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ngineering • Consulting • Testing
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October 8, 2002 /7--z003.
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Mr. Ed Whitehead
Tigard Church of God
15670 Southwest 98 Avenue
Tigard, Oregon - 97224
Subject: Geotechnical Engineering Services Report
I New Administration Building ,
- Tigard Church of God
t 15670 Southwest 98 Avenue
Tigard, Oregon 97224
PSI Report No. 704 - 25160 -1
' Dear •Mr. Whitehead:
.j . e
j ; Professional Service Industries, Inc. (PSI) is pleased to submit our Geotechnical Engineering
Services Report for the above - referenced project. The purpose of these services was to assist
you, the architect, and the engineer in designing foundations, and preparing plans and
specifications for construction of the proposed new administration building. Our evaluation was
completed in general accordance with PSI Proposal No. 704- 02 -P121, dated September 20,
2002. Written authorization for our services was provided by Mr. Bruce Plunkett, Building
Committee Chair, on September 24, 2002. We are enclosing this summary letter along with our
detailed Geotechnical Engineering Services Report for your review.
11 Project and Site Description
The new administration building will be one -story wood frame construction with a crawl space
I, and a brick veneer constructed in the existing lawn area at the southwest corner of The existing , v
structure: l ii i, '- =J
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I Summary of Results Ast�
C F TIG
t , Two soil borings (B -1 and B -2) were completed in the project area. The general soil profile
within the footprint of the proposed building was about 3 inches of topsoil with grass roots,
underlain by brown, stiff, sandy silt to a depth of 7.5 to 10 feet. Below this was a stratum of
brown, very loose to medium dense, silty sand that extended to the final depth of the borings,
11 •
Professional Service Industries, Inc. • 6032 N. Cutter Circle, Suite 480, P.O. Box 17126 • Portland, OR 97217 • Phone 503/289 -1778 • Fax 503/289 -1918
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' Information
1 t!JTo' Build On
Engineering • Consulting • Testing
I GEOTECHNICAL ENGINEERING
_ SERVICES REPORT
U NEW ADMINISTRATION BUILDING .
TIGARD CHURCH OF GOD ,
15670 SOUTHWEST 98 AVENUE
TIGARD, OREGON
mi
Prepared for
Tigard Church of God
15670 Southwest 98 Avenue
- Tigard, Oregon 97224
3 Prepared by
I . PROFESSIONAL SERVICE {
INDUSTRIES, INC.
6032 North Cutter Circle, Suite 480 p
Portland, Oregon 97217
Telephone (503) 289 -1778
PSI REPORT NO. 704- 25160 -1 •
I October 8, 2002
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Professional Service Industries, Inc.
Information To Build On
Tigard Church of God
PSI Project No. 704 - 25160 -1
October 3, 2002
Page 2
21.5 feet below existing grade. Groundwater was observed in the explorations performed on
September 27, 2002 at approximately 17.5 to 18 feet below existing grade while drilling, and at
approximately 14.5 feet below existing grade immediately after the auger was extracted from
the hole. Groundwater levels should be anticipated to be higher during the wet winter months or
periods of extended rainfall.
Summary of Recommendations
The primary geotechnical factor influencing the design and construction of the proposed project
will be the site preparation consisting of the removal of the upper grass top soil and softer
surface soils along with the concrete sidewalks in the area.
Based on the results of our soil borings, it is our opinion that the proposed building may be
supported on conventional shallow spread footings designed for a net maximum allowable soil
bearing pressure of 2500 pounds per square foot (psf) when founded on the firm, undisturbed
native sandy silt stratum, or on an engineered structural fill placed on this stratum. The
allowable soil bearing pressure of 2500 psf is 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
I loads.
After the site has been stripped of topsoil and any existing soft soils, any future concrete slabs
may be placed over the native, firm, sandy silt stratum, or a compacted structural fill placed on
this stratum, after the subgrade has been proofrolled to confirm its firmness.
