Report 441 STS-U/3- ooics-
ROWELL ENGINEERING � 3),(7 �w c�-�`�d�.��
10570 SE Washington St
CIVIL - STRUCTURAL ENGINEERING Suite 212
Portland,OR 97216
Tel. 503-254-6292
Fax.503-254-6
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LATERAL ANALYSIS APR 2 5 2013
AND BEAM DESIGN
April 2, 2013 CITY OF TIGARD
BUILDING DIVISION
Clark Porch Roof
13217 SW Wellington Pl.
Tigard, OR 97223
100 mph 3-Second Gust, Exposure B Seismic Category D
2009 IBC /2010 OSSC
Mike Clark
13217 SW Wellington Pl.
Tigard, OR 97223
Tel. 503-701-8656
� U PRo�s
Rowell Engineering `' ��Gf NSF',st
Project Number: 1� 58387P /
R-13-012
1 'ei_O?„,ON .
60 r Fk0144
` RE;':: DEC. 31, iii
EXCLUSION OF LIABILITIES
I.DISCLAIMER AND RELEASE
BUYER HEREBY WAIVES,RELEASES AND RENOUNCES ALL WARRAN I IES(EXPRESS OR IMPLIED),OBLIGATIONS,AND
LIABILITIES OF ROWELL ENGINEERING AND ALL OTHER RIGHTS,CLAIMS AND REMEDIES AGAINST ROWELL
ENGINEERING(EXPRESS OR IMPLIED)WITH RESPECT TO ANY NONCOMFORMITY,IMPROPER INSTALLATION,
WORKMANSHIP OR MATERIALS.
II.EXCLUSION OF CONSEQUENTIAL AND OTHER DAMAGES
ROWELL ENGINEERING SHALL HAVE NO OBLIGATION OF LIABILITY,WHETHER ARISING IN CONTRACT
(INCLUDING WARRANTY),TORT(INCLUDING ACTIVE,PASSIVE OR IMPUTED NEGLIGENCE)OR OTHERWISE,FOR
LOSS OF USE,REVENUE OR PROFIT,OR FOR ANY OTHER INCEDENTAL OR CONSEQUENTIAL DAMAGES.
III.THIS PRODUCT IS FOR A SINGLE USE ONLY AND IS NOT TO BE REUSED WITHOUT SPECIFIC AUTHORIZATION.
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PORTLAND.OR. 97216 FA1915031 254-6761
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PORTLAND,OR 51216 FAX: (503)254-6161
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PORTLAND,OR 91216 FAX: (503)254-6161
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ROWELL ENGINEERING& DESIGN By Date
Project Sheet of
1
I DATE: 4/2/2013 PROJECT: Clark Porch Roof
BY: JY JOB NUMBER: R-13-012 l
LOADING LIVE DEAD Combined
ROOF, R 25 psf 15 psf 40 psf
CEILING, C 20 psf 5 psf 25 psf
FLOOR, F 40 psf 10 psf 50 psf
EXTERIOR WALL, EW 16 psf 16 psf
INTERIOR WALL, IW 8 psf 8 psf
FRAMING DESIGN CALCULATIONS
MB 1 AT PORCH
Left Span= 0 ft Center Span = 15.5 ft Right Span = 0 ft
UML C
UNIFORM LOAD W RI 11.33 I ILL 33.3 plf
START 0 I DL 20 plf I
END 15.5
MB 2 RIDGE
Left Span = 0 ft Center Span =1 15.5 (ft Right Span =I 0 (ft
U
' UNIFORM LOAD W RI 115.5 L C ILL 388 plf
START 0 I DL 233 plf
END 15.5 I
MB 3 AT PORCH
Left Span = 0 ft Center Span =1 10 (ft Right Span = 0 ft
UML C
UNIFORM LOAD W R 2I 1 LL 50 pl
START 0 F I DL 62 plf If
END 10 EW 2
POINT LOAD P LL 3007 lbs
Distance from 0 5 I DL 1924 lbs
Load from: MB2
C5)
• DATE: 4/2/2013 PROJECT: Clark Porch Roof
BY: JY JOB NUMBER: R-13-012
MB 4 AT PORCH
Left Span =I 0 Ift Center Span = 10 ft Right Span = 0 ft
UML C
UNIFORM LOAD W R 2 LL 50 plf
START 0 F DL 62 plf I
END 10 EW 2
MB 5 AT PORCH
Left Span = 0 ft Center Span =I 15 Ift Right Span = 0 ft
UL C
UNIFORM LOAD W RI 1 8.25 I I ( I LL 206 plf
START 0 DL 124 plf
END 15
Project:R-13-012 CLARK
Location:MB2 Jerry Yates page/
Multi-Loaded Multi-Span Beam t Rowell Engineerin
[2009 International Building Code(2005 NDS)] `+ 10570 SE Washington Street o►
5.5 IN x 11.5 IN x 15.5 FT(11 +4.5) Portland,OR 97216
