Report (2) OFFICE COPY
DUPZ003roOOSo
Proposed BAPS Temple
Geotechnical Evaluation Report
l Tigard Street
Portland, Oregon
Project No: P02 -0277
November 2002
RECEIVED
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0 4 2003
CITY OF TIGARD
BUILDING DIVISION
GeoSianidards Carporaltion Engineers and geologists raising the quality
of consulting service in geosciences
Project No. 00O2 -0277G
November 27, 2002 •
Mr. Paresh Patel
BAPS Mandir
P.O. Box 41160 •
San Jose, CA 95160
Re: Geotechnical Evaluation for the Proposed BAPS Temple
11435 SW Tigard Street, Portland, Oregon
Dear Mr. Patel:
At your request, we have completed the geotechnical evaluation for the referenced site that you
authorized in November 2002. Results of our study are summarized in the following report.
Site Characterization
We drilled four soil borings (B -1 to B -4) in the proposed building and parking areas. Site conditions are
similar between the borings. The general soil profile encountered in these borings are discussed below:
Topsoil — Approximately 4 to 6 inches of topsoil is present throughout the site.
Native Alluvial Silt — Topsoil is underlain by generally medium stiff to very stiff silt extending to a depth
of roughly 51.5 feet. Based on our geologic literature review, this soil stratum is known to extend to
depths in excess of 60 feet below existing site grades.
Troutdale Formation - Native alluvial silt is underlain by Troutdale Formation consisting of interbeds of
sandstone, siltstone, and claystone. Based on our geologic literature review, this formation is known to
extend to depths of 300 to 500 feet below existing site grades.
Westlawn Professional Building, 1225 NW Murray Blvd., Suite 102, Portland, OR 97229, Ph: 503 -646 -9069, Fx: 503 -646 -8976
13215 -C SE Mill Plain 8/No. 561, Vancouver, WA 98684, Ph: 360 - 882 -6618, Fx: 360 - 256 - 8567
www.geostandards.com
Project No: P02 -0277
November 27, 2002
Page No: ii
Groundwater — We encountered groundwater seepage at depths of roughly 17 feet below existing
grades. We anticipate that the groundwater table may rise during months of peak runoff. Variations in
groundwater levels should be expected seasonally, annually, and from location to location. Based on our
review of Soil Conservation Survey (SCS) book on Washington County, and our knowledge of site
vicinity area, in our opinion, perched (seasonal high) groundwater table may be encountered at a depth of
1 foot to 2 feet below existing site grades.
Design Recommendations
Based on the results of our study, we believe the site is suitable for the proposed development, provided
the following recommendations are followed.
Foundations
Because of the current site conditions, we make the following specific recommendations for site
improvements:
• We recommend that site earthwork construction occur during the dry summer months because of the
potential for the presence of near - surface perched groundwater. We recommend, after topsoil
removal from the proposed development area and extend a minimum of 5 feet beyond the
development area, a GeoStandards representative should inspect and approve the subgrade. If
earthwork is performed during wet weather, then we should be contacted to provide specific
recommendations based on site conditions at the time of earthwork.
• Grading fill may be placed after GeoStandards performs an inspection or proof -roll test and approves
the subgrade for the placement of proposed grading fill.
• All exterior and interior footings should be at least 12 inches wide and should extend to a minimum
depth of 18 inches below finished subgrade in order to provide frost protection and to minimize
punching shear failure.
• A registered and qualified geotechnical engineer must inspect and approve the excavated footing
subgrades prior to the placement of concrete or base rock.
Provided these procedures are strictly followed, the proposed buildings can be supported on properly
prepared subgrade or on structural fill using continuous and individual shallow spread footings designed
Project No: P02 -0277
November 27, 2002
Page No: iii
for following net maximum allowable bearing capacity of 2,000 psf. The allowable bearing capacities are
intended for dead loads and sustained live loads and can be increased by one -third for the total of all
loads, including short-term wind or seismic loads.
Please refer to the attached report for a detailed description of our analyses and recommendations. Please
call us if we can provide additional assistance or observation and testing services during design and
construction phases of the project.
We appreciate the opportunity to be of service to you on this project. We will continue to provide to you
our services with highest quality standards. If we can provide additional assistance or observation and
testing services during design and construction phases, please call us at 503- 646 -9069.
Sincerely,
anon
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EXPIRES 12/31/6!
Marcy Boyer, MS, PE William Burns, MS, GIT Sam Adettiwar, MS, PE
Senior Engineer Project Geologist Principal Engineer
\\Server \mainfolder\2002 Reports\P02 -0277 BAPS Temple \P020277geotech.doc
OFFICE COPY
DUI) 2. e03 - 000S
Site - Specific
Seismic Hazard Evaluation Report
I/365 BAPS Temple
14435SW Tigard Street
Portland, Oregon
Project No. P02 -0277S
November 2002
RECEI VE
FEB 0 4 2003
cir y of
°JILDING DIVISION
Engineers and geologists raising the quality
of consulting service in geosciences
IIeoSlandards Coiiioration
Project No. P02 -0227S
November 27, 2002
Mr. Paresh Patel
BAPS Mandir
P.O. Box 41160
San Jose, CA 95160
Re: Site - Specific Seismic Evaluation for the Proposed BAPS Temple
11435 SW Tigard Street, Portland, Oregon
Dear Mr. Patel:
We have completed a site - specific seismic evaluation for the referenced project. The purpose of our
services was to perform a site - specific seismic hazard evaluation for the referenced project. Specifically,
our scope of services generally conformed to the requirements of relevant Oregon Structural Specialty
Code (OSSC). Results of our evaluation are described below.
Subsurface Exploration Results
We drilled four Standard Penetration Test (SPT) borings at the site in the proposed construction area. The
general soil profile encountered in these borings is discussed below:
We drilled four soil borings (B -1 to B -4) in the proposed building and parking areas. Site conditions are
similar between the borings. The general soil profile encountered in these borings are discussed below:
Topsoil — Approximately 4 to 6 inches of topsoil is present throughout the site.
Native Alluvial Silt — Topsoil is underlain by generally medium stiff to very stiff silt extending to a depth
of roughly 51.5 feet. Based on our geologic literature review, this soil stratum is known to extend to
depths in excess of 60 feet below existing site grades.
Project No. P02 -0227S
November 27, 2002
Mr. Paresh Patel
BAPS Mandir
P.O. Box 41160
San Jose, CA 95160
Re: Site - Specific Seismic Evaluation for the Proposed BAPS Temple
11435 SW Tigard Street, Portland, Oregon
Dear Mr. Patel:
We have completed a site - specific seismic evaluation for the referenced project. The purpose of our
services was to perform a site - specific seismic hazard evaluation for the referenced project. Specifically,
our scope of services generally conformed to the requirements of relevant Oregon Structural Specialty
Code (OSSC). Results of our evaluation are described below.
Subsurface Exploration Results
We drilled four Standard Penetration Test (SPT) borings at the site in the proposed construction area. The
general soil profile encountered in these borings is discussed below:
We drilled four soil borings (B -1 to B -4) in the proposed building and parking areas. Site conditions are
similar between the borings. The general soil profile encountered in these borings are discussed below:
Topsoil — Approximately 4 to 6 inches of topsoil is present throughout the site.
Native Alluvial Silt — Topsoil is underlain by generally medium stiff to very stiff silt extending to a depth
of roughly 51.5 feet. Based on our geologic literature review, this soil stratum is known to extend to
depths in excess of 60 feet below existing site grades.
Project No. P02- 0277Seismic
November 27, 2002
Page No. 2
Troutdale Formation — Native alluvial silt is underlain by Troutdale Formation consisting of interbeds
of sandstone, siltstone, and claystone. Based on our geologic literature review, this formation is known to
extend to depths of 300 to 500 feet below existing site grades.
Groundwater — We encountered groundwater seepage at depths of roughly 17 feet below existing
grades. We anticipate that the groundwater table may rise during months of peak runoff. Variations in
groundwater levels should be expected seasonally, annually, and from location to location. Based on our
review of Soil Conservation Survey (SCS) book on Washington County, and our knowledge of site
vicinity area, in our opinion, perched (seasonal high) groundwater table may be encountered at a depth of
1 foot to 2 feet below existing site grades.
Site Characterization
Based on the results of our subsurface evaluation, in our opinion, the soil profile at the site should be
characterized as Type SE as defined in Uniform Building Code (UBC), 1997.
Seismic Hazards Evaluation
Based on the results of our investigation, it is our opinion that the site is generally not susceptible to site -
specific seismic hazards such as liquefaction, subsidence, fault rupture, lateral spread, landslide or slope
stability. Even though estimated site amplification is significant, unusual ground motion (during the
postulated earthquakes) above the factors provided in the UBC design procedure is not expected.
We have estimated a design PGA of 0.30g for the site. Based on the results of our analyses, in our
opinion, the lateral earthquake loads calculated using the UBC equivalent static design methods would
adequately represent the anticipated peak dynamic loads expected due to postulated earthquakes.
Therefore, for any new construction at the site, UBC equivalent static design based on SE soil profile
would adequately represent UBC recurrence interval earthquake conditions.
Project No. P02- 0277Seismic
November 27, 2002
Page No. 3
General Conditions
We have completed this study in accordance with generally accepted geotechnical engineering principles
and practices. No warranty is expressed or implied. GeoStandards is not responsible for the independent
conclusions, opinions, or recommendations made by others based on the information presented in this
report.
Please refer to the attached report for a more detailed summary of our analyses and recommendations. If
we can provide additional assistance or observation and testing services during design and construction,
please do not hesitate to contact us at (503) 646 -9069 in Portland.
Sincerely,
Ge o St a/!d a/d s Como/Won
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1 % ,590 'I
0'[ GON
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`LA M .
EXPIRES 12I31/6S I
Sam M. Adettiwar, MS, PE Marcy M. Boyer, MS, PE.
Principal Senior Engineer
Attachment: Site- Specific Seismic Evaluation Report
F:\2002 Reports \P02 -0277 BAPS Temple\P020277Seismic.doc
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BUILDER:
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29336 Airport Road
Eugene, OR 97402 JOB AD
11365 SW Tigard Street
(541)688 Tigard, OR 97223
theTRUS Sco. inc. MODEL B. A. P. S. Temple West
66111(118 REVISION REVISION DATE:
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