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Professional Service Industries, Inc.
Information To Build On
Tigard Church of God
PSI Project No. 704 - 25160 -1
October 3, 2002
Page 2
General
Please refer to the attached report for a more detailed summary of our analyses and
recommendations. The reader should not rely solely on this summary letter and should read the
entire contents of the report. If we can provide additional assistance, or observation
and testing services during construction, please do not hesitate to contact Charles Lane at (503)
978 -4703.
Respectfully Submitted,
Professional Service Industries, Inc.
{ � GINg
3944
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111 OREGON
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Charles R. Lane, P.E. .14. , .d Ken Andrieu
Senior Geotechnical Engineer Staff Geologist
Attachment: Geotechnical Engineering Services Report
C: Jackie Root - Zaik/Miller Associates
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F:\Users \Shared \GROUPS\704 \PROJECTS\2002 projects\25160 (Tigard Church of God)\25160 -1.doc
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Table of Contents
1.0 INTRODUCTION 1
2.0 PROPOSED CONSTRUCTION 1
- 3.0 PURPOSE AND SCOPE OF SERVICES 1
3.1 SUBSURFACE EXPLORATION 1
3.2 FIELD & LABORATORY TESTING 2
3.3 ENGINEERING ANALYSES 2
4.0 SITE AND SUBSURFACE FEATURES 3_ _
4.1 SITE DESCRIPTION 3
4.2 REGIONAL GEOLOGY 3
4.3 SUBSURFACE CONDITIONS 3
NI 4.4 SEISMIC CONSIDERATIONS 4
5.0 CONCLUSIONS AND RECOMMENDATIONS 5
5.1 GEOTECHNICAL DISCUSSION 5
II 5.2 SITE PREPARATION 5
5.2.1 Site Preparation During Dry Weather Construction 6
5.2.2 Site Preparation During Wet Weather 6
II 5.3 EXCAVATIONS 7
5.3.1 Construction Dewatering 7
5.3.2 Excavations/Slopes 7
5.4 FOUNDATION SUPPORT 7
5.5 DRAINAGE CONSIDERATIONS 8
i 5.6 CONCRETE SLAB SUPPORT 9
5.7 CONSTRUCTION MONITORING 9
l 6.0 GENERAL 10
6.1 USE OF REPORT 10
6.2 LEVEL OF CARE 10
Appendix: Site Location Map
II Boring Location Map
Boring Logs
Laboratory Test Results
m General Notes
Soil Classification Chart
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Geotechnical Engineering Services Report
New Administration Building
Tigard Church of God
October 8, 2002
PSI Report No. 704 - 25160 -1
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1.0 Introduction
Professional Service Industries, Inc. (PSI) has conducted a geotechnical evaluation for the
above- referenced project site in general accordance with the scope of work as outlined in our
proposal no. 704- 02 -P121, dated September 20, 2002. Written authorization for our services
was provided by Mr. Bruce Plunkett for Tigard Church of God, by signing our proposal on
September 24, 2002.
2.0 Proposed Construction
Project information was provided by Jackie Root of Zaik/Miller Associates. We have also been
furnished with drawings showing the proposed location of the new administration building and
the existing facilities. We understand construction at this site is anticipated to consist of a one-
,; ,;• story wood frame building with a brick veneer siding. The structure will utilize a crawlspace with
�I u perimeter footings and interior footing pads, and a structural floor system.
The wall and column loads are not currently known and have been assumed to be on the order
of 2 kips per lineal foot and 30 kips, respectively with floor loads on the order of 200 psf.
Maximum cuts on the order of 1 to 2 feet are anticipated with fill of 1 to 2 feet.
The location of the site is shown on the attached Site Location Plan, Figure 1.
