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OFFICE COPY
OUELLETTE ENGINEERING INC.
33720 NE KRAMIEN RD.
NEWBERG, OR 97132
(503) 925-1469
STRUCTURAL CALCULATIONS
PROJECT: BAYHA RESIDENCE
PATIO COVER
9545 SW RIVERWOOD LN.
TIGARD, OR 97224
JOB NO. 18-09A
3/20/2018 PAGE 1 OF it
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Roof Rafter 33720 NE Kramien Rd. of
[2015 International Building Code(2012 NDS)] ."'_' -: Newberg,Oregon 97132
1.5 INx7.25INx10.5FT(9+ 1.5)@24O.C.
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 2/16/2018 3:20:57 PM
Section Adequate By:93.4%
Controlling Factor: Moment
DEFLECTIONS Center Right LOADING DIAGRAM
Live Load 0.11 IN L/1058 0.01 IN 2L/5290
Dead Load 0.06 in 0.00 in
Total Load 0.17 IN L/665 0.00 IN 2L/Infinity
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 225 lb 306 lb
Dead Load 138 lb 194 lb
Total Load 363 lb 500 lb
Bearing Length 0.39 in 0.53 in
SUPPORT LOADS A B
Live Load 113 plf 153 plf
Dead Load 69 plf 97 plf -- 9 ft — --- 1.5 ft J
Total Load 182 plf 250 plf
MATERIAL PROPERTIES
#2-Douglas-Fir-Larch RAFTER DATA Interior Eave
Base Values Adjusted Span Length 9 ft 1.5 ft
Bending Stress: Fb= 900 psi Fb'= 1428 psi Rafter Pitch 4 :12
Cd=1.15 CF=1.20 Cr-1.15 Roof sheathing applied to top of joists-top of rafters fully braced.
Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Duration Factor 1.15
Cd=1.15 Peak Notch Depth 0.00
Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Base Notch Depth 0.00
Comp.1 to Grain: Fc- 1 = 625 psi Fc-1'= 625 psi
RAFTER LOADING
Controlling Moment: 809 ft-lb Uniform Roof Loading
4.411 Ft from left support of span 2(Center Span) Roof Live Load: LL= 25 psf
Created by combining all dead loads and live loads on span(s)2 Roof Dead Load: DL= 15 psf
Controlling Shear: -358 lb Slope Adjusted Spans And Loads
8.538 Ft from left support of span 2(Center Span) Interior Span: L-adj= 9.49 ft
Created by combining all dead loads and live loads on span(s)2,3 Eave Span: L-Eave-adj= 1.58 ft
Interior Live Load: wL-adj= 45 plf
Comparisons with required sections: Redd Provided Eave Live Load: wL-Eave-adj= 45 plf
Section Modulus: 6.79 in3 13.14 in3 Interior Dead Load: wD-adj= 28 plf
Area(Shear): 2.6 in2 10.88 in2 Eave Dead Load: wD-Eave-adj= 28 plf
Moment of Inertia(deflection): 17.18 in4 47.63 in4 Interior Total Load: wT-adj= 73 plf
Moment: 809 ft-lb 1564 ft-lb Eave Total Load: wT-Eave-adj= 73 plf
Shear: -358 lb 1501 lb
NOTES
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Location: ROOF BEAM ,' , Ouellette Engineering Inc.
