Report (13) sr,) 6 Kk
RECEIVED
F L_D
MAY 2 e 2015
Fine Line Design&Construction, LLC. CITY OF TIGARD
BUILDI G DIVISION
13118 DONALD RD NE,AURORA OR 97002
(503)680-7231
gonzfrank1@gmail.com
GRAVITY LOADS
HENNINGS RESIDENCE
15850 S.W. OAK MEADOW LN
TIGARD, OREGON 97224
page
Project:HENNING FRANK GONZALEZ
Location:OVER MSTR BEDROOM ; Fine Line Design&Construction,LLC
Roof Beam 13118 DONALD RD NE of
[2009 International Building Code(2005 NDS)] AURORA OR 97002
3.5 IN x 7.25 IN x 6.0 FT
#2-Douglas-Fir-Larch(North)-Dry Use
Section Adequate By:729.2% SLOADI Version 8.0.113.0 4/29/2015 8:41:58 AM
Controlling Factor:Moment LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.01 IN U8783
Dead Load 0.01 in
Total Load 0.01 IN U5047
Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180
REACTIONS A
Live Load 150 lb 150 lb
Dead Load 111 lb 111 lb
Total Load 261 lb 261 lb
Bearing Length 0.12 in 0.12 in t,_ an
BEAM DATA s ft — —
Span Length 6 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 0 ft
Roof Pitch 4 :12 ROOF LOADING
Roof Duration Factor 1.15 Side One:
MATERIAL PROPERTIES Roof Live Load: LL= 25 psf
#2-Douglas-Fir-Larch(North) Roof Dead Load: DL= 15 psf
Base Values Adjusted Tributary Width: TW= 1 ft
Bending Stress: Fb= 850 psi Fb'= 1271 psi Side Two:
Cd=1.15 CF=1.30 Roof Live Load: LL= 25 psf
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
Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
Comp.1 to Grain: Fc- = 625 psi Fc- L'= 625 psi Adjusted Beam Length: Ladj= 6 ft
Beam Self Weight: BSW= 5 plf
Controlling Moment: 392 ft-lb Beam Uniform Live Load: wL= 50 plf
3.0 ft from left support Beam Uniform Dead Load: wD_adj= 37 plf
Created by combining all dead and live loads. Total Uniform Load: wT= 87 plf
Controlling Shear: 209 lb
At a distance d from support.
Created by combining all dead and live loads.
Comparisons with required sections: Read Provided
Section Modulus: 3.7 in3 30.66 in3
Area(Shear): 1.51 in2 25.38 in2
Moment of Inertia(deflection): 3.96 in4 111.15 in4
Moment: 392 ft-lb 3247 ft-lb
Shear: 209 lb 3502 lb
A y
Gage
Project:HENNING FRANK GONZALEZ
Location:OVER LIVING ROOM } Fine Line Design&Construction,LLC /
Roof Beam 13118 DONALD RD NE of
[2009 International Building Code(2005 NDS)] AURORA OR 97002
3.125 IN x 10.5 IN x 9.0 FT
24F-V4-Visually Graded Western Species-Dry Use
Section Adequate By:54.6% StruCalc Version 8.0.113.0 4/29/2015 8:39:21 AM
Controlling Factor:Moment LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.14 IN U775
Dead Load 0.09 in
Total Load 0.23 IN L/471
Live Load Deflection Criteria:L/240 Total Load Deflection Criteria: L/180
REACTIONS A
Live Load 2306 lb 2306 lb
Dead Load 1491 lb 1491 lb
Total Load 3797 lb 3797 lb
Bearing Length 1.87 in 1.87 in
BEAM DATA j 9 ft-
Span Length 9 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 0 ft
Roof Pitch 4 :12 ROOF LOADING
Roof Duration Factor 1.15 Side One:
MATERIAL PROPERTIES Roof Live Load: LL= 25 psf
24F-V4-Visually Graded Western Species Roof Dead Load: DL= 15 psf
Base Values Adjusted Tributary Width: TW= 19 ft
Bending Stress: Fb= 2400 psi Controlled by: Side Two:
Fb_cmpr= 1850 psi Fb'= 2760 psi Roof Live Load: LL= 25 psf
Cd=1.15 Roof Dead Load: DL= 15 psf
Shear Stress: Fv= 265 psi Fv'= 305 psi Tributary Width: TW= 1.5 ft
Cd=1.15 Wall Load: WALL= 0 plf
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Adjusted Beam Length: Ladj= 9 ft
Comp. L to Grain: Fc- L= 650 psi Fc--L'= 650 psi Beam Self Weight: BSW= 7 plf
Beam Uniform Live Load: wL= 513 plf
Controlling Moment: 8543 ft-lb Beam Uniform Dead Load: wD_adj= 331 plf
4.5 ft from left support Total Uniform Load: wT= 844 plf
Created by combining all dead and live loads.
Controlling Shear: -3113 lb
At a distance d from support.
Created by combining all dead and live loads.
Comparisons with required sections: Rea'd Provided
Section Modulus: 37.14 in3 57.42 in3
Area(Shear): 15.32 in2 32.81 in2
Moment of Inertia(deflection): 115.31 in4 301.46 in4
Moment: 8543 ft-lb 13207 ft-lb
Shear: -3113 lb 6666 lb