3.0 Purpose and Scope of Services
The purpose of our evaluation was to assess the subsurface soil conditions at the site in order
11 to provide appropriate recommendations for site preparation and foundation design. In general,
our evaluation included the following authorized scope of services:
3.1 Subsurface Exploration
The purpose of this preliminary subsurface exploration and analysis was to determine the
various soil profile components, determine the engineering characteristics of the materials
encountered, provide information to the design engineers and architects which could be used to
' formulate design criteria. •
Professional Service Industries, Inc.
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Information To Build On
Tigard Church of God
PSI Project No. 704 - 25160 -1
October 8, 2002
Page 2
In order to ascertain soil conditions at the site, two Standard Penetration Test (SPT) soil borings ,
(B -1 through B -2) were made using our CME75 truck - mounted, hollow -stem, power auger with
an automatic hammer. Soil boring locations are shown on the attached Boring Location Plan,
Figure 2 in the Appendix. Logs of the borings are also attached in the Appendix.
The Standard Penetration Test is performed by driving a 2 -inch, O.D., split -spoon sampler into
the undisturbed formation located at the bottom of the advanced repeated blows of a auger with re
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140 - pound, pin - guided, automatic safety hammer falling a vertical distance of 30 inches. The
number of blows required to drive the sampler one -foot is a measure of the soil consistency
(cohesive soils) and density (non- cohesive soils).
k It should be noted that automatic hammers generally produce lower standard penetration test
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values than those obtained using . a traditional safety hammer. Studies have generally indicated
that penetration resistances may vary by a factor of 1.5 to 2 between the two methods. We
have considered this drilling and testing methodology in our description of soil consistency for
cohesive soils and density for non - cohesive soils in our evaluation of soil strength and
compressibility.
Soil samples were taken at 2.5 -foot intervals for the first 15 feet, and then at 5 -foot intervals to
the termination depths of the borings. Select soil samples were obtained in the test borings as
determined by the Project Engineer. Samples were identified in the field, placed in sealed
containers, and transported to the laboratory for further classification and testing.
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3.2 Field & Laboratory Testing
Selected samples of the subsurface soils encountered were returned to our laboratory for
further evaluation to aid in classification of the materials, and to help assess their strength and
r compressibility characteristics. The laboratory evaluation consisted of visual and textural
examinations, moisture content tests, and sieve analyses. Results of the tests are shown on
the attached boring logs and the Laboratory Test Result Summary in the Appendix. Laboratory
testing was accomplished in general accordance with ASTM procedures.
3.3 Engineering Analyses
Engineering analyses and recommendations regarding general foundation design including
allowable soil bearing pressures, minimum footing depth requirements, and estimates of
foundation settlement are included in this report. In addition, recommendations were developed
addressing site preparation, placement and compaction of fill materials, and site preparation of
':,(� concrete slab areas.
Professional Service Industries, Inc.
• Information To Build On
Tigard Church of God
PSI Project No. 704 - 25160 -1
October 8, 2002
Page 3
The geotechnical recommendations presented in this report are based solely on the available
project information, building location, and the subsurface materials described in this report. If
any of the noted information is incorrect, please inform us in writing so that we may amend the
recommendations presented in this report, if appropriate and if desired by the client. PSI will not
be responsible for the implementation of its recommendations when it is not notified of changes
in the project.
The scope of services did not include a Seismic Site Hazard Study in accordance with Section
1804.2.1 of the 1998 State of Oregon Structural Specialty Code, or an environmental evaluation
for determining the presence or absence of wetlands, or hazardous or toxic materials in the soil,
bedrock, surface water, groundwater, or air, on or below, or around this site. Any statements in
this report or on the boring logs regarding odors, colors, and unusual or suspicious items or
conditions are strictly for information purposes and do not constitute an environmental
evaluation of the soils encountered.
4.0 Site and Subsurface Features
4.1 Site Description
i '. The site for the proposed administration building is located in the lawn area at the southwest
corner of the existing building. It is bordered by the existing building to the north, an asphalt
paved parking lot to the south, a lawn area with trees to the east, and a lawn area to the west.
