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PBS Engineering +
Environmental
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SEP 1 4 2017
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BUILDING DIVISWt;
Geotechnical Engineering Report
Proposed Hotel Development
SW 69th Avenue and SW Clinton Street
Tigard, Oregon
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Prepared for:
DAVCKOR LLC
Attn: Alkesh Patel
1419 West Main Street #100
Battle Ground, WA 98604
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February 4,2016
Project No. 70976 000
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15000 Street,Vancouvw,WA 98663
360 690 4331 Main
866 727,0140 Fax
www.pbsenv.com
Bend I Boise I Coos Bay I Eugene I Portland I Seattle I TO-Cities I Vancouver
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PBS
pEngineering +
Environmental
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February 4, 2016
IGeotechnical Engineering Report
Proposed Hotel Development
I SW 69th Avenue and SW Clinton Street
Tigard, Oregon
IProject No. 70976.000
I Prepared for:
DAVCKOR LLC
Attn: Mr. Alkesh Patel
I 1419 West Main Street, #100
Battle Ground, WA 98604
IPrepared by:
I PFR ,r
6 � 1 '' ,}
IE'sii,N vs
IONY
EXPIRES. 12/31/2016
ITony Rikli, PE
Geotechnical Staff Engineer
IReviewed by:
yan White, PE, GE
IGeotechnical Discipline Lead
This document was prepared for use only by the Client,only for the purposes stated,and within a reasonable time from issuance,
II but in no event later than three years from the date of the report.Non-commercial,educational,and scientific use of this report by
regulatory agencies is regarded as a"fair use"and not a violation of copyright. Regulatory agencies may make additional copies of
this document for internal use.Copies may also be made available to the public as required by law.The reprint must acknowledge
the copyright and indicate that permission to reprint has been received.
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Geotechnical Engineering Report Proposed Hotel Development
Tigard,Oregon
ITABLE OF CONTENTS
1.0 INTRODUCTION 1
I 1.1 General 1
1.2 Purpose and Scope 1
1.2.1 Literature and Records Review 1
I 1.2.2 Subsurface Explorations 1
1.2.3 Soils Testing 1
1.2.4 Geotechnical Engineering Analysis 1
1.2.5 Report Preparation 1
1.3 Project Understanding 2
2.0 SITE CONDITIONS 2
2.1 Surface Description 2
i2.2 Geologic Setting 3
2.2.1 Regional Geology 3
2.2.2 Local Geology 3
I 2.3 Subsurface Conditions 3
2.3.1 Soil 3
2.3.2 Groundwater 3
2.3.3 Infiltration Testing 4
3.0 CONCLUSIONS AND RECOMMENDATIONS 4
3.1 Geotechnical Design Considerations 4
II 3.2 Shallow Foundations 4
3.2.1 Footing Preparation 4
3.2.1 Spread Footings and Stem Walls 4
3.2.2 Footing Embedment Depths 5
I3.2.3 Minimum Footing Widths / Design 5
3.2.4 Crushed Rock Pads 5
3.2.5 Foundation Static Settlement 5
I 3.2.6 Lateral Resistance 5
3.3 Seismic Design Criteria 5
3.3.1 Liquefaction Potential 6
I 3.3.2 Other Seismic Considerations 6
3.4 Floor Slabs 6
3.5 Ground Moisture 7
I 3.5.1 General 7
3.5.2 Perimeter Footing Drains 7
3.6 Pavement Design Analyses 7
I 4.0 CONSTRUCTION RECOMMENDATIONS 8
4.1 Site Preparation 8
4.1.1 Proofrolling/Subgrade Verification 8
I 4.2 Subgrade Protection 8
4.2.1 Wet-Weather/Wet-Soil Conditions 8
4.2.2 Dry Weather Conditions 9
4.3 Excavation 9
11, 4.4 Slopes 9
4.5 Structural Fill 9
4.5.1 On-Site Soil 9
I 4.5.2 Borrow Material 10
4.5.3 Select Granular Fill 10
4.5.4 Crushed Aggregate Base 10
I4.5.5 Utility Trench Backfill 10
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4.5.6 Stabilization Material 11 1
5.0 ADDITIONAL SERVICES AND CONSTRUCTION OBSERVATIONS 11
6.0 LIMITATIONS 11
7.0 REFERENCES 13
SUPPORTING DATA
Figures
Figure 1 Vicinity Map
Figure 2 Site Plan
Appendix A— Field Explorations
Table A-1 Terminology Used to Describe Soil
Table A-2 Key to Test Pit and Boring Log Symbols
Figures Al —A6 Logs for Borings B-1 through B-6 I
Appendix B— Laboratory Testing
Figure B1 Atterberg Limits Test Results I
Figure B2 Consolidation Test Results
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Geotechnical Engineering Report Proposed Hotel Development
Tigard,Oregon
I1.0 INTRODUCTION
1.1 General
I This report presents the results of the PBS Engineering and Environmental Inc. (PBS)
geotechnical engineering services for the proposed hotel development in Tigard, Oregon. The
site location is shown on the Vicinity Map, Figure 1. The exploration locations in relation to
Iexisting and proposed site features are shown on the Site Plan, Figure 2.
1.2 Purpose and Scope
I The purpose of PBS' services was to develop geotechnical design and construction
recommendations in support of the proposed new structure. This was accomplished by
performing the following scope of services:
i1.2.1 Literature and Records Review
PBS reviewed various relevant published geologic maps of the area for information
I regarding geologic conditions. We also reviewed previously completed reports near the site
that were available in our files.
