDS)] Lake Oswego,OR 97035
3.5 IN x 9.25 IN x 10.0 FT
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 8.0.113.0 6/10/2015 10:03:17 AM
Section Inadequate By:Infinity% LOADING DIAGRAM
Controlling Factor:Shear/Depth Required Infinity In.
DEFLECTIONS Center
Live Load 0.12 IN L/1010
Dead Load 0.06 in
Total Load 0.18 IN U658
Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180
REACTIONS A B
Live Load 975 lb 975 lb
Dead Load 522 lb 522 lb
Total Load 1497 lb 1497 lb
Bearing Length 0.68 in 0.68 in 4f,'r;V'r ',fl .:.,....., u..... .Nisi' is .$ :',; .. ; '.... ,,' .+` ,i2,--2 _;.:
BEAM DATA 10 n
Span Length 10 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 0 ft ROOF LOADING
Roof Pitch 0 :12 Side One:
Roof Duration Factor 0 Roof Live Load: LL= 30 psf
MATERIAL PROPERTIES Roof Dead Load: DL= 15 psf
#2-Douglas-Fir-Larch(North) Tributary Width: TW= 1.5 ft
Base Values Adjusted Side Two:
Bending Stress: Fb= 850 psi Fb'= 0 psi Roof Live Load: LL= 30 psf
Cd=0.00 CF=1.20 Roof Dead Load: DL= 15 psf
Shear Stress: Fv= 180 psi Fv'= 0 psi Tributary Width: TW= 5 ft
Cd=0.00 Wall Load: WALL= 0 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Non-Snow Roof Loaded Area: RLA= 0 plf
Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
Comp.L to Grain: Fc-l= 625 psi Fc-L'= 625 psi Adjusted Beam Length: Ladj= 10 ft
Beam Self Weight: BSW= 7 plf
Controlling Moment: 3742 ft-lb Beam Uniform Live Load: wL= 195 plf
5.0 ft from left support Beam Uniform Dead Load: wD_adj= 104 plf
Created by combining all dead and live loads. Total Uniform Load: wT= 299 plf
Controlling Shear: 1497 lb
At support.
Created by combining all dead and live loads.
Comparisons with required sections: Req'd Provided
Section Modulus: Infinity in3 49.91 in3
Area(Shear): Infinity in2 32.38 in2
Moment of Inertia(deflection): 63.14 in4 230.84 in4
Moment: 3742 ft-lb 0 ft-lb
Shear: 1497 lb 0 lb
i
s t
Project:Avery C page
v /
Location:Beam Nr. 10-Great Rm Header � -^I suntel design
Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd Suite 201 of
[2009 International Building Code(2005 NDS)] Lake Oswego,OR 97035
5.5 IN x 9.5 IN x 5.5 FT
#1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 8.0.113.0 6/10/2015 10:03:17 AM
Section Adequate By:32.1% LOADING DIAGRAM
Controlling Factor:Shear
DEFLECTIONS Center
Live Load 0.03 IN L/2115
Dead Load 0.02 in
Total Load 0.05 IN L/1268
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 1871 lb 2684 lb 1R2
Dead Load 1256 lb 1797 lb
Total Load 3127 lb 4482 lb W
Bearing Length 0.91 in 1.30 in
BEAM DATA Center
Span Length 5.5 ft
Unbraced Length-Top 0 ft 1111111.11.
Unbraced Length-Bottom 5.5 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 360 plf
Notch Depth 0.00 Uniform Dead Load 235 plf
MATERIAL PROPERTIES Beam Self Weight 11 plf
#1 -Douglas-Fir-Larch(North) Total Uniform Load 606 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 1300 psi Fb'= 1300 psi Load Number One
Cd=1.00 CF=1.00 Live Load 1300 lb
Shear Stress: Fv= 170 psi Fv'= 170 psi Dead Load 850 lb
Cd=1.00 Location 3 ft
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp.L to Grain: Fc-L= 625 psi Fc-L'= 625 psi Load Number Two
Left Live Load 510 plf
Controlling Moment: 6632 ft-lb Left Dead Load 340 plf
3.03 Ft from left support of span 2(Center Span) Right Live Load 510 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 340 plf
Controlling Shear: -4482 lb Load Start 3 ft
6.0 Ft from left support of span 2(Center Span) Load End 5.5 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 2.5 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 61.22 in3 82.73 in3
Area(Shear): 39.54 in2 52.25 in2
Moment of Inertia(deflection): 74.36 in4 392.96 in4
Moment: 6632 ft-lb 8962 ft-lb
Shear: -4482 lb 5922 lb