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Project:2389 FOUR D CONST _
,James Rowel sw
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Location:Lt 1-DECK BEAM �•'Alan Mascord Design Associates,Inc.
Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100
[2015 International Building Code(2015 NDS)] Art.'4.:;i74,MPortland,OR 97210
3.5 IN x 11.25 IN x 13.15 FT Pressure Treated(1.7+9.8+1.7)
#2-Douglas-Fir-Larch-Wet Use StruCalc Version 10.0.1.6 2/19/2019 3:17:04 PM
Section Adequate By 11.8%
Controlling Factor:Moment
DEFL EC'nrytc 1.911 Center Right WADING DIAGRAM
Live Load 43.06 IN 20864 0,11 IN L/1063 -0.06 IN 20664
Dead Load -0.01 in 0.02 in -0.01 in
Total Load -0.07 IN 20560 0.13 IN L/888 -0.07 IN 20560
- Live Load Deflection Criteria:U480 Total Load Deflection Criteria:L/360
BERSagni A 13
Live Load 2015 lb 2015 lb
Dead Load 451 lb 451 lb
Total Load 2466 lb 2466 to
Bearing Length 1.68 in 1.88 in
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BAPMDAIB Llitt Center RI h•
Span Length 1.66 ft 9.83 ft 1.66 ft
Untraced Length-Top 0 ft 0 ft 0 ft I,.,-1.56rt __ ease -tee rt-1
Unbraced Length-Bottom 1.66 ft 9.83 11 1.66 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES UNFORM LOADS Left Center Rant
Uniform Live Load 300 plf 300 Of 300 Of
#2-Douglas-Fir-Larch
Base Values Adjusted Uniform Dead Load 60 plf 60 plf 60 Of
Beam Self Weight 9 Of 9 plf 9 plf
Bending Stress: Fb= 900 psi Fb'= 792 psi Total Uniform Load 369 plf 369 Of 369 plf
Cd=1.00 CF=1.10 Ci=0.80
Shear Stress: Fv= 180 psi FV= 140 psi
Cd=1.00 Cn=O.97
Modulus of Elasticity: E= 1600 ksi E'= 1368 ksi
Cm 0.90 Ci=O 95
Comp.Ito Grain: Fc-1= 625 psi Fc-1'= 419 psi
Cm*O.87
Contro1ng Moment 4357 ft4b
4.91 Ft from left support of span 2(Center Span)
Created by combining al dead loads and live loads on span(s)2
Controling Shear: -1527 lb
Ata distance d from right support of span 2(Center Span)
Created by combining al dead bads and live loads on span(s)2,3
Comparisons with required section*: Read Provided
Section Modulus: 68.01 in3 73.83 in3
Area(Shear): 16.4 in2 39.38 int
Moment of Inertia(deflection): 299.93 in4 415.28 in4
Moment: 4357 ft-tb 4873 ft-lb
Shear -1527 lb 3667 lb