1.2.2 Subsurface Explorations
1 PBS completed six borings within the proposed development area. Borings B-1 and B-2
were advanced to depths 6.5 below the existing ground surface (bgs) in the proposed
parking area and borings B-3 through B-6 were completed to depths of up to 36.5 feet bgs
I within the proposed building footprint. Borings were logged and representative soil samples
collected by a member of the PBS engineering staff. Infiltration testing was conducted at a
depth of approximately 5.0 feet bgs in borings B-1 and B-2.
1 1.2.3 Soils Testing
Collected soil samples were transported to our laboratory for testing that included natural
I moisture contents, Atterberg Limits testing, and consolidation testing (refer, Appendix B -
Laboratory Testing).
I 1.2.4 Geotechnical Engineering Analysis
Data collected during the subsurface explorations, literature research, and laboratory testing
was used to develop specific geotechnical design and construction recommendations.
I1.2.5 Report Preparation
This Geotechnical Engineering Report summarizes the results of our explorations, testing,
and analyses, including information relating to the following:
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• Field exploration logs and approximate exploration locations
• Infiltration test results
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• Laboratory test results
I . Earthwork and grading, cut, and fill recommendations:
- Evaluation of the site soils for use as fill
- Temporary and permanent slope inclinations for utilities
- Structural fill materials and preparation
- Wet and cold weather considerations
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• Shallow foundation design recommendations: 111
- Minimum embedment
- Allowable bearing pressure
- Estimated settlement
- Sliding coefficient
• Groundwater levels and considerations
• Subsurface drainage requirements I
• Seismic design criteria in accordance with the current (2014) Oregon Structural
Specialty Code (OSSC)
• Slab and pavement subgrade preparation
• Recommended pavement section thickness
111
1.3k Project Understanding
PBS understands that preliminary plans include development of approximately 1.9 acres of land
consisting of several parcels (#1S136DD02400, #1S136DD02300, #1S136DD02200,
#1S136DD02100, 1S136DD02500) near SW 69th Avenue and SW Clinton Street (site, subject
property) in Tigard, Oregon. The site is currently undeveloped and vegetated with mature trees
and brush. The property slopes down to the west, with elevations ranging from 277 to 297 feet
above mean sea level (AMSL).
PBS understands that the project will consist of constructing one approximately 23,000 square
foot (footprint) four-story wood frame hotel building, with slab-on-grade floors and conventional
shallow foundations. The remainder of the site will consist of associated asphalt concrete (AC)
pavement parking, driveways, and landscaping. Based on our experience with similar projects,
estimated maximum building loads will be on the order of 350 kips for columns, 5 kips per linear
foot for walls, and less than 150 pounds per square foot (psf)for floors. The extent of site
grading is currently unknown; however based on our understanding of the proposed
development and existing topography, cuts and fills could be on the order of 5 feet.
The purpose of PBS' services was to evaluate the subsurface conditions within the site and
provide geotechnical information needed to develop recommendations for use in design and
construction.
2.0 SITE CONDITIONS I
2.1 Surface Description
The subject property is located on the northeastern side of the City of Tigard, bounded by SW
70th Avenue to the west, SW Clinton Street on the south, SW 69th Avenue to the east, and
residential development to the north. The 1.9-acre site is lightly vegetated, slopes down to the
west, and lies approximately 0.2 mile south of an unnamed small tributary drainage and 0.4 mile
northeast of Crystal Lake in Tigard.
Existing concrete foundations and slabs with sporadic concrete chunks and red brick were
observed in the southeastern quadrant of the development area, possibly due to the previous
structure that was demolished around July 2005.
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2.2 Geologic Setting
2.2.1 Regional Geology
Schlicker and Deacon (1967) map the site geology as Quaternary Willamette Silt.
Quaternary Willamette Silt is characterized as bedded silt and fine sand with occasional
clay, lenses of pebbly, fine- to medium-grained sand, with locally scattered granite and
quartzite cobbles. The unit is approximately 50 feet thick near the center of the Tualatin
Valley and thins toward the valley margins.
2.2.2 Local Geology
Locally, the site is mapped as Quaternary fine-grained boring lavas (QTb) according to
Beeson, et. al. (1989). The QTb was deposited through a series of local vents from Mt.
Sylvania. Concerning our borings, the clay and silt deposits encountered at the site are
consistent with QTb.
2.3 Subsurface Conditions
1
2.3.1 Soil
Subsurface conditions at the site were explored by drilling six borings designated as B-1
through B-6. The borings were advanced to depths of up to 36.5 feet bgs and completed on
November 23 and 24, 2015. Borings were drilled by Western States Soil Conservation, Inc.,
of Hubbard, Oregon, using hollow-stem auger drilling techniques ( B-1 and B-2) and mud
rotary drilling techniques on (B-3 through B-6). Infiltration testing was conducted at a depth
of 5 feet bgs in borings B-1 and B-2. The explorations were logged and representative
samples collected by a member of the PBS geotechnical engineering staff. Boring logs
summarizing the subsurface conditions encountered in the explorations are presented in
Appendix A.
PBS has summarized the subsurface units as follows:
SURFACE Topsoil approximately 6 inches thick was observed at the surface of
MATERIALS: the borings.
FILL: Borings B-5 and B-6 encountered fill material consisting of medium
stiff to hard CLAY/SILT (CL/ML) to very dense clayey GRAVEL (GC)
and poorly graded GRAVEL (GP) to 14 and 10.5 feet bgs,
respectively.
CLAY/SILT Medium stiff to hard brown CLAY/SILT (CL/ML)was encountered in
the borings to the termination depths of 36.5 feet bgs.
