Plans OFFICE COPY
fourdconst@msn.com
From: James Rowell <jamesr@mascord.com>
Sent: Monday, May 22, 2017 10:45 AM RECEIVED
To: David DeHarpport
Attachments: U2-rev.pdf MAY 2 2 2.017
CITY OF TIGARD
Dave, BUILDING DIVISION
You can cut off 1-1/2" See calc.
James Rowell
Plan Support
503.225.9161 x228
Lilli10040.1400049
ALAN MASCORD DESIGN ASSOCIATES,INC
mascord.com I houseplans.co
REVISION
_CO
7 LfOS J Sl✓ /1174
0 -t gara
Approved Plans
By nate
1
page
Project:22141A FOUR D CONST 2 James Rowell
Location:U2t WINDOW HDR AT MASTER Alan Mascord Design
MultLoaded Multi-Span Beam 2187 NW Reed St, Suite 100 of
[2009 International Building Code(2005 NDS) Portland,OR 97210
3.5 IN x 7.75 IN x 9.67 FT(3.2+3.3+3.2) StruCalc Version 10.0.0.8 5/22/2017 9:31:38 AM
#2-Douglas-Fir-Larch-Dry Use
Section Adequate By:7.1%
Controlling Factor:Shear
DEFLECTIONS Left Center Right LOADING DIAGRAM
Live Load 0.00 IN UMAX 0.01 IN U5581 0.00 IN UMAX
Dead Load 0.00 in 0.00 in 0.00 in
Total Load 0.00 IN UMAX 0.01 IN U3620 -0.01 IN U6838
Live Load Deflection Criteria:U360 Total Load Deflection Criteria: U240
REACTIONS 3 Q p
Live Load 595 lb 2195 lb 2610 lb 160 lb
Dead Load 295 lb 1467 lb 1680 lb -38 lb
Total Load 890 lb 3662 lb 4290 lb 122 lb
Uplift(1.5 F.S) 0 lb 0 lb 0 lb -270 lb
Bearing Length 0.41 in 1.67 in 1.96 in 0.06 in W TR1
BEAM DATA Left Center Right
Span Length 3.17 ft 3.33 ft 3.17 ft ----
Unbraced Length-Top O ft O ft O ft
Unbraced Length-Bottom 3.17 ft 3.33 ft 3.17 ft
Live Load Duration Factor 1.15
Notch Depth 0.00 UNIFORM LOADS Left Center Right
MATERIAL PROPERTIES Uniform Live Load 428 plf 0 plf 100 plf
#2-Douglas-Fir-Larch Uniform Dead Load 286 plf 0 plf 68 plf
Beam Self Weight 6 plf 6 plf 6 plf
Base Values Adjusted Total Uniform Load 720 plf 6 plf 174 plf
Bending Stress: Fb= 900 psi Fb'= 1346 psi
Cd=1.15 CF=1.30 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 207 psi Load Number One
Cd=1.15 Live Load 2179 lb
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1453 lb
Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Location 2.5 ft
Comp. to Grain: Fc--L= 625 psi Fc- = 625 psi TRAPEZOIDAL LOADS-CENTER SPAS(
Load Number Qps Two
Controlling Moment: 1684 ft-lb Left Live Load 428 plf 100 plf
2.5 Ft from left support of span 2(Center Span) Left Dead Load 286 plf 68 plf
Created by combining all dead loads and live loads on span(s)2 Right Live Load 428 plf 100 plf
Controlling Shear: -3496 lb Right Dead Load 286 plf 68 plf
At a distance d from right support of span 2(Center Span) Load Start 0 ft 2.5 ft
Created by combining all dead loads and live loads on span(s)2,3 Load End 2.5 ft 3.33 ft
Load Length 2.5 ft 0.83 ft
Comparisons with required sections: Rea'd Provided
Section Modulus: 15.02 in3 35.04 in3
Area(Shear): 25.33 in2 27.13 in2
Moment of Inertia(deflection): 9 in4 135.77 in4
Moment: 1684 ft-lb 3928 ft-lb
Shear: -3496 lb 3743 lb
NOTES
OFFICE COPY