#2-Douglas-Fir-Larch-Dry Use
Section Adequate By:21.1% StruCalc Version 8.0.112.0 4/24/2013 11:21:40 AM
Controlling Factor:Moment LOADING DIAGRAM
DEFLECTIONS Center Right
Live Load 0.14
Dead Load 0.05 inIN L/936 -0.18 IN 2L/584
-0.01 in
Total Load 0.19 IN L/678 -0.20 IN 2L/542
Live Load Deflection Criteria:L/180 Total Load Deflection Criteria:L/240
REACTIONS A i
Live Load 2134 lb 4237 lb
Dead Load 1130 lb 2694 lb
Total Load 3264 lb 6931 lb W
Bearing Length 0.95 in 2.02 in W
BEAM DATA Center Right
vi ft 4.5 ft
Span Length 11 ft 4.5 ft
Unbraced Length-Top 0 ft 0 ft
Unbraced Length-Bottom 11 ft 4.5 ft
Live Load Duration Factor 1.15 UNIFORM LOADS Center Right
Notch Depth 0.00 Uniform Live Load 388 plf 388 plf
MATERIAL PROPERTIES Uniform Dead Load 233 plf 233 plf
Beam Self Weight 14 plf 14 plf
#2-Douglas-Fir-Larch Total Uniform Load 635 plf 635 plf
Base Values Adjusted
Bending Stress: Fb= 875 psi Fb'= 1006 psi
Cd=1.15 CF=1.00
Shear Stress: Fv= 170 psi Fv'= 196 psi
Cd=1.15
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi
Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi
Comp.I-to Grain: Fc-J = 625 psi Fc--I-'= 625 psi
Controlling Moment: 8391 ft-lb
5.17 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -4075 lb
At right support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2,3
Comparisons with required sections: Recd Provided
Section Modulus: 100.07 in3 121.23 in3
Area(Shear): 31.27 in2 63.25 in2
Moment of Inertia(deflection): 308.74 in4 697.07 in4
Moment: 8391 ft-lb 10166 ft-lb
Shear: -4075 lb 8244 lb
Project:R-13-012 CLARK r
es
page'', 1 ./
Jerry Yates
Location:MB6 ys
Multi-Loaded Multi-Span Beam a
*" i Rowell Engineerin /
� ' Washington Street
v 10570 SE
[2009 International Building Code(2005 NDS)] of
3.5 IN x 11.25 IN x 3.5 FT Portland,OR 97216
#2-Douglas-Fir-Larch Dry Use
Section Adequate By:9.4% StruCalc Version 8.0.112.0 4/24/2013 11:21:40 AM
Controlling Factor:Shear LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.01 IN L/5513
Dead Load 0.00 in
Total Load 0.01 IN L/3358
Live Load Deflection Criteria:L/180 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 3026 lb 1211 lb
Dead Load 1939 lb 785 lb
Total Load 4966 lb 1995 lb
Bearing Length 2.27 in 0.91 in ;_
BEAM DATA Center
3.5 ft
Span Length 3.5 ft _
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 3.5 ft
Live Load Duration Factor 1.15 UNIFORM LOADS Center
Uniform Live Load 0 plf
Notch Depth 0.00
Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 9 plf
#2-Douglas-Fir-Larch Total Uniform Load 9 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 900 psi Fb'= 1139 psi
Cd=1.15 CF=1.10 Load Number One
Shear Stress: Fv= 180 psi Fv'= 207 psi Live Load 4237 lb
Cd=1.15 Dead Load 2694 lb
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Location 1 ft
Min.Mod.of Elasticity: E_min= 580 ksi E min'= 580 ksi
Comp.-L to Grain: Fc-i= 625 psi Fc- L'= 625 psi
Controlling Moment: 4932 ft-lb
1.01 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 4966 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 51.98 in3 73.83 in3
Area(Shear): 35.98 in2 39.38 in2
Moment of Inertia(deflection): 29.68 in4 415.28 in4
Moment: 4932 ft-lb 7004 ft-lb
Shear: 4966 lb 5434 lb