The soil types are based on visual-manual classifications using ASTM D 2488-09a
guidelines. Consistency, color, relative moisture, degree of plasticity, and other
distinguishing characteristics of the soil layers were noted. The terminology used in the soil
classifications and other modifiers are defined and presented on the attached Table A-1
included in Appendix A.
2.3.2 Groundwater
Static groundwater was not observed at the time of our explorations. Nearby well logs and
regional groundwater mapping by the United States Geological Survey (USGS) indicate
groundwater present at depths of approximately 20 feet bgs or deeper. Shallow zones of
perched water may be present seasonally. We recommend that the contractor determine the
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actual groundwater levels at the time of construction to determine potential groundwater
impact on the construction.
2.3.3 Infiltration Testing I
PBS completed infiltration testing in B-1 and B-2 at depths of approximately 5.0 feet bgs
through a hollow-stem auger. The tests were completed in general accordance with the City
of Portland 2014 Stormwater Management Manual. The auger was advanced to the test
depths and was filled with water to saturate the soil. Following saturation, the water was
allowed to drain while the water level was recorded at regular time intervals. No measurable
infiltration was observed over the 4-hour test period.
3.0 CONCLUSIONS AND RECOMMENDATIONS
3.1 Geotechnical Design Considerations ,
The majority of the project site is underlain by medium stiff to hard clay soils to depths of
approximately 36.5 feet bgs. Undocumented fill was also encountered in B-5 and B-6 to a depth
of 14 and 10.5 feet bgs, respectively. Conventional foundation support on shallow footings
(spread) is feasible.
Because the fill encountered at the site is undocumented, we recommend additional measures
be implemented into the project design to help reduce the impacts of its presence. These should
include installation of 1-foot-thick crushed rock pads beneath the footings and designing stem
walls to free-span a distance of 5 feet. Alternatively, walls could be supported on grade beams
designed to span between column footings. Specific recommendations are provided in the
following sections. Without complete removal of the undocumented fill and replacement with
structural fill, a risk of settlement still exists.
The grading and final development plans for the project had not been completed when this
report was prepared. Subsequently, we have not evaluated the impacts of site grading on the
static and seismic stability of the existing slopes, and have estimated settlement of the
underlying soils based on the estimated loads using our engineering judgment. Once
completed, PBS should be engaged to review the project plans and update our
recommendations as necessary.
3.2 Shallow Foundations
The following sections provide a more detailed discussion of our analysis and I
recommendations.
3.2.1 Footing Preparation
Excavations for footings should be carefully prepared to a neat and undisturbed state on
firm native soil. A representative from PBS should confirm suitable bearing conditions and
evaluate all exposed footing subgrades. Observations should also confirm that loose or soft
materials have been removed from new footing excavations and concrete slab-on-grade
areas. Localized deepening of footing excavations may be required to penetrate loose, wet,
or deleterious materials. i
3.2.1 Spread Footings and Stem Walls
Due to the presence of undocumented fill, we recommend that continuous footings and/or
stem walls be structurally designed to free span a distance of 5 feet. Given the variability of
the fill, strengthening the footings and stem walls should prevent excessive foundation
differential settlement.
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Geotechnical Engineering Report Proposed Hotel Development
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3.2.2 Footing Embedment Depths
I We recommend that all footings be founded a minimum of 18 inches below the lowest
adjacent grade. The footings should be founded below an imaginary line projecting upward
at a 1 H:1 V (horizontal to vertical) slope from the base of any adjacent, parallel utility
Itrenches or deeper excavations.
3.2.3 Minimum Footing Widths / Design
I Continuous wall and isolated spread footings should be at least 24 inches wide. Footings
should be sized using a maximum allowable bearing pressure of 2,500 pounds per square
foot (psf). This is a net bearing pressure and the weight of the footing and overlying backfill
can be disregarded in calculating footing sizes. The recommended allowable bearing
I pressure applies to the total of dead plus long-term-live loads. Allowable bearing pressures
may be increased by one-third for seismic and wind loads.
I The building foundations must be installed on a minimum of one-foot-thick crushed rock
pads, as discussed in the following Section 3.2.4 of this report.
I 3.2.4 Crushed Rock Pads
Due to the presence of undocumented fill, we recommend footings be founded on
one-foot-thick crushed rock pads. Crushed rock pads should be planned to extend a
I minimum of six inches laterally beyond the edges of footings. For an 18-inch-wide footing,
the crushed rock pad should be 3.5 feet wide. Following excavation, prior to installing
crushed rock pads, footing subgrades should be compacted with multiple, overlapping
Ipasses of a vibratory compactor.
Crushed rock pads should be prepared following the recommendations specified in Section
4.5.4—Crushed Aggregate Base of this report.
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3.2.5 Foundation Static Settlement
Footings will settle in response to column and wall loads. Based on our evaluation of the
I subsurface conditions and our analysis, we estimate post-construction settlement will be
less than one inch for the column and perimeter foundation loads.. Differential settlement
will be on the order of one-half of the total settlement.
I3.2.6 Lateral Resistance
Lateral loads can be resisted by passive earth pressure on the sides of footings and grade
I beams, and by friction at the base of the footings. A passive earth pressure of 250 pounds
per cubic foot (pcf) may be used for footings confined by native soils and new structural fills.
The allowable passive pressure has been reduced by one-half to account for the large
I amount of deformation required to mobilize full passive resistance. Adjacent floor slabs,
pavements, or the upper 12-inch depth of adjacent unpaved areas should not be considered
when calculating passive resistance. For footings supported on native soils or new structural
I fills, use a coefficient of friction equal to 0.35 when calculating resistance to sliding. These
values do not include a factor of safety (FS).
3.3 Seismic Design Criteria
IThe seismic design parameters, in accordance with the 2014 Oregon Structural Specialty Code
(OSSC), are summarized in Table 1 as follows:
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Table 1: 2014 OSSC Seismic Design Parameters
Parameter Short Period 1 Second
Maximum Credible Earthquake Spectral I
Acceleration SS = 0.98 g S1 = 0.42 g
Site Class D
Site Coefficient Fa = 1.11 Fv = 1.58
Adjusted Spectral Acceleration SMS = 1.09 g SM1 = 0.67 g
Design Spectral Response Acceleration I
Parameters Sps = 0.73 g Soo = 0.45 g
Design Spectral Peak Ground Acceleration 0.29 g
g—Acceleration due to gravity
3.3.1 Liquefaction Potential
Liquefaction is defined as a decrease in the shear resistance of loose, saturated,
cohesionless soil (e.g., sand) or low plasticity silt soils, due to the buildup of excess pore
pressures generated during an earthquake. This results in a temporary transformation of the
soil deposit into a viscous fluid. Liquefaction can result in ground settlement, foundation I
bearing capacity failure, and lateral spreading of ground.
Based on a review of the Oregon Statewide Geohazard Viewer (HazVu), the property is
located in an area of low liquefaction hazard. We did not encounter potentially liquefiable
soils in our explorations. As a result, our current opinion is that the risk of structurally
damaging liquefaction settlement at the site is low.
3.3.2 Other Seismic Considerations
Other site-specific seismic hazards considered include earthquake-induced landslides,
ground shaking, fault rupture, seiche and tsunami inundation, lateral spreading, and
earthquake shaking. Based on the topography, geology, and closest freeface to the site, we
consider the risk from earthquake-induced lateral spreading, seiche and flood inundation to
be low. Strong earthquake ground shaking will occur during a design-level seismic event on
the Cascadia Subduction Zone (CSZ). The site lies between the Canby-Molalla Fault and
the Oatfield Fault, which, according to DOGAMI HazVu, may also induce strong shaking at
the site. Based on our current understanding of the project, our opinion is that effects of
earthquake ground motions can be accounted for by using code-based design procedures.
3.4 Floor Slabs
Satisfactory subgrade support for building floor slabs can be obtained from the near-surface
clay subgrade prepared in accordance with our recommendations presented in the Site
Preparation, Wet Weather/Wet-Soil Conditions and Crushed Aggregate Base sections of this
report. A minimum six-inch-thick layer of imported granular material should be placed and
compacted over the prepared subgrade. Imported granular material should be composed of
crushed rock or crushed gravel that is relatively well graded between coarse and fine, contains
no deleterious materials, has a maximum particle size of one inch, and has less than five
percent by dry weight passing the US Standard No. 200 Sieve.
Floor slabs supported on a subgrade and base course prepared in accordance with the 1
preceding recommendations may be designed using a modulus of subgrade reaction (k) of
150 pounds per cubic inch (pci).
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3.5 Ground Moisture
3.5.1 General
The perimeter ground surface and hard-scape should be sloped to drain away from all
structures and away from adjacent slopes. Gutters should be tight-lined to a suitable
discharge and maintained as free-flowing. All crawl spaces should be adequately ventilated
and sloped to drain to a suitable, exterior discharge.
3.5.2 Perimeter Footing Drains
Due to the relatively low permeability of the near-surface site soils and the potential for
perched groundwater at the site, we recommend perimeter foundation drains be installed
around all proposed structures.
The foundation subdrainage system should include a minimum 4-inch-diameter perforated
pipe in a drain rock envelope. A non-woven geotextile filter fabric, such as Mirafi 140N or
equivalent, should be used to completely wrap the drain rock envelope, separating it from
the native soil and footing backfill materials. The invert of the perimeter drain lines should be
placed approximately at the bottom of footing elevation. Also, the subdrainage system
should be sealed at the ground surface. The perforated subdrainage pipe should be laid to
drain by gravity into a non-perforated solid pipe and finally connected to the site drainage
stem at a suitable location. Water from downspouts and surface water should be
independently collected and routed to a storm sewer or other positive outlet. This water
must not be allowed to enter the bearing soils.
3.6 Pavement Design Analyses
The provided pavement recommendations were developed using the American Association of
State Highway and Transportation Officials (AASHTO) design methods and references the
associated Oregon Department of Transportation (ODOT) specifications for construction. Our
evaluation considered a maximum of two trucks per day for a 20-year design life.
The minimum recommended pavement sections are provided in Table 2.
Table 2: Minimum AC Pavement Sections
AC Base Rock
Traffic Loading Subgrade
(inches) (inches)
Pull-in Car Parking Only 2.5 g Stiff subgrade as
verified by PBS
Drive Lanes and Access Roads 3.0 9 personnel
The asphalt cement binder should be PG 70-22 Performance Grade Asphalt Cement according
to ODOT SS 00744.11 —Asphalt Cement and Additives. The AC should consist of'A-inch hot
mix asphalt concrete (HMAC) and the maximum lift thickness should not exceed 3 inches. The
AC should conform to ODOT SS 00744.13 and 00744.14 and be compacted to 91 percent of
maximum theoretical density (Rice value) of the mix, as determined in accordance with ASTM
D2041.
Heavy construction traffic on new pavements or partial pavement sections (such as base course
over the prepared subgrade)will likely exceed the design loads and could potentially damage or
shorten the pavement life. Therefore, we recommend construction traffic not be allowed on new
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pavements, or that the contractor take appropriate precautions to protect the subgrade and
pavement during construction.
If construction traffic is to be allowed on newly constructed road sections, an allowance for this
additional traffic will need to be made in the design pavement section.
4.0 CONSTRUCTION RECOMMENDATIONS I
4.1 Site Preparation
Construction of the proposed building will involve clearing and grubbing of the existing
vegetation and/or demolition of existing pavements. Demolition should include removal of
existing foundations, utilities, etc., throughout the proposed new building footprint. Underground
utility lines, or other abandoned structural elements should also be removed. The voids resulting
from removal of foundations or loose soil in utility lines should be backfilled with compacted
structural fill. The base of these excavations should be excavated to firm native subgrade before
filling, with sides sloped at a minimum of 1 H:1V, to allow for uniform compaction.
Materials generated during demolition should be transported off site or stockpiled in areas 111
designated by the owner's representative.
4.1.1 Proofrolling/Subgrade Verification
Following site preparation and prior to placing aggregate base for the shallow foundations,
building pad, or pavement sections, the exposed subgrade should be evaluated either by
proofrolling or another method of subgrade verification. The subgrade should be proofrolled
with a fully loaded dump truck or similar heavy, rubber-tire construction equipment to identify
unsuitable areas. If evaluation of the subgrades occur during wet conditions, or if proofrolling
the subgrades will result in disturbance, they should be evaluated by PBS using a steel
foundation probe. We recommend that PBS be retained to observe the proofrolling and
perform the subgrade verifications. Unsuitable areas identified during the field evaluation
should be compacted to a firm condition or be excavated and replaced with structural fill.
4.2 Subgrade Protection
4.2.1 Wet-Weather/Wet-Soil Conditions I
Due to the presence of fine-grained soil (i.e. silt and clay) in the near-surface materials
within the construction area, construction equipment may have difficulty operating on the
near-surface soils when above the optimum moisture required for compaction. Soils that I
have been disturbed during site preparation activities, or unsuitable areas identified during
proofrolling or probing, should be removed to firm ground and replaced with compacted
structural fill. I
Protection of the subgrade is the responsibility of the contractor. Track-mounted excavating
equipment may be required during wet weather. The thickness of the haul roads to access
the site for basement excavation and staging areas will depend on the amount and type of
construction traffic. The material used for haul roads or site access drive should be
stabilization material described below. A 12-to 18-inch-thick mat of stabilization material
should be sufficient for light staging areas. The stabilization material for haul roads and
areas with repeated heavy construction traffic typically needs to be increased to between 18
to 24 inches. The actual thickness of haul roads and staging areas should be based on the
contractor's approach to site work and the amount and type of construction traffic, and is the
contractor's responsibility. The stabilization material should be placed in one lift over the
prepared, undisturbed subgrade and compacted using a smooth-drum, non-vibratory roller.
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IAdditionally, a geotextile fabric should be placed as a barrier between the subgrade and
stabilization material. The geotextile should meet specifications ODOT SS Section 2320.10
I and SS 02320.20, Table 02320-1 for soil separation. The geotextile should be installed in
conformance with ODOT SS 0350.00 —Geosynthetic Installation.
I Site earthwork and subgrade preparation should not be completed during freezing
conditions. We recommend the earthwork construction at the site be performed during the
dry season.
1 4.2.2 Dry Weather Conditions
Medium to high plasticity clay subgrade soils remaining beneath footings, slabs, or
pavements should not be allowed to dry significantly. Clay soils should be covered within 4
I hours of exposure by 4 inches of crushed rock or plastic sheeting during the dry season.
Exposure of these materials should be coordinated with the geotechnical engineer so that
the subgrade suitability can be evaluated prior to being covered.
I4.3 Excavation
All excavations should be made in accordance with applicable Occupational Safety and Health
I Administration (OSHA) and State regulations. The contractor is solely responsible for adherence
to the OSHA requirements. Trench cuts should stand relatively vertical to a depth of
approximately four feet bgs, provided no groundwater seepage is present in the trench walls.
IOpen excavation techniques may be used in the clay and silt, provided the excavation is
' configured in accordance with the OSHA requirements, groundwater seepage is not present,
and with the understanding that some sloughing may occur. The trenches should be flattened if
I sloughing occurs or seepage is present. If shallow groundwater is observed during construction,
use of a trench shield or other approved temporary shoring is recommended for cuts that extend
below groundwater seepage, or if vertical walls are desired for cuts deeper than four feet bgs. If
dewatering is used, we recommend that the type and design of the dewatering system be the
I responsibility of the contractor, who is in the best position to choose systems that fit the overall
plan of operation. The near-surface soils at the site can be excavated with conventional
earthwork equipment. Sloughing and caving should be anticipated.
I4.4 Slopes
If the project will include slopes or open excavation, temporary and permanent cut slopes up to
I 10 feet high may be inclined at 1.5H:1V and 2H:1 V, respectively. Access roads and pavements
should be located at least five feet from the top of temporary slopes. Surface water runoff
should be collected and directed away from slopes to prevent water from running down the face.
1 4.5 Structural Fill
The extent of site grading is currently unknown; however, we estimate cuts and fills will be
I limited in depth/thickness to less than 5 feet. Structural fill, including base rock, should be
placed over subgrades that have been prepared in conformance with the Site Preparation and
Wet-Weather/Wet-Soil Conditions sections of this report. Structural fill material should consist of
I relatively well-graded soil, or an approved rock product that is free of organic material and
debris, and contains particles not greater than 4-inches nominal dimension.
4.5.1 On-Site Soil
IOn-site soils encountered in our explorations are generally suitable for placement as
structural fill during moderate, dry weather when moisture content can be maintained by air
drying and/or addition of water. The fine-grained fraction of the site soils are moisture
I
February 4,2016
Engineering+ Project No.70976.000
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Geotechnical Engineering Report Proposed Hotel Development
Tigard,Oregon
sensitive, and during wet weather, may become unworkable due to excess moisture. In
order to reduce moisture content, some aerating and drying of fine-grained soils may be
required. However, due to the difficulty required to dry fine-grained soils to near optimum
moisture content, re-use of native soil as structural fill may not be feasible except during dry
summer months. Even then, it may require several days of constant mixing in order to
achieve the desired moisture content. If used as fill for mass grading, the on-site material
should be free of any organic or deleterious material with grain size less than 4-inches in
diameter. The fine-grained material should be placed in lifts with a maximum uncompacted
thickness of approximately 8 inches and compacted to at least 92 percent of the maximum
dry density, as determined by ASTM D 1557. 1
4.5.2 Borrow Material
Borrow material for general structural fill construction should meet the requirements set forth
in ODOT SS 00330.12— Borrow Material. When used as structural fill, borrow material
should be placed in lifts with a maximum uncompacted thickness of approximately 8 inches
and compacted to not less than 92 percent of the maximum dry density, as determined by
ASTM D 1557.
4.5.3 Select Granular Fill
Selected granular backfill used during periods of wet weather for structural fill construction ,
should meet the specifications provided in ODOT SS 00330.14— Selected Granular Backfill.
The imported granular material should be uniformly moisture conditioned to within about 2
percent of the optimum moisture content and compacted in relatively thin lifts using suitable
mechanical compaction equipment. Selected granular backfill should be placed in lifts with a
maximum uncompacted thickness of 8 to 12 inches and be compacted to not less than 95
percent of the maximum dry density, as determined by ASTM D 1557.
4.5.4 Crushed Aggregate Base
Crushed aggregate base course below floor slabs, spread footings, and asphalt concrete I
pavements should be clean, crushed rock or crushed gravel that contains no deleterious
materials and meets the specifications provided in ODOT SS 02630.10— Dense-Graded
Aggregate, and have less than 5 percent by weight passing the US Standard No. 200 Sieve. I
The crushed aggregate base course should be compacted to at least 95 percent of the
maximum dry density, as determined by ASTM D 1557.
4.5.5 Utility Trench Backfill I
Pipe bedding placed to uniformly support the barrel of pipe should meet specifications
provided in ODOT SS 00405.12 —Pipe Zone Bedding. The pipe zone that extends from the
top of the bedding to at least 8 inches above utility lines should consist of material
prescribed by ODOT SS 00405.13— Pipe Zone Material. The pipe zone material should be
compacted to at least 90 percent of the maximum dry density, as determined by ASTM D
1557, or as required by the pipe manufacturer.
Under pavements, paths, slabs, or beneath building pads, the remainder of the trench
backfill should consist of well-graded granular material with less than 10 percent by weight
passing the US Standard No. 200 Sieve, and should meet standards prescribed by ODOT
SS 00405.14—Trench Backfill, Class B or D. This material should be compacted to at least
92 percent of the maximum dry density, as determined by ASTM D 1557 or as required by
the pipe manufacturer. The upper two feet of the trench backfill should be compacted to at
least 95 percent of the maximum dry density, as determined by ASTM D 1557. Controlled
February 4,2016
Engineering+ Project No.70976.000
PBSEnvironmental 10
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Geotechnical Engineering Report Proposed Hotel Development
Tigard,Oregon
low-strength material (CLSM), ODOT SS 00405.14 —Trench Backfill, Class E, can be used
as an alternative.
Outside of structural improvement areas (e.g., pavements, sidewalks, or building pads),
trench material placed above the pipe zone may consist of general structural fill materials
that are free of organics and meet ODOT SS 00405.14—Trench Backfill, Class A. This
general trench backfill should be compacted to at least 90 percent of the maximum dry
density, as determined by ASTM D 1557, or as required by the pipe manufacturer or local
jurisdictions.
4.5.6 Stabilization Material
Stabilization rock should consist of pit- or quarry-run rock that is well-graded, angular,
crushed rock consisting of 4- or 6-inch-minus material with less than 5 percent passing the
US Standard No. 4 Sieve. The material should be free of organic matter and other
deleterious material. ODOT SS 00330.16— Stone Embankment Material can be used as a
general specification for this material with the stipulation of limiting the maximum size to 6
inches.
5.0 ADDITIONAL SERVICES AND CONSTRUCTION OBSERVATIONS
In most cases, other services beyond completion of a geotechnical engineering report are
necessary or desirable to complete the project. Occasionally, conditions or circumstances arise that
require the performance of additional work that was not anticipated when the geotechnical report
was written. PBS offers a range of environmental, geological, geotechnical, and construction
services to suit the varying needs of our Clients.
PBS should be retained to review the plans and specifications for this project before they are
finalized. Such a review allows us to verify that our recommendations and concerns have been
adequately addressed in the design.
Satisfactory earthwork performance depends on the quality of construction. Sufficient observation of
the contractor's activities is a key part of determining that the work is completed in accordance with
the construction drawings and specifications. We recommend that PBS be retained to observe
general excavation, stripping, fill placement, and footing and pavement subgrades. Subsurface
conditions observed during construction should be compared with those encountered during the
subsurface explorations. Recognition of changed conditions requires experience; therefore,
qualified personnel should visit the site with sufficient frequency to detect whether subsurface
conditions change significantly from those anticipated.
1 6.0 LIMITATIONS
This report has been prepared for the exclusive use of the addressee, and their architects and
engineers, for aiding in the design and construction of the proposed development and is not to be
relied upon by other parties. It is not to be photographed, photocopied, or similarly reproduced, in
total or in part, without express written consent of the Client and PBS. It is the addressee's
responsibility to provide this report to the appropriate design professionals, building officials, and
contractors to ensure correct implementation of the recommendations.
The opinions, comments, and conclusions presented in this report are based upon information
derived from our literature review, field explorations, laboratory testing, and engineering analyses. It
is possible that soil, rock, or groundwater conditions could vary between or beyond the points
explored. If soil, rock, or groundwater conditions are encountered during construction that differ
February 4,2016
Engineering+ Project No.70976.000
PBSEnvirommentai 11
Geotechnical Engineering Report Proposed Hotel Development
Tigard,Oregon
from those described herein, the Client is responsible for ensuring that PBS is notified immediately
so that we may reevaluate the recommendations of this report.
Unanticipated fill, soil and rock conditions, and seasonal soil moisture and groundwater variations !
are commonly encountered and cannot be fully determined by merely taking soil samples or soil
borings and test pits. Such variations may result in changes to our recommendations and may
require additional funds for expenses to attain a properly constructed project. Therefore, we111
recommend a contingency fund to accommodate such potential extra costs.
The scope of services for this subsurface exploration and geotechnical report did not include I
environmental assessments or evaluations regarding the presence or absence of wetlands or
hazardous substances in the soil, surface water, or groundwater at this site.
If there is a substantial lapse of time between the submission of this report and the start of work at
the site, if conditions have changed due to natural causes or construction operations at or adjacent
to the site, or if the basic project scheme is significantly modified from that assumed, this report
should be reviewed to determine the applicability of the conclusions and recommendations
presented herein. Land use, site conditions (both on and off site), or other factors may change over
time and could materially affect our findings. Therefore, this report should not be relied upon after
three years from its issue, or in the event that the site conditions change.
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February 4,2016
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+ Project No.70976.000
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' Geotechnical Engineering Report Proposed Hotel Development
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I7.0 REFERENCES
I Beeson, M.H., Tolan, T.L., and Madin, I.P., 1989, Geologic map of the Lake Oswego quadrangle,
Clackamas, Multnomah, and Washington counties, Oregon: Oregon Department of Geology
and Mineral Industries, Geological Map Series 59, scale 1:24,000
IODOT SS. (2014, updated 2015). Oregon Standard Specifications for Construction. Salem,
Oregon. Oregon Department of Transportation.
IOregonHazvu. Oregon Department of Geology and Mineral Industries. Portland, OR
OSSC (2014) Oregon Structural Specialty Code (OSSC). Based on IBC. (2012). International
IBuilding Code. Country Club Hills, IL: International Code Council, Inc.
Schlicker, H.G., Deacon, R.J., 1967, Engineering geology of the Tualatin Valley region, Oregon:
Oregon Dept. Geology and Mineral Industries Bull. 60, 103 p.
I
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February 4,2016
Engineering+ Project No.70976.000
1 PBS Environmental 13
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PROJECT# FIGURE
70976.001 VICINITY MAP
DATE PROPOSED HOTEL DEVELOPMENT 1
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' APPENDa% A
Field t
1
A
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1
Geotechnical Engineering Report Proposed Hotel Development
Tigard, Oregon
IAPPENDIX A— FIELD EXPLORATIONS
I A1.0 GENERAL
PBS explored the subsurface conditions at the project site by advancing six borings to depths of up
to 36.5 feet bgs. The approximate locations of the explorations are shown on Figure 2, Site Plan.
I The procedures and techniques used to drill the borings, collect samples, and other field
techniques, are described in detail in the following paragraphs. Unless otherwise noted, all soil
sampling and classification procedures followed local engineering practices that are in general
I accordance with relevant ASTM procedures. "General accordance" means that certain local and
common drilling and descriptive practices and methodologies have been followed.
A2.0 BORINGS
IA2.1 Drilling
Borings were advanced with a truck-mounted CME-850 drill rig provided and operated by
I Western States Soil Conservation, Inc. of Hubbard, Oregon, using mud rotary and hollow-stem
auger drilling techniques. The borings were observed by a PBS geotechnical staff member, who
maintained a detailed log of the subsurface conditions and materials encountered during the
course of the work.
I
A2.2 Sampling
Disturbed soil samples were taken in the borings at selected depth intervals. The samples were
Iobtained using a standard 2-inch outside diameter(OD), split-spoon sampler following
procedures prescribed for the standard penetration test (SPT). The sampler is driven 18 inches
into the soil using a 140-pound hammer dropped 30 inches. The number of blows required to
I drive the sampler the last 12 inches is defined as the standard penetration resistance (N-value).
The N-value provides a measure of the relative density of granular soils such as sands and
gravels, and the consistency of cohesive soils such as clays and plastic silts. The disturbed soil
I samples were examined by a member of the PBS geotechnical staff, and then sealed in plastic
bags for further examination and physical testing in our laboratory.
I A2.3 Boring Logs
The boring logs show the various types of materials that were encountered in the borings and
the depths where the materials and/or characteristics of these materials changed, although the
changes may be gradual. Where material types and descriptions changed between samples,
I the contacts were interpreted. The types of samples taken during drilling, along with their
sample identification number, are shown to the right of the classification of materials. The
and natural water(moisture) contents are shown further to the right.
IN-values
A3.0 MATERIAL DESCRIPTION
Initially, soil samples were classified visually in the field. Consistency, color, relative moisture,
Idegree of plasticity, and other distinguishing characteristics of the soil samples were noted.
Afterward, the samples were reexamined in the PBS laboratory, various standard classification
tests were conducted, and the field classifications were modified where necessary. The terminology
used in the soil classifications and other modifiers are defined in Appendix A, Table A-1,
Terminology Used to Describe Soil.
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February 4,2016
Project No.70976.000
I A-1
Table A-1
Terminology Used to Describe Soil
PBS 1of2
Soil Descriptions I
Soils exist in mixtures with varying proportions of components. The predominant soil, i.e., greater than 50 percent
based upon total dry weight, is the primary soil type and is capitalized in our log descriptions, e.g., SAND, GRAVEL,
SILT or CLAY. Lesser percentages of other constituents in the soil mixture are indicated by use of modifier words in
general accordance with the Visual-Manual Procedure (ASTM D2488-06). "General Accordance" means that certain
local and common descriptive practices have been followed. In accordance with ASTM D2488-06, group symbols (such
as GP or CH) are applied on that portion of the soil passing the 3-inch (75mm) sieve based upon visual examination.
The following describes the use of soil names and modifying terms used to describe fine-and coarse-grained soils.
Fine-Grained Soils (More than 50%fines passing 0.075 mm,#200 sieve) I
The primary soil type, i.e. SILT or CLAY is designated through visual — manual procedures to evaluate soil toughness,
dilatency, dry strength, and plasticity. The following describes the terminology used to describe fine-grained soils, and
varies from ASTM 2488 terminology in the use of some common terms. 1
PlastPrimary soil NAME, adjective and symbols Descriptiyon
IndPlaex (P )
Description Index (PI)
ORGANIC
SILT CLAY SILT & CLAY
ML & MH CL&CH OL & OH
SILT Organic SILT Non plastic 0 31
SILT Organic SILT Low plasticity 4 10
SILT/ Elastic Lean CLAY Organic clayey SILT Medium Plasticity 10—20
SILT
Elastic SILT Lean/Fat CLAY Organic silty CLAY High Plasticity 20—40 III
Elastic SILT Fat CLAY Organic CLAY Very Plastic >40
Modifying terms describing secondary constituents,estimated to 5 percent increments,are applied as follows: I
Description %Composition
With sand; with gravel
(combined total greater than 15% but less than 15%to 30%
30%, modifier is whichever is greater)
(combined
or gravelly
( ined total greater than 30% but less than 30%to 50%
50%, modifier is whichever is greater)
Borderline Symbols, for example CH/MH, are used where soils are not distinctly in one category or where I
variable soil units contain more than one soil type. Dual Symbols, for example CL-ML, are used where two
symbols are required in accordance with ASTM D2488.
Soil Consistency. Consistency terms are applied to fine-grained, plastic soils (i.e., PI >7). Descriptive terms are
based on direct measure or correlation to the Standard Penetration Test N-value as determined by ASTM D1586-
84, as follows. Note, SILT soils with low to non-plastic behavior(i.e. PI < 7)are classified using relative density. I
Consistency Unconfined Compressive Strength
Term SPT N-value tsf kPa
Very soft Less than 2 Less than 0.25 Less than 24
Soft 2 4 0.25 0.5 24 48
Medium stiff 5 8 0.5 1.0 48 96
Stiff9— 15 1.0 2.0 96 192
Very stiff_... 16—.30 __. .... 2.0 4.0 192 383
Hard Over 30 Over 4.0 Over 383
I .
Table A-1
I PBS Terminology Used to Describe Soil
2 of 2
1 Soil Descriptions
1 Coarse - Grained Soils (less than 50%fines)
Coarse-grained soil descriptions, i.e., SAND or GRAVEL, are based on that portion of materials passing a 3-inch
(75mm) sieve. Coarse-grained soil group symbols are applied in accordance with ASTM D2488-06 based upon
Ithe degree of grading, or distribution of grain sizes of the soil. For example, well graded sand containing a wide
range of grain sizes is designated SW; poorly graded gravel, GP, contains high percentages of only certain
grain sizes. Terms applied to grain sizes follow.
Material Particle Diameter
Inches Millimeters
Sand (S) 0.003 -0.19 0 075 4 8
Gravel G 0.19 3.0 4.8 75
Additional Constituents
Cobble 3.0:71-2
Boulder 12- 120 300- 3050
IThe primary soil type is capitalized, and the amount of fines in the soil are described as indicated by the
following examples. Other soil mixtures will provide similar descriptive names.
Example: Coarse-Grained Soil Descriptions with Fines
o 0
5/o to less than 15% fines 15% to less than 50%
(Dual Symbols) fines
GRAVEL with silt, GW-GM Silty GRAVEL: GM
SAND with clay, SP-SC Silty SAND: SM
IAdditional descriptive terminology applied to coarse-grained soils follow.
Example: Coarse-Grained Soil Descriptions with Other Coarse-Grained Constituents
Coarse-Grained
Soil Containing Secondary Constituents
With sand or with gravel > 15% sand or gravel
With cobbles; with boulders Any amount of cobbles or
boulders.
ICobble and boulder deposits may include a description of the matrix soils, as defined above.
Relative Density terms are applied to granular, non-plastic soils based on direct measure or correlation to
Ithe Standard Penetration Test N-value as determined by ASTM D1586-84.
Relative Density Term SPT N-value
IVery loose 0 -4
Loose 5 - 10
Medium dense 11 - 30
Dense 31 - 50 ____
Very dense > 50
I
Table A-2
P B S Key To Test Pit and Boring Log Symbols
Engineering+
Environmental
SAMPLING DESCRIPTIONS I
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LOG GRAPHICS
Soil and