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OUELLETTE ENGINEERING INC.
33720 NE Kramien Rd. NOV 1 0 2015
Newberg, OR 97132
(503) 537-7076 CITY OF flGAL(ll
BUILDING DIVISION
STRUCTURAL CALCULATIONS
FOR
RIVERA RESIDENCE
REMODEL
13610 SW 115TH ST.
TIGARD, OR 97223
Job No. 15-29A
8/11/15 Page 1 of 7
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REVISIONS INVOLVE REPLACING AN EXISTING INTERIOR BEARING
WALL WITH A BEAM,POSTS AND FOOTINGS.
BY INSPECTION,REMEDIAL LATERAL STRENTHENING TO RESIST
SEISMIC AND WIND FORCES IS NOT WARRENTED.
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Project: A u&L
Q��.e.63) i_. , Jay Ouellette /
Location:new roof beam
h :,:-::;=.=Ouellette Engineering Inc.
Roof Beam a' Newberg, Oregon or
[2012 International Building Code(2012 NDS)] g''
5.5 IN x 13.5 IN x 19.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.1.4 7/27/2015 11:05:39 AM
Section Adequate By:9.6%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.55 IN L/413
Dead Load 0.31 in
Total Load 0.87 IN L/263
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 3634 lb 3634 lb
Dead Load 2068 lb 2068 lb
Total Load 5702 lb 5702 lb
Bearing Length 1.59 in 1.59 in
BEAM DATA
Span Length 19 ft
Unbraced Length-Top 0 ft 19 ft
Unbraced Length-Bottom 0 ft
Roof Pitch 4 :12
Roof Duration Factor 1.15
ROOF LOADING
MATERIAL PROPERTIES Side One:
24F-V4-Visually Graded Western Species Roof Live Load: LL= 30 psf
Base Values Adjusted Roof Dead Load: DL= 15 psf
Bending Stress: Fb= 2400 psi Controlled by: Tributary Width: TW= 7.3 ft
Fb_cmpr= 1850 psi Fb'= 2736 psi Side Two:
Cd=1.15 Cv=0.99 Roof Live Load: LL= 30 psf
Shear Stress: Fv= 265 psi Fv'= 305 psi Roof Dead Load: DL= 15 psf
Cd=1.15 Tributary Width: TW= 5.5 ft
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Wall Load: WALL= 0
Controlling Moment: 27084 ft-lb plf
9.5 ft from left support SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
Created by combining all dead and live loads. Adjusted Beam Length: Ladj= 19 ft
Controlling Shear: 5702 lb Beam Self Weight: BSW= 16 plf
At support. Beam Uniform Live Load: wL= 383 plf✓
Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 218 plf-
Total Uniform Load: wT= 600 plf
Comparisons with required sections: Red Provided
Section Modulus: 118.8 in3 167.06 in3
Area(Shear): 28.06 in2 74.25 in2 '
Moment of Inertia(deflection): 1029.01 in4 1127.67 in4
Moment: 27084 ft-lb 38087 ft-lb 13/11 Wt 1 300 l45
Shear: 5702 lb 15085 lb
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Project: VlU.0 f � �-- � page
Jay Ouellette
Location: Footing 3 , i '.:3Ouellette Engineering Inc.
rooting. .L' zs {'Newberg,Oregon of
[2012 International Building Code(2012 NDS)]
Footing Size:2.17 FT x 2.17 FT x 8.00 IN
Section Footing Design Adequate StruCalc Version 9.0.1.4 7/27/2015 11:14:10 AM
CAUTIONS
*Footing has been designed without reinforcement
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: F'c= 2500 psi
Reinforcing Steel Yield Strength: Fy= 40000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 2.17 ft
Length: L= 2.17 ft
Depth: Depth= 8 in
Effective Depth to Top Layer of Steel: d= 6 in
COLUMN AND BASEPLATE SIZE
Column Type: Steel
Column Width: m= 4 in
Column Depth:• n= 4 in
Baseplate Width: bsw= 6 in
Baseplate Length: bsl= 6 in
FOOTING CALCULATIONS [-4 in—
Bearing Calculations: i
Ultimate Bearing Pressure: Qu= 1232 psf
Effective Allowable Soil Bearing Pressure:Qe= 1400 psf
Required Footing Area: Areq= 4.14 sf
Area Provided: A= 4.71 sf
Baseplate Bearing: 8 i
Bearing Required: Bear= 8440 lb T
Allowable Bearing: Bear-A= 84150 lb a in
Beam Shear Calculations(One Way Shear): — L
Beam Shear: Vu1 = 1465 lb 2.17 ft
Allowable Beam Shear: Vc1 = 5729 lb
Punching Shear Calculations(Two Way Shear):
Critical Perimeter: Bo= 44 in FOOTING LOADING
Punching Shear: Vu2= 6934 lb Live Load: PL= 3700 lb V,-
Controlling Allowable Punching Shear: vc2= 19312 lb Dead Load: PD= 2100 lb I
Bending Calculations: Total Load: PT= 5800 lb
Factored Moment: Mu= 17935 in-lb Ultimate Factored Load: Pu= 8440 lb
Nominal Moment Strength: Mn= 21483 in-lb Weight to resist uplift w/1.5 F.S.: U.R.= 303 lb
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