Project:R-13-012 CLARK /j(
am`
page.s I {
Location:MB5 Jerry Yates w
Multi-Loaded Multi-Span Beam " Rowell Engineerin
[2009 International Building Code(2005 NDS)]
4 I 4 10570 SE Washington Street
5. IN x 11.5 IN x 15.0 FT Portland,OR 97216
#2-Douglas-Fir-Larch-Dry Use
Section Adequate By:5.2% StruCalc Version 8.0.112.0 4/24/2013 11:21:40 AM
Controlling Factor:Moment LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.26 IN L/695
Dead Load 0.17 in
Total Load 0.43 IN L/417
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A D
Live Load 1545 lb 1545 lb
Dead Load 1033 lb 1033 lb
Total Load 2578 lb 2578 lb
Bearing Length 0.75 in 0.75 in w
BEAM DATA Center
Span Length 15 ft 1/111111111
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 15 ft
Live Load Duration Factor 1.15 UNIFORM LOADS Center
Uniform Live Load 206 plf
Notch Depth 0.00
MATERIAL PROPERTIES Uniform Dead Load 124 plf
Beam Self Weight 14 plf
#2-Douglas-Fir-Larch Total Uniform Load 344 plf
Base Values Adjusted
Bending Stress: Fb= 875 psi Fb'= 1006 psi
Cd=1.15 CF=1.00
Shear Stress: Fv= 170 psi Fv'= 196P si
Cd=1.15
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi
Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi
Corgp.1 to Grain: Fc--I-= 625 psi Fc--L'= 625 psi
Controlling Moment: 9667 ft-lb
7.5 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -2578 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: Rea'd Provided
Section Modulus: 115.28 in3 121.23 in3
Area(Shear): 19.78 in2 63.25 in2
Moment of Inertia(deflection): 401.48 in4 697.07 in4
Moment: 9667 ft-lb 10166 ft-lb
Shear: -2578 lb 8244 lb
Project:R-13-012 CLARK
Page ( ..,..+'.
Location:MB3 Jerry Yates
Multi-Loaded Multi-Span Beam k x Rowell Engineerin
[2009 International Building Code(2005 NDS)] 1`` 10570 SE Washington Street of
5.5 IN x 11.5 IN x 10.0 FT
Portland,OR 97216
#2-Douglas-Fir-Larch-Dry Use
Section Adequate By:6.1% StruCalc Version 8.0.112.0 4/24/2013 11:21:40 AM
Controlling Factor:Moment LOADING DIAGRAM
DEFLECTIONS Center
Live Load
Dead Load 0.050.08 inIN L/1416
Total Load 0.13 IN L/902
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A g
Live Load 1067 lb 1067 lb
Dead Load 634 lb 634 lb
Total Load 1701 lb 1701 lb
Bearing Length 0.49 in 0.49 in
BEAM DATA Center
Span Length 10 ft ion
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 10 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center
Uniform Live Load 0 plf
Notch Depth 0.00
MATERIAL PROPERTIES Uniform Dead Load 0 plf
Beam Self Weight 14 plf
#2-Douglas-Fir-Larch Total Uniform Load 14 plf
Base Values Adjusted
Bending Stress: Fb= 875 psi Fb'= 875psi POINT LOADS-CENTER SPAN
Load Number One
Cd=1.00 CF=1.00
Shear Stress: Fv= 170 psi Fv'= 170 psi Live Load 2134 lb
Cd=1.00 Dead Load 1130 lb
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Location 5 ft
Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi
Cony.-I-to Grain: Fc--L= 625 psi Fc-1'= 625 psi
Controlling Moment: 8331 ft-lb
5.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -1701 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: Rea'd Provided
Section Modulus: 114.26 in3 121.23 in3
Area(Shear): 15 in2 63.25 in2
Moment of Inertia(deflection): 185.5 in4 697.07 in4
