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Project:22151AD FOUR D CONST age
James Rowell
Location: L1-DECK BEAM Alan Mascord Design
Multi-Loaded Multi-Span Beam 2187 NW Reed St,Suite 100 of
[2015 International Residential Code(2015 NDS)) Portland, OR 97210
3.5 IN x 11.25 IN x 8.67 FT Pressure Treated StruCalc Version 10.0.1.6 4/10/2018 2:19:34 PM
#2-Douglas-Fir-Larch-Wet Use
Section Adequate By:3.4%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.09 IN 01099
Dead Load 0.02 in
Total Load 0.11 IN 0927
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:0240
REACTIONS A
Live Load 1834 lb 1834 lb
Dead Load 340 lb 340 lb
Total Load 2174 lb 2174 lb
Bearing Length 1.48 in 1.48 in
w
BEAM DATA Center
Span Length 8.67 ft
Unbraced Length-Top 0 ft 8.67 it
Unbraced Length-Bottom 8.67 ft —
Live Load Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES UNIFORM LOADS Center
-Dougla Uniform Live Load 423 plf
Uniform Dead Load 70 pif
Base Values Adjusted
To
Bending Stress: Fb= 900 psi Fb'= 792 psi Total aoWeight 9 plf
Total SelfUniform Load 502 off
Cd=1.00 CF=1.10 Ci=0.80
Shear Stress: Fv= 180 psi Fv'= 140 psi
Cd=1.00 Cm=0.97 Ci=0.80
Modulus of Elasticity: E= 1600 ksi E= 1368 ksi
Cm=0.90 Ci=0.95
Comp.-L to Grain: Fc- L= 625 psi Fc-J-'= 419 psi
Cm=0.67
Controlling Moment: 4712 ft-lb
4.34 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -1739 lb
At a distance d from right support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Redd Provided
Section Modulus: 71.4 in3 73.83 in3
Area(Shear): 18.68 int 39.38 in2
Moment of Inertia(deflection): 136 in4 415.28 in4
Moment 4712 ft-lb 4873 ft-lb
Shear: -1739 lb 3667 lb
NOTES
Project 22151AD FOUR D CONST rgf,i(
James Rowell
Location:DECK JOISTS Alan Mascord Design
Floor Joist 2187 NW Reed St,Suite 100 I of
[2015 International Residential Code(2015 NDS)) Portland,OR 97210
1.5 IN x 9.25 IN x 9.75 FT Pressure Treated(6.8+3)®16 O.C. StruCalc Version 10.0.1.6 4/10/2018 2:22:23 PM
#2-Douglas-Fir-Larch-Wet Use
Section Adequate By:215.1%
Controlling Factor:Moment
DEFLECTIONS Center Right LOADING DIAGRAM
Live Load 0.03 IN U2934 0.04 IN 2L/1740
Dead Load 0.00 in 0.00 in
Total Load 0.03 IN 02698 0.04 IN 201726
Live Load Deflection Criteria:0480 Total Load Deflection Criteria:0360
REACTIONS A
Live Load 270 lb 563 lb
Dead Load 36 lb 94 lb
Total Load 306 lb 657 lb
Uplift(1.5 F.S) -29 lb 0 lb
Bearing Length 0.49 in 1.05 in
SUPPORT LOADS A 5 ,5 r 1 rw. " ).
Live Load 203 plf 422 Of 5.75 ft 3 ft
Dead Load 27 plf 71 pif
Total Load 230 plf 493 plf
MATERIAL PROPERTIES JOIST DATA Center Right
#2-Douglas-Fir-Larch Span Length 6.75 ft 3 ft
Base Values Adiusted Unbraced Length-Top 0 ft 0 ft
Bending Stress: Fb= 900 psi Fb'= 742 psi Unbraced Length-Bottom 0 ft 0 ft
Cd=1.00 C1=0.82 CF=1.10 Cr=1.15 Ci=0.80 Floor sheathing applied to top of joists-top of joists fully braced.
Shear Stress: Fv= 180 psi Fv'= 140 psi Floor Duration Factor 1.00
Cd=1.00 Cm=0.97 Ci=0.80
Modulus of Elasticity: E= 1600 ksi E'= 1368 ksi JOIST LOADING
Cm=0.90 Ci=0.95 Uniform Floor Loading Center Riaht
Comp. to Grain: Fc-1 = 625 psi Fc- L'= 419 psi Live Load LL= 60 psf 60 psf
Cm=0.67 Dead Load DL= 10 psf 10 psf
Total Load TL= 70 psf 70 psf
Controlling Moment: -420 ft-lb TL Adj.For Joist Spacing wT= 93.3 plf 93.3 plf
Over right support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2,3
Controlling Shear: -308 lb
At a distance d from right support of span 2(Center Span)
Created by combining ail dead loads and live loads on span(s)2,3
Comparisons with required sections: Req'd Provided
Section Modulus: 6.79 In3 21.39 in3
Area(Shear): 3.31 in2 13.88 in2
Moment of Inertia(deflection): 27.28 in4 98.93 in4
Moment: -420 ft-lb 1323 ft-lb
Shear: -308 lb 1292 lb
NOTES
E I