An existing concrete sidewalk runs north -south through the proposed area. The general area of
the existing building and the proposed administration building is relatively level.
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4.2 Regional Geology
1E,
Available geologic mapping of the area indicates that the soils within and surrounding the
project site consists of Pleistocene -Age, alluvial deposits of clay, silt, and fine sand derived from
the catastrophic, periglacial flooding of the Columbia, Willamette, and Tualatin basins. These
fine- grained deposits may be over 100 feet in thickness, and are underlain by volcanic bedrock
units of the Miocene -Age Columbia River Basalt Group (I.P. Madin, 1990, DOGAMI Open File
Report 0- 90 -2).
4.3 Subsurface Conditions
Two soil borings (B -1 and B -2) were completed in the project area. The general soil profile
within the footprint of the proposed building was about 3 inches of topsoil with grass roots,
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' � ,. Professional Service Industries, Inc.
Information To Build On
Tigard Church of God
II •
PSI Project No. 704 - 25160 -1
October 8, 2002
Page 4
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underlain by a brown, stiff, sandy silt to a depth of 7.5 to 10 feet. Below this was a stratum of
brown, very loose to medium dense, silty sand that extended to the final depth of the borings,
21.5 feet below existing grade. The silty sand stratum is known to extend to depths of several
■ II tens of feet. Groundwater was observed in the explorations performed on September 27, 2002
at approximately 17.5 to 18 feet below existing grade while drilling, and at approximately 14.5
1 .feet below existing grade immediately after the auger was extracted from the hole. Groundwater
levels should be anticipated to be higher during the wet winter months or periods of extended
4t .
rainfall.
01 The soil profile described above is generalized to highlight the major subsurface stratification
features and material characteristics. The boring logs included in the Appendix should be
reviewed for specific information at individual test locations. These records include soil _
descriptions, stratifications, locations of the samples, and laboratory test data. The stratifications
shown on the exploration logs represent the conditions only at the actual boring locations.
Variations may occur and should be expected between test locations. The stratifications
represent the approximate boundary between subsurface materials and the actual transition -
may be gradual. Water level information obtained during field operations is also shown on these
exploration logs. The samples that were not altered by laboratory testing will be retained for 60
days from the date of this report and then they will be discarded.
4.4 Seismic Considerations
in The site falls within Seismic Zone 3 with a seismic zone factors of 0.30 as classified by Figure
16 -2 and table 16 -I of the 1998 State of Oregon Structural Specialty Code (SOSSC), effective
IC October 1, 2001 —an amendment to the 1997 Uniform Building Code. Based on the local
geology and the soil conditions encountered, we recommend a soil profile type of SE with site
coefficients of Ca =0.36 and Cv =0.84 in accordance with Section 1636 and Tables 16 -J, 16 -Q
4 and 16 -R of the SOSSC. The soil profile type recommendation reflects the estimated average
soil properties for the top 100 feet of subsurface profile.
A Our evaluation of the subsurface conditions at the site did not indicate a significant potential for
soil liquefaction, associated with a seismic event at the site. However, it should. be noted that a
Siesmic Site Hazard Study was beyond the present scope of services for this project. Such an
ii1 evaluation could be performed at an additional fee with your written authorization.
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• • Information To Build On
Tigard Church of God
PSI Project No. 704- 25160 -1
October 8, 2002
Page 5 -
6.0 Conclusions and Recommendations
5 .1 Geotechnical Discussion
; 1 ., Based on the results of our fieldwork, laboratory evaluation, and engineering analyses, it is our
opinion that the site is suitable for the proposed structure and associated improvements
provided the following recommendations are incorporated into the design and construction of
the project.
0. 5 .2 Site Preparation -
In general, we recommend that all structural improvement areas be drained of surface water,
and stripped of surface vegetation, topsoil, highly saturated or disturbed soil, and any other
deleterious materials encountered at the time of construction.