Moment: 8331 ft-lb 8840 ft-lb
Shear: -1701 lb 7168 lb
Project:R-13-012 CLARK f7
' ,"'N,Page t3
Location:MI34 Jerry Yates
Multi-Loaded Multi-Span Beam g Engineerin
[2009 International Building Code(2005 NDS)] ` " 10570Rowell SE Washington Street
5.5 IN x 11.25 IN x 10.0 FT Portland,OR 97216 or
#2-Douglas-Fir-Larch-Dry Use
Section Adequate By:439.6% StruCalc Version 8.0.112.0 4/24/2013 11:21:40 AM
Controlling Factor:Moment LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.01 IN L/9051
Dead Load 0.02 in
Total Load 0.03 IN L/3608
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A D
Live Load 250 lb 250 lb
Dead Load 377 lb 377 lb
Total Load 627 lb 627 lb
Bearing Length 0.18 in 0.18 in W
BEAM DATA Center
Span Length 10 ft
to
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 10 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center
Uniform Live Load 50 plf
Notch Depth 0.00
MATERIAL PROPERTIES Uniform Dead Load 62 plf
#2-Douglas-Fir-Larch Beam Self Weight 13 plf
Total Uniform Load 125 plf
Base Values Adjusted
Bending Stress: Fb= 875 psi Fb'= 875si
Cd=1.00 CF=1.00 p
Shear Stress: Fv= 170 psi Fv'= 170si
Cd=1.00 p
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi
Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi
Corgp.-L to Grain: Fc-1= 625 psi Fc--L'= 625 psi
Controlling Moment: 1 568 ft-lb
5.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on spans)2
Controlling Shear: 627 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: R e
Section Modulus: ad Provided
Area(Shear): 21.5 in3 116.02 in3
5.53 in2 61.88 in2
Moment of Inertia(deflection): 43.41 in4 652.59 in4
Moment: 1568 ft-lb 8459 ft-lb
Shear: 627 lb 7013 lb
Project:R-13-012 CLARK pager�4--
Location:MB1 Jerry Yates
Multi-Loaded Multi-Span Beam k '; Rowell Engineerin
[2009 International Building Code(2005 NDS)j * 10570 SE Washington Street
3.5 INx9.25INx15.5FT
Portland,OR 97216 or
#2-Douglas-Fir-Larch-Dry Use
Section Adequate By:3.0% StruCalc Version 8.0.112.0 4/24/2013 11:21:40 AM
Controlling Factor:Moment LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.35 IN 1/529
Dead Load 0.24 in
Total Load 0.59 IN L/317
Live Load Deflection Criteria:L/180 Total Load Deflection Criteria:L/240
REACTIONS g
Live Load 775 lb 775 lb
Dead Load 519 lb 519 lb
Total Load 1294 lb 1294 lb W
Bearing Length 0.59 in 0.59 in .--
BEAM DATA Center
Span Length 15.5 ft
Unbraced Length-Top 0 ft illilliillii
Unbraced Length-Bottom 15.5 ft
Live Load Duration Factor 1.15 UNIFORM LOADS Center
Uniform Live Load 100 plf
Notch Depth 0.00
MATERIAL PROPERTIES Uniform Dead Load 60 plf
Beam Self Weight 7 plf
#2-Douglas-Fir-Larch Total Uniform Load 167 plf
Base Values Adjusted
Bending Stress: Fb= 900 psi Fb'= 1242 psi
Cd=1.15 CF=1.20
Shear Stress: Fv= 180 psi Fv'= 207 psi
Cd=1.15
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi
Corry. L to Grain: Fc--L= 625 psi Fc--L'= 625 psi
Controlling Moment: 5016 ft-lb
7.7,5 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 1294 lb
At left 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: 48.46 in3 49.91 in3
Area(Shear): 9.38 in2 32.38 in2
Moment of Inertia(deflection): 174.9 in4 230.84 in4
Moment: 5016 ft-lb 5166 ft-lb
Shear: 1294 lb 4468 lb