Specifications -4
Project C_Bi i Construction Lot 6 Oak Woods page
Avery 99 � -�—+—� Keith A Kudrna
Location:Beam Nr.09-Rear Patio Roof Beam Suntel Design
Roof Beam " 16865 Boones Ferry Rd of/
[2012 International Building Code(2012 NDS)] ,., - Lake Oswego,Oregon 97035
3.5 IN x 9.25 IN x 10.0 FT
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 1/18/2018 7:33:14 AM
Section Adequate By:30.4%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.12 IN L/1010
Dead Load 0.06 in
Total Load 0.18 IN U658
Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180
REACTIONS A la
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
BEAM DATA
Span Length 10 ft
Unbraced Length-Top 0 ft 10a
Unbraced Length-Bottom 0 ft
Roof Pitch 0 :12
Roof Duration Factor 1.15 ROOF LOADING
MATERIAL PROPERTIES Side One:
#2-Douglas-Fir-Larch(North) Roof Live Load: LL= 30 psf
Rase Values Adjusted Roof Dead Load: DL= 15 psf
Bending Stress: Fb= 850 psi Fb'= 1173 psi Tributary Width: TW= 1.5 ft
Cd=1.15 CF=1.20 Side Two:
Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Live Load: LL= 30 psf
Cd=1.15 Roof Dead Load: DL= 15 psf
Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Tributary Width: TW= 5 ft
Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi
Comp.-L to Grain: Fc-1= 625 psi Fc--1-'= 625 psi Wall Load: WALL= 0 plf
Moment: 3742 ft-lb
SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
Controlling
from left Moment:
Adjusted Beam Length: Ladj= 10 ft
5.0
Beam U
Created by combining all dead and live loads. Weight: w = = 7 plf
Beam Uniformif Live Load: L= 195 plf
Controlling Shear: 1287 lb Beam Uniform Dead Load: wD_adj= 104 plf
At a distanced from support. Total Uniform Load: wT= 299 plf
Created by combining all dead and live loads.
Comparisons with required sections: Read Provided
Section Modulus: 38.28 in3 49.91 in3
Area(Shear): 9.33 in2 32.38 in2
Moment of Inertia(deflection): 63.14 in4 230.84 in4
Moment: 3742 ft-lb 4879 ft-lb
Shear: 1287 lb 4468 lb
NOTES
Project:Avery C_Biggi Construction_Lot 6 Oak Woods • "NW Page
Keith A Kudrna
Location:Beam Nr.11 -Rear Deck Beam Suntel Design
Uniformly Loaded Floor Beam 16865 Boones Ferry Rd or
[2012 International Building Code(2012 NDS)] Lake Oswego,Oregon 97035
3.5 IN x 11.25 IN x 9.5 FT
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 1/18/2018 7:33:15 AM
Section Adequate By:42.3%
Controlling Factor:Moment
DEFLECTIONS Center I-OADING DIAGRAM
Live Load 0.08 IN L/1378
Dead Load 0.02 in
Total Load 0.10 IN L/1154
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS L4 B
Live Load 1425 lb 1425 lb
Dead Load 277 lb 277 lb
Total Load 1702 lb 1702 lb
Bearing Length 0.78 in 0.78 in
SEAM DATA Center
Span Length 9.5 ft
Unbraced Length-Top 0 ft
Floor Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES FLOOR LOADING
#2-Douglas-Fir-Larch(North) Side 1 Side 2
Base Values Adjusted Floor Live Load FLL= 60 psf 0 psf
Bending Stress: Fb= 850 psi Fb'= 935 psi Floor Dead Load FDL= 10 psf 0 psf
Cd=1.00 CF=1.10 Floor Tributary Width FTW= 5 ft 0 ft
Shear Stress: Fv= 180 psi Fv'= 180 psi
Cd=1.00 Wall Load WALL= 0 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi BEAM LOADING
Comp.-L to Grain: Fc-1= 625 psi Fc- = 625 psi Beam Total Live Load: wL= 300 plf
nt:
Controlling Moment: 4043 ftIb Beam Total Dead Load: wD= 50 plf
seBeam Self Weight: BSW= 8 plf
4.7ft from left
Created by combining all dead and live loads. Total Maximum Load: wT= 358 plf
Controlling Shear: -1396 lb
At a distance d from support.
Created by combining all dead and live loads.
Comparisons with required sections: Req'd Provided
Section Modulus: 51.89 in3 73.83 in3
Area(Shear): 11.63 in2 39.38 in2
Moment of Inertia(deflection): 108.49 in4 415.28 in4
Moment: 4043 ft-lb 5752 ft-lb
Shear: -1396 lb 4725 lb
NOTES
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Project:Avery C_Biggi Construction Lot 6 Oak Woods us_.—'-- Keith A Kudrna
Location:Beam Nr.11 a-Rear Deck BeamSuntel Design
Multi-Span Floor Beam 16865 Boones Ferry Rd of
[2012 International Building Code(2012 NDS)] ,�,t'"— Lake Oswego,Oregon 97035
3.5 IN x 12.0 IN x 15.25 FT(2.2+13)
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 1/18/2018 7:33:15 AM
Section Adequate By:27.5%
Controlling Factor:Deflection
DEFLECTIONS Loft Center LOADING DIAGRAM
Live Load -0.12 IN 2L/458 0.21 IN U734
Dead Load -0.02 in 0.04 in
Total Load -0.14 IN 2L/392 0.25 IN L/621
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 2683 lb 1950 lb
Dead Load 529 lb 373 lb
Total Load 3212 lb 2323 lb
Bearing Length 1.41 in 1.02 in
REAM DATA Left Center
Span Length 2.25 ft 13 ft
Unbraced Length-Top 0 ft 0 ft I-2.25ft 13 ft
Unbraced Length-Bottom 0 ft 13 ft
Floor Duration Factor 1.00
Notch Depth 0.00 FLOOR LOADING Let Center
MATERIAL PROPERTIES Floor Live Load FLL= 60 psf 60 psf
24F-V4-Visually Graded Western Species Floor Dead Load FDL= 10 psf 10 psf
Base Values Adjusted Floor Tributary Width Side One TW1 = 5 ft 5 ft
Bending Stress: Fb= 2400 psi Controlled by: Floor Tributary Width Side Two TW2= 0 ft 0 ft
Fb_cmpr= 1850 psi Fb'= 2400 psi Wall Load WALL= 0 plf 0 plf
Cd=1.00 REAM LOADING Left Center
Shear Stress: Fv= 265 psi Fv'= 265 psi Reduced Floor Live Load 60 psf 60 psf
Cd=1.00 Total Live Load 300 plf 300 plf
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Total Dead Load 50 plf 50 plf
Comp.-I-to Grain: Fc-1= 650 psi Fc-1'= 650 psi Beam Self Weight 9 plf 9 plf
Total Load 359 plf 359 plf
Controlling Moment: 7511 ft-lb
6.5 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 2077 lb
At a distance d from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)1,2
Comparisons with required sections: Req'd Provided
Section Modulus: 37.56 in3 84 in3
Area(Shear): 11.76 in2 42 in2
Moment of Inertia(deflection): 395.42 in4 504 in4
Moment: 7511 ft-lb 16800 ft-lb
Shear: 2077 lb 7420 lb
NOTES