Oq The depths of topsoil in our borings was about 3- inches. It is not unusual for topsoil thickness to
vary from this value. The depth of removal should be determined by a representative of the
Oil Geotechnical Engineer at the time of construction.
Additional site preparation will depend upon the proposed site grades and building features.
Prior to backfilling of any excavations with structural fill, the exposed subgrade should be
Observed by a representative of the Geotechnical Engineer to ensure that it is ready for fill
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Placement.
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After subgrade preparation and observation have been completed, fill placement may begin.
It The first layer of fill material should be placed in a relatively uniform horizontal lift. Fill materials
Ihould be free of organic or otherwise deleterious materials, have a maximum particle less than
.l inches, and have a liquid limit less than 45 percent and plasticity index less than 25. Most of
NI the on -site soils are suitable for use as a structural fill although they will likely require significant
drYinc. If a fine-grained silty or clayey soil-is used for fill, close moisture content control will be
g y a yy s s s tcon r to I
ki required to achieve the recommended degree of compaction.
All r;uired structural fill materials placed should be moisture conditioned to within 2 percent of
optimum moisture content and compacted by mechanical means to a minimum of 95 percent of
the material's maximum dry density as determined in accordance with ASTM D 1557 (Modified
Pr octor). If water must be added, it should be uniformly applied and thoroughly mixed into the
Oli soil by disking or scarifying. Fill materials should be placed in accordance with the
rec ommendations below, and placed in layers that, when compacted, do not exceed about 8
Professional Service Industries, Inc.
' Information To Build On
Tigard Church of God _
PSI Project No. 704 - 25160 -1
October 8, 2002
Page 6
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inches. Each lift of compacted engineered fill should be tested by a representative of the
geotechnical engineer prior to placement of subsequent lifts.
5.2.1 Site Preparation During Dry Weather Construction
During the dry season, prior to the placement of any fills, all exposed subgrade surfaces should
be proofrolled with a fully loaded tandem axle dump truck or similar rubber tired vehicle (i.e.
water truck). Areas found to be soft or otherwise unsuitable for support of structural loads
• should be overexcavated and replaced with compacted fill as described above.
The on -site, native silt soil could be considered for re -use as structural fill provided it is free from
organic materials and debris. Moisture conditioning, in accordance with Section 5.2, and some
a re- working of the on -site soils in order to facilitate compaction should be anticipated. Should
wet weather grading be anticipated, use of the on -site soils as structural fill is not
recommended. Selected samples of the materials to be used for structural fill should be
submitted to our laboratory in order to evaluate the maximum density, optimum moisture
content, and suitability of the soil for use as fill.
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i 5.2.2 Site Preparation During Wet Weather
ilk Additional fill material, if needed, during wet weather construction should consist of an all -
weather, clean, granular fill containing less than 5 percent material passing the No. 200 sieve,
such as course sand, crushed rock, or course sand and gravel. During wet weather grading
operations, all excavations should be performed using a smooth - bladed, tracked backhoe
liE working from areas where material has yet to be removed or from the already placed structural
fill. Subgrade areas should be cleanly cut to firm undisturbed soil.
Placement of crushed rock should follow immediately after site grading in order to provide
protection of the sensitive subgrade soil during construction activities. In traffic areas, the
placement of a one -foot thick granular working base is generally recommended with thicker
II sections (i.e. 18 to 24 inches) and /or geotextile fabrics recommended in heavily traveled
construction traffic areas. Generally, three to six inches of crushed rock is sufficient in foot traffic
ni areas.
The upper fine- grained soils encountered at this site are expected to be sensitive to
I I disturbances caused by construction traffic and to changes in moisture content. During wet
weather periods, increases in the moisture content of the soils can cause significant reduction in
0 the soil strength and support capabilities. In addition, soils that become wet may be slow to dry
and thus significantly retard the progress of grading and compaction activities. It will, therefore,
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Professional Service Industries, Inc.