Roof Beam ' 33720 NE Kramien Rd. of
[2015 International Building Code(2012 NDS)] fir:-"::` . Newberg, Oregon 97132
5.51N x 12.0 IN x 24 0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 2/20/2018 2:04:31 PM
Section Adequate By: 7 7%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.68 IN L/423
Dead Load 0.43 in
Total Load 1.11 IN L/258
Live Load Deflection Criteria.L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 1560 lb 1560 lb
Dead Load 994 lb 994 lb
Total Load 2554 lb 2554 lb
Bearing Length 0.71 in 0.71 in
BEAM DATA
Span Length 24 ft .� . _ .I, ,_ .g
Unbraced Length-Top 0 ft 24 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= 20 psf
Base Values Adjusted Roof Dead Load: DL= 10 psf
Bending Stress: Fb= 2400 psi Controlled by: Tributary Width: TW= 5 ft
Fbcmpr= 1850 psi Fb'= 2704 psi Side Two:
Cd—=1.15 Cv=0.98 Roof Live Load: LL= 20 psf
Shear Stress: Fv= 265 psi Fv'= 305 psi Roof Dead Load: DL= 10 psf
Cd=1.15 Tributary Width: TW= 1.5 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 plf
Controlling Moment: 15323 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
12.0 ft from left support Adjusted Beam Length: Ladj= 24 ft
Created by combining all dead and live loads. Beam Self Weight: BSW= 14 plf
Controlling Shear: 2554 lb Beam Uniform Live Load: wL= 130 plf
At support. Beam Uniform Dead Load: wD_adj= 83 plf
Created by combining all dead and live loads. Total Uniform Load: wT= 213 plf
Comparisons with required sections: Read Provided
Section Modulus: 68 in3 132 in3
Area(Shear): 12.57 in2 66 in2
Moment of Inertia(deflection): 735.4 in4 792 in4
Moment: 15323 ft-lb 29746 ft-lb
Shear: 2554 lb 13409 lb
NOTES
page
Project: — .Jay Ouellette
Location: FTG1tttA Ouellette Engineering Inc. ./
Footing 33720 NE Kramien Rd. of
[2Q15 International Building Code(2012 NDS)] -. , Newberg,Oregon 97132
Footing Size 2.0 FT Round Diameter X 18.00 IN Deep
Section Footing Design Adequate StruCalc Version 10.0.1.6 3/20/2018 10 55 10 AM
CAUTIONS
1 *Footing has been designed without reinforcement
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: Fc= 2500 psi
I Reinforcing Steel Yield Strength Fy= 40000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE r
Diameter: Dia. = 2 ft
Effective Depth to Top Layer of Steel: d= 16 in 1—
COLUMN AND BASEPLATE SIZE ` L
___ __ _
Column Type: Wood
Column Width: m= 4 in
Column Depth: n= 4 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 828 psf
Effective Allowable Soil Bearing Pressure:Qe= 1275 psf
Required Footing Area: Areq= 2.04 sf 18 in',
Area Provided: A= 3.14 sf
Baseplate Bearing:
Bearing Required: Bear= 3760 lb
Allowable Bearing: Bear-A= 37400 lb
Beam Shear Calculations(One Way Shear):
Beam Shear: Vu1 = 0 lb
Allowable Beam Shear Vc1 = 12478 lb
Punching Shear Calculations(Two Way Shear): 3 in
Critical Perimeter: Bo= 80 in 1
Punching Shear: Vu2= 435 lb _—. 2 ft I
Controlling Allowable Punching Shear: vc2= 93632 lb
Bending Calculations:
Factored Moment: Mu= 9997 in-lb FOOTING LOADING
Nominal Moment Strength: Mn= 124781 in-lb Live Load: PL= 1600 lb
Dead Load: PD= 1000 lb
NOTES Total Load: PT= 2600 lb
Ultimate Factored Load: Pu= 3760 lb
Footing plus soil above footing weight: Wt= 456 lb
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Albert Shields
From: Albert Shields
Sent: Monday,April 16, 2018 2:36 PM
To: 'dave_saalfeld@msn.com'
Subject: FW: MST2018-00112, Patio Cover
Attachments: Albert Shields.vcf;4-9-18 site plan.pdf;Copper Creek Plat.pdf
From:Albert Shields
Sent: Monday,April 16,2018 2:34 PM
To: 'dave_salfeld@msm.com'<dave_salfeld@msm.com>
Cc: Mike White<MikeW@tigard-or.gov>
Subject: MST2018-00112, Patio Cover
Dave,on reviewing your plans for MST2018-00112, Engineering has requested that you revise your site plan to show the
following:
1. Show correct street, i.e.,SW Riverwood Lane.
2. Show 5 ft utility easements along front and rear property lines.
3. Show 5 ft storm drainage easement along east property line in favor of lots 83 &84.
4. Show actual elevations above sea level at property corners.
A redlined copy of your submitted site plan is attached as is a copy of the Copper Creek Stage 3 plat showing 1, 2, &3
above. Please let me know if you have any questions.
Albert Shields
City of Tigard
Permit Coordinator
(503j 716-242 6 Wo rk
Albert ctigard-or.gov
13125 SW Hall Blvd.
Tigard,Oregon 97217
www.tigard-or.gov
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