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1419 Washington Street,Suite 100 Checked by
Oregon City,OR 97045 Project No. ‘3"' a hie
Work:503-657-9800 Fax:503-656-0186
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Project: 17-069 Oak Tree Apts. Repairs -- - - page
Dustin Selby _ -
Location:`;+air Stringer 1 StruCalc Version 1 C'.0.1.4` 5/10/203 5:22:P4 PM
Multi-Loaded Multi-Span Beam of
[2015 International Building Code(2015 NDS)]
3.5 IN x 13.5 IN x 14.25 FT (Actual 17 FT)
]24F-V4-Visually Graded Western Species-Wet Use m
`Section Adequate By: 157.8%
-(Controlling Factor: Deflection
1-DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.22 IN L/928
Dead Load 0.10 in
Total Load 0.32 IN L/644
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 1277 lb 1277 lb
Dead Load 563 lb 563 lb
Total Load 1840 lb 1840 lb
Bearing Length 1.53 in 1.53 in
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BEAM DATA Center
Span Length 14.25 ft
Unbraced Length-Top 1 ft A 14.25 ft
Unbraced Length-Bottom 14.25 ft
Beam End Elevation Difference 9.26 ft
Live Load Duration Factor 1.00
UNIFORM LOADS Center
Camber Adj. Factor 0 Required 0 Uniform Live Load 179 plf
Camber Req 0.00 Uniform Dead Load 56 plf
Notch
Beam Self Weight 10 plf
MATERIAL PROPERTIES Total Uniform Load 245 plf
24F-V4-Visually Graded Western Species
Base Values Adiusted
Bending Stress: Fb= 2400 psi Controlled by:
Fb_cmpr= 1850 psi Fb'= 1913 psi
Cm=0.80 C1=1.00
Shear Stress: Fv= 265 psi Fv'= 232 psi
Cd=1.00 Cm=0.88
Modulus of Elasticity: E= 1800 ksi E= 1499 ksi
Cm=0.83
Comp.-1-to Grain: Fc---= 650 psi Fc- = 345 psi
Cm=0.53
Controlling Moment: 6554 ft-lb
7.127 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -1543 lb
I 14.255 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: 41.1 in3 106.31 in3
Area(Shear): 9.98 in2 47.25 in2
Moment of Inertia(deflection): 278.35 in4 717.61 in4
Moment: 6554 ft-lb 16951 ft-lb
Shear: -1543 lb 7304 lb
NOTES
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