Specifications •
• 10570 SE Washington Street
Suite 210
• " 4�S W L�L� IEUVglNJElSL= RNIg co p EffigNi oNg. Portland, OR 97216
CIVIL — STRUCTURAL ENGINEERS Tel. 503-254-6292
Fax 503 - 254 -6761
September 10, 2007
PROJECT: Coral Street Townhomes
9399, 9401, 9403, 9405, and 9407 SW Coral St.
Tigard, OR 97223
Amato Pacific Corporation
SUBJECT: Party Wall studs —12 feet high
Engineering
The party wall studs in the Garage are constructed as high as 12 feet. The
enclosed calculation shows that the 2x4 stud walls may be constructed as high
as 12 feet 4 inches at 16 inches on center.
Questions or comments regarding this letter are to be addressed to Todd Rowell
at 503- 254 -6292.
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EXPIRES: DEC. 31, ± By:
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Column( 2003 International Building Code (01 NDS)1 Ver: 6.00.7
By: Todd R. , Rowell Engineering on: 09-10 -2007 : 07:19:15 AM
Project: - Location:
Summary:
1.5 IN x 3.5 IN x 12.33 FT (a7 16 O.C. / #2 - Douglas Fir -Larch - Dry Use
Section Adequate By: 1.5%
Vertical Reactions:
Live: Vert- LL -Rxn= 520 LB
Dead: Vert- DL -Rxn= 501 LB
Total: Vert- TL -Rxn= 1021 LB
Horizontal Reactions:
Total Reaction at Top of Column: TL -Rxn -Top= 41 LB
Total Reaction at Bottom of Column: TL -Rxn- Bottom= 41 LB
Horizontal Deflection:
Deflection due to lateral loads only: Defl= 0.40 IN = L/366
Axial Loads:
Live Loads: PL= 390 PLF
Dead Loads: PD= 362 PLF
Column Self Weight: CSW= 13 PLF
Total Loads: PT= 765 PLF
Eccentricity (X -X Axis): ex= 0.00 IN
Eccentricity (Y -Y Axis): ev= 0.00 IN
Axial Duration Factor. Cd- Axial= 1.15
Lateral Loads: (Wind/Seismic)
Loads applied to: (Dy Face)
Uniform Lateral Load: wL -Iat= 5 PSF
Lateral Duration Factor. Cd -lat= 1.33
Column Data:
Length: L= 12.33 FT
Maximum Unbraced Length (X -X Axis): Lx= 12.33 FT
Maximum Unbraced Length (Y -Y Axis): Lv= 0.0 FT
Column End Condition: Ke= 1.0
Calculated Properties:
Column Section (X -X Axis): dx= 3.50 IN
Column Section (Y -Y Axis): v = 5.25 1.50 IN2
Area:
Section Modulus (X -X Axis): Sx= 3.06 IN3
Section Modulus (Y -Y Axis): Sy= 1.31 IN3
•
Slenderness Ratio: Lex/dx= 42.27
Ley /dy= 0.0
Properties For. #2- Douglas Fir -Larch
Compressive Stress: Fc= 1350 PSI
Modulus of Elasticity: E= 1600000 PSI
Bending Stress (X -X Axis): Fbx= 900 PSI
Bending Stress (Y -Y Axis): Fby= 900 PSI
Adjusted Properties:
Fbx': Fbx'= 1796 PSI
Adjustment Factors: Cd =1.33 Cf=1.50 CI =1.00
Fb y ': Fby'= 1975 PSI
,Adjustment Factors: Cd =1.33 Cf =1.50 Cfu =1.10 CI =1.00
Fc': Fc'= 261 PSI
Adjustment Factors: Cd =1.33 Cf =1.15 Cp =0.13
Column Calculations (Controlling Case Only):
Controlling Load Case: Axial total Load and Lateral loads (D + 0.75[L + W]
Compressive Stress: fc= 170 PSI
Allowable Compressive Stress: Fc'= 261 PSI
Eccentricity Moment (X -X Axis): Mx-ex= 0 FT-LB
Eccentricity Moment (Y -Y Axis): My -ev= 0 FT-LB
Moment Due to Lateral Loads (X -X Axis): Mx= 95 FT-LB
Bending Stress Lateral Loads Only (X -X Axis): fbx= 372 PSI
Allowable Bending Stress (X -X Axis): Fbx'= 1796 PSI
Bending Stress Lateral Loads Only (Y -Y Axis): fbv= 0 PSI
Allowable Bending Stress (Y -Y Axis): Fbv'= 1975 PSI
Combined Stress Factor: CSF= 0.99
10570 SE Washington Street
p/�//2(� p Suite 210
DO WELL EIIV ®DUVL5I R �INIG a D LS I1V En Portland, OR 97216
CIVIL — STRUCTURAL ENGINEERS Tel. 503-254-6292
Fax 503- 254 -6761
July 2, 2007
PROJECT: Coral Stree comes
9399, 9401, • • • = • 85, and 9407 SW Coral St.
Tigard, OR 97 4
Amato Pacific Corporation
SUBJECT: Party Wall Holdowns and Posts
Lateral Engineering
The clouded area of the enclosed engineering drawing sheet shows where
HTT22 holdowns were to be installed and fastened to 6x6 posts in the party wall.
After reviewing the engineering, I have determined that the HTT22 holdowns are
not required to be installed in the clouded locations.
It has been reported that the 2x4 party wall top plates rest on top of the 6x6 posts
identified in the clouded area of the enclosure. A beam running continuous from
one party wall to the other bears on the 2x4 top plates, instead of directly on the
6x6 post. After reviewing the vertical loads from the beam, I have concluded that
the 2x4 top plates on both ends of the beam provide enough bearing to carry the
load. •
Questions or comments regarding this letter are to be addressed to Todd Rowell
at 503 -254 -6292.
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EXPIRES: DEC. 31
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10570 SE Washington Street
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np Suite 210
_ QOD II EN@O�t. EERONg DIE@�uV OIi Portland, OR 97216
CIVIL — STRUCTURAL ENGINEERS Tel. 503-254-6292
—, Fax 503-254 -6761
June 1, 2007
JUN 0 4 2007
PROJECT: Coral Streetip9homes , a N I gARD
9399, 9401 9403 9405, and 9407 SW Coral St.
Tigard, OR 97223 BUT , " „'R PITTSTON
Amato Pacific Corporation
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SUBJECT: Rebar Clearance at Front Garage Stemwall
It has been reported to me from the special inspector that the rebar placement in
the new stemwall of the front Garage shearwall is less than one inch and, in
some places, touching the concrete forms. This letter has been prepared to
clarify the required rebar clearances for the subject stemwalls.
The rebar clearance at the front face of the Garage stemwall that is exposed to
weather must be a minimum of 1- inches. The clearance at the rear face of the
Garage stemwall which is not exposed to weather must be a minimum of 9 / inch.
Questions or comments regarding this letter are to be addressed to Todd Rowell
at 503- 254 -6292.
•
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I EXPIRES: DEC. 31, _ad I
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10570 SE Washington Street
Suite 210
E
I 1111 EL B, IEN @OR EERON@ A DEOPH NM Portland, OR 97216
CIVIL — STRUCTURAL ENGINEERS Tel. 503 -254 -6292
Fax 503-254-6761
May 23, 2007 r ''
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PROJECT: Coral Street Townhomes MAY 2 2007
9399, 9401, 9403, 9405, and 9407 SW Coral St. CP y , r ^
Tigard, OR 97223 a� Laif; o " - °�;'1°aj
Amato Pacific Corporation uihrsloN
SUBJECT: Carson Testing Inspection Report ,1 I` �o �L,0 -co/90
Review and Approval \ �' � Wed e
The front Garage foundation walls that are to be constructed in order to support
the specified strongwalls at the project townhomes were inspected by Carlson
Testing. The new foundation wall to be constructed is to be attached to the
existing footing with epoxy bolts and rebar.
The concerns identified in the Carson Testing Report dated May 11, 2007, have
been reviewed and the engineering response to these concerns is as follows:
1. The 9405 unit, which is the center unit of the 3 unit building, had an
embedment depth of 12 -1/2 inches on one holdown rod and 14 inch
embedment on another holdown rod because of interference with rebar.
The engineering had specified a 15 inch embedment. After reviewing the
design loads applied to the rod and the diameter of the rod, I have
determined that the minimum depth required at this location is 12 inches.
Therefore, the depths drilled are acceptable for this application.
g 3On the 9399 unit the report states that one #4 dowel was installed in an
unclean vertical hole. Another dowel is to be added 1 to 2 inches from the
original unclean epoxy dowel as a replacement.
3. According to the report, all of the foundations where the epoxy rods were
being added appeared to be around 15 inches deep. A 15 inch deep
foundation is adequate to resist the design loads provided that a minimum
3 inch thick concrete slab is placed on top of the footing.
Provided that another dowel is added as described in item 2 above the inspection
report is acceptable for the retrofit construction of the strongwalls at the front of
the Garage.
Questions or comments regarding this letter are to be addressed to Todd Rowell
at 503-254-6292. �t �cn PROp
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EXPIRES: DEC. 31,