' Information To Build On
Tigard Church of God
PSI Project No. 704 - 25160 -1
October 8, 2002
Page 7
be advantageous to perform earthwork and foundation construction activities during dry
weather.
Proofrolling of excavation bottoms is likely not appropriate during wet weather grading in order
to avoid disturbance of moisture - sensitive soils. Should construction take place during wet
.j weather, we recommend that a representative of the geotechnical engineer be present to
observe the subgrade in order to evaluate whether additional preparation is indicated.
5.3 Excavations
Excavation and construction operations may expose the on -site soils to inclement weather
conditions. The stability of exposed soils may rapidly deteriorate due to a change in moisture
content (i.e. wetting or drying) or the action of heavy or repeated construction traffic.
Accordingly, foundation and pavement area excavations should be adequately protected from
I the elements, and from the action of repetitive or heavy construction loadings.
5.3.1 Construction Dewatering
Water seepage in excavations should be anticipated during the wet season of the year. For
1 110 most of the excavations for this project, pumping from sumps outside the limits of the excavation
should control water seepage and surface water ponding.
{ 5.3.2 Excavations/Slopes
Temporary earth slopes may be cut near - vertical to heights of 4 feet. Excavations deeper than
4 feet should be performed in accordance with Department of Labor Occupational Safety and
Health Administration (OSHA). Job site safety is the responsibility of the project contractor.
5.4 Foundation Support
Based on the results of our geotechnical investigation, it is our opinion that the proposed
building can be supported on conventional shallow spread footings designed for a maximum
allowable soil bearing pressure of up to 2500 psf, when founded on the firm native, sandy silt
stratum, or on an engineered structural fill placed on this stratum. The allowable bearing
pressure is 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.
Continuous wall and isolated column footings should be at least 18 and 24 inches in width,
respectively. Wall footings exposed to weather should extend to a minimum depth of 12 inches
li Professional Service Industries, Inc:
.. Information To Build On
IIII Tigard Church of God
PSI Project No. 704 - 25160 -1
October 8, 2002
Page 8
beneath the lowest adjacent exterior grade to provide frost protection. Interior footings and
_ exterior footings not exposed to weather can be located at nominal depths compatible with
architectural and structural considerations.
. ; Allowable lateral frictional resistance between the base of shallow foundations and the subgrade
can be expressed as the applied vertical load multiplied by a coefficient of friction of 0.30. In
'` addition, lateral loads may be resisted by a passive earth pressure based on equivalent fluid
t
density of 250 pounds per cubic foot (pcf) on footings poured "neat" against in -situ soils or
properly backfilled with structural fill, respectively. The passive earth pressure recommendation
:1 includes a factor of safety of approximately 1.5, which is appropriate due to the amount of
movement required to develop full passive resistance.
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We estimate that foundations designed. and constructed in accordance with the above
recommendations will experience total settlements generally less than 1 -inch with differential
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} settlement between adjacent columns generally less than '/ -inch.
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If footings are constructed during wet weather, it may be necessary to protect the foundation
excavation bottoms from disturbance during construction activities.. In this regard, we
recommend that a 3 to 4 -inch thickness of crushed rock be placed at the bottom of the footing
excavations immediately after the excavation is completed. If footings are constructed during
i the drier summer months, this crushed rock layer should not be required.
i - The foundation excavations should be observed by a representative of PSI prior to steel or
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concrete placement to assess that the foundation materials are capable of supporting the
design loads and are consistent with the material discussed in this report.
[41 5.5 Drainage Considerations •
Water should not be allowed to collect in the foundation excavation, behind retaining walls, or in
prepared subgrade on the construction area, either during or after construction. The subgrade
beneath structures should be sloped to a low point to facilitate removal of any collected
rainwater, groundwater, or surface runoff. Positive site drainage (i.e. sloping grade) should be
provided to reduce infiltration of surface water around the perimeter of the building and beneath
the floor area of the building.
Any areas of the building which are to be developed below the exterior site grade should be
provided with a well- designed, permanent drainage system in order to control hydrostatic
pressures against walls, seepage of groundwater through basement walls, etc. Under no
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Information To Build On
Tigard Church of God
PSI Project No. 704 - 25160 -1
October 8, 2002
Page 9
circumstances should surface runoff water be led into foundation drains. Foundation drains
should be placed at the base of footings in order to prevent surface and shallow perched water
from migrating beneath the footings. Surface run -off from roofs, parking areas, etc., should be
tightlined to approved disposal areas.
5.6 Concrete Slab Support
Any proposed concrete slab -on -grade may be supported on structural fills placed over native
subgrade after the removal of topsoil, and the upper soils have been proofrolled with a fully
loaded tandem axle dump truck or similar rubber tired vehicle in order to confirm their firmness.
Any soft or otherwise unsuitable areas observed should be over - excavated down to firm
subgrade and replaced with structural fill.
In order to provide uniform subgrade reaction beneath any proposed concrete slab -on- grade,
we recommend that concrete slabs be underlain by a minimum of 4- inches of free - draining ( a
maximum particle size of 3 4 -inch with less than 5 percent material passing the no. 200 sieve),
well - graded gravel or crushed rock base course. Base course material should be moisture
4 } conditioned to within +1- 2 percent of optimum moisture content and compacted by mechanical
means to a minimum of 95 percent of the material's maximum dry density as determined in
accordance with ASTM D1557 (Modified Proctor). Fill materials should be placed in layers that,
when compacted, do not exceed about 8 inches.
N i 5.7 Construction Monitoring
It is recommended that PSI be retained to examine and identify soil exposures created during
project excavations in order to verify that soil conditions are as anticipated. We further
recommend that the structural fills be continuously observed and tested by our representative in
order to evaluate the thoroughness and uniformity of their compaction. Samples of fill materials
should be submitted to our laboratory for evaluation prior to placement of fills on site.
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I I, I is also recommended that PSI be retained to provide observation and testing of construction
activities involved in the foundation, earthwork, and related activities of this project. PSI cannot
accept any responsibility for any conditions which deviated from those described in this report,
nor for the performance of the foundation, if not engaged to also provide construction
observation and testing for this project.
Costs for the recommended observations during construction are beyond the scope of this
current consultation. Such future services would be at an additional charge.
I , , Professional Service Industries, Inc.
s • . Information To Build On
Tior'd Church of God
PSI Project No. 704 - 25160 -1
Octuber 8, 2002
PagO 10
6.0 General
Our conclusions and recommendations described in this report are subject to the following
genoral conditions:
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6.1 Use of Report
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1 This report is for the exclusive use of the addressee and their representative to use to design
the proposed structure described herein and prepare construction documents. The data,
!I analyses, and recommendations may not be appropriate for other structures or purposes. We
recommend that parties contemplating other structures or purposes contact us. In the absence
of our written approval, we make no representation and assume no responsibility to other
parties regarding this report.
6 Level of Care
The recommendations contained in this report are based on the available subsurface
information obtained by PSI, and design details furnished for the proposed project. If there are
1 any revisions to the plans for this project, or if deviations from the subsurface conditions noted
in this report are encountered during construction, PSI should be notified in writing immediately
to determine if changes in the foundation recommendations are required. If PSI is not retained
to perform these functions, PSI will not be responsible for the impact of those conditions on the
project.
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Services performed by the geotechnical engineer for this project have been conducted with that
level of care and skill ordinarily exercised by members of the profession currently practicing in
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this area. No warranty, expressed or implied, is made.
Respectfully Submitted,
Profossional Service Industries, Inc.
,p PRo
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CharlH 3.944 S R. Lane, P.E. �'%+ir,�A•� / i
Ken Andrieu
Senior Geotechnical Enginee OREGON , " Staff Geologist
cs, ` r 14 ,fro ��
Ili. 9R4 ES R. �
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CC: ZaikJMiller Associates
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