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Project: 17-069 Oak Tree Apts. Repairs Dustin Selby - 27
Location:,Stair Stringer 1
Mult 'goaded Multi-Span Beam StruCalc Version 1C:^.1.4 5/10/9018 5:22:i'4 'M of
[2015 International Building Code(2015 NDS)]
3.5 IN x 13.5 IN x 14.25 FT (Actual 17 FT)
124F-V4-Visually Graded Western Species-Wet Use
Section Adequate By: 157.8%
'Controlling Factor: Deflection
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: 11360 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
BEAM DATA Center
Span Length 14.25 ft
Unbraced Length-Top 1 ft A 14.25 ft B+
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
Camber Required 0 Uniform Live Load 179 plf
Uniform Dead Load 56 plf
Notch Depth 0.00
Beam Self Weight 10 plf
MATERIAL PROPERTIES Total Uniform Load 245 plf
24F-V4-Visually Graded Western Species
Base Values Adjusted
Bending Stress: Fb= 2400 psi Controlled by:
Fb_cmpr= 1850 psi Fb'= 1913 psi
Cm=O.80 Cl=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. t-to Grain: Fc-�-= 650 psi Fc---'= 345 psi
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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
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: Reed 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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