Report OUELLETTE ENGINEERING INC.
33720 NE Kramien Rd.
Newberg, OR 97132 RECEIVED
(503) 537-7076
MAR 2 3 2016
STRUCTURAL CALCULATIONS
FORCITY OF BUI
BUILDING D V S;ON
Ventura Court
Basement Remodel
9674 SW Ventura Ct.
Tigard, OR
Job No. 16-17A
2/23/16 Page 1 of 7
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Project: Page
Jay Ouellette 4
Location:bsmt beam Ouellette Engineering Inc.
Multi-Loaded Multi-Span Beam Newberg,Oregon of
[2012 International Building Code(2012 NDS)]
3.5 IN x 13.5 IN x 7.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 3/14/2016 9:25:38 PM
Section Adequate By:4.3%
Controlling Factor:Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.08 IN U1073
Dead Load 0.04 in
Total Load 0.12 IN U686
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240
REACTIONS A B
Live Load 3264 lb 5876 lb
Dead Load 1863 lb 3324 lb
Total Load 5127 lb 9200 lb
Bearing Length 2.25 in 4.04 in
BEAM DATA Center
Span Length 7 ft �iraaa ,,
r& ; ,A�,.•
Unbraced Length-Top 0 ft I 7 ft
Unbraced Length-Bottom 7 ft
Live Load Duration Factor 1.15
Camber Adj. Factor 1.5
Camber Required 0.07 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 0 plf
Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 10 plf
24F-V4-Visually Graded Western Species Total Uniform Load 10 plf
Base Values Adjusted
Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS-CENTER SPAN
Fb_cmpr= 1850 psi Fb'= 2760 psi Load Number One
Cd=1.15 Live Load 9140 lb
Shear Stress: Fv= 265 psi Fv'= 305 psi Dead Load 5115 lb
Cd=1.15 Location 4.5 ft
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Comp.-I-to Grain: Fc- = 650 psi Fc- = 650 psi
Controlling Moment: 22866 ft-lb
4.48 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -9200 lb
At right support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Read Provided
Section Modulus: 99.42 in3 106.31 in3
Area(Shear): 45.28 in2 47.25 in2
Moment of Inertia(deflection): 251.21 in4 717.61 in4
Moment: 22866 ft-lb 24452 ft-lb
Shear: =9-200 lb 96-OU lb — -- —
NOTES
Pfoject: page
Jay Ouellette
Location:footing 1 r-'''--:•*i,--a: Ouellette •Engineering Inc. 7
Feoting A Newberg,Oregon of
[2012 International Building Code(2012 NDS)] ` �'
Footing Size:2.0 FT x 2.0 FT x 9.00 IN
Section Footing Design Adequate StruCalc Version 9.0.2.5 3/14/2016 9:28:48 PM
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 I 6 in I
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 2 ft
Length: L= 2 ft
Depth: Depth= 9 in
Effective Depth to Top Layer of Steel: d= 7 in 9 in
COLUMN AND BASEPLATE SIZE T
Column Type: Wood
3 in
Column Width: m= 4 in 1
Column Depth: n= 6 in —
FOOTING CALCULATIONS I 2f
Bearing Calculations: F-a in —I
Ultimate Bearing Pressure: Qu= 1282 psf —
Effective Allowable Soil Bearing Pressure:Qe= 1388 psf
Required Footing Area: Areq= 3.7 sf
Area Provided: A= 4.00 sf
Baseplate Bearing:
Bearing Required: Bear= 7458 lb 9 in
Allowable Bearing: Bear-A= 56100 lb T
Beam Shear Calculations(One Way Shear):
Beam Shear: Vu1 = 1554 lb 31n
Allowable Beam Shear: Vc1 = 6160 lb L
Punching Shear Calculations(Two Way Shear): I 2 ft I
Critical Perimeter: Bo= 48 in
Punching Shear: Vu2= 5606 lb
Controlling Allowable Punching Shear: vc2= 24578 lb FOOTING LOADING
Bending Calculations: Live Load: PL= 3264 lb
Factored Moment: Mu= 22374 in-lb Dead Load: PD= 1863 lb
Nominal Moment Strength: Mn= 26950 in-lb Total Load: PT= 5127 lb
NOTES Ultimate Factored Load: Pu= 7458 lb
Weight to resist uplift w/1.5 F.S.: U.R.= 290 lb
I
Project: ,,, ,,,„,,.. � page
Location:footing2 @Jay Ouellette
ni,,`w� � ' Ouellette Engineering Inc.
Footing . , Newberg,Oregon or
[2012 International Building Code(2012 NDS)] r"
Footing Size:2.67 FT x 2.67 FT x 11.00 IN
Section Footing Design Adequate StruCalc Version 9.0.2.5 3/14/2016 9:35:27 PM
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 H-6 in--I
Width: W= 2.67 ft I I
Length: L= 2.67 ft
Depth: Depth= 11 in
Effective Depth to Top Layer of Steel: d= 9 in
COLUMN AND BASEPLATE SIZE 11 in
Column Type: Wood
Column Width: m= 4 in —I—
Column
Column Depth: n= 6 in 3 in
FOOTING CALCULATIONS I 2.67ft
Bearing Calculations:
I-4 in—{
Ultimate Bearing Pressure: Qu= 1291 psf
Effective Allowable Soil Bearing Pressure:Qe= 1363 psf I I
Required Footing Area: Areq= 6.75 sf
Area Provided: A= 7.13 sf
Baseplate Bearing:
Bearing Required: Bear= 13390 lb 11 in
Allowable Bearing: Bear-A= 56100 lb
Beam Shear Calculations(One Way Shear): -1–
Beam
Beam Shear: Vu1 = 2934 lb 3 in
Allowable Beam Shear: Vc1 = 10573 lb
Punching Shear Calculations(Two Way Shear): I 2.67 ft I
Critical Perimeter: Bo= 56 in
Punching Shear: Vu2= 10847 lb
Controlling Allowable Punching Shear: vc2= 36868 lb FOOTING LOADING
Bending Calculations: Live Load: PL= 5876 lb
Factored Moment: Mu= 53629 in-lb Dead Load: PD= 3324 lb
Nominal Moment Strength: Mn= 59474 in-lb Total Load: PT= 9200 lb
Ultimate Factored Load: Pu= 13390 lb
NOTES
Weight to resist uplift w/1.5 F.S.: U.R.= 632 lb
•
Project: page
Location:COL5 Jay Ouellette �7
oto+ a Ouellette Engineering Inc. `�
[02001umn 12 International Building Code(2012 NDS)] " Newberg, Oregon of
Ag,,,..,,,..,.,,,,..Yds .. .:
3.5 IN x 5.5 IN x 8.0 FT �
#1 -Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 3/14/2016 9:31:01 PM
Section Adequate By:70.7%
VERTICAL REACTIONS LOADING DIAGRAM
Live Load: Vert-LL-Rxn= 5876 lb
Dead Load: Vert-DL-Rxn= 3357 lb
Total Load: Vert-TL-Rxn= 9233 lb
COLUMN DATA
Total Column Length: 8 ft B
Unbraced Length(X-Axis)Lx: 1 ft
Unbraced Length(Y-Axis)Ly: 1 ft ,
Column End Condtion-K(e): 1 10 41
Axial Load Duration Factor 1.00
COLUMN PROPERTIES
#1 -Douglas-Fir-Larch il
Base Values Adjusted
Compressive Stress: Fc= 1500 psi Fc'= 1637 psi >" i
Cd=1.00 Cf=1.10 Cp=0.99 r"
Bending Stress(X-X Axis): Fbx= 1000 psi Fbx'= 1300 psi
Cd=1.00 CF=1.30 � ti
8f
Bending Stress(Y-Y Axis): Fby= 1000 psi Fby'= 1300 psi
Cd=1.00 CF=1.30 1
Modulus of Elasticity: E= 1700 ksi E'= 1700 ksi E1
Column Section(X-X Axis): dx= 5.5 in '
Column Section(Y-Y Axis): dy= 3.5 in
Area: A= 19.25 in2
Section Modulus(X-X Axis): Sx= 17.65 in3 01
Section Modulus(Y-Y Axis): Sy= 11.23 in3 w
Slenderness Ratio: Lex/dx= 2.18
Ley/dy= 3.43
A
Column Calculations(Controlling Case Only):
Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING
Actual Compressive Stress: Fc= 480 psi Live Load: PL= 5876 lb
Allowable Compressive Stress: Fc'= 1637 psi
Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Dead Load: PD= 3324 lb
ColumnnSelf Weight: CSW= 33 lb
Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Load: PT= 9233 lb
Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb
Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb
Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi
Allowable Bending Stress(X-X Axis): Fbx'= 1300 psi
Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi
Allowable Bending Stress(Y-Y Axis): Fby'= 1300 psi
Combined Stress Factor: CSF= 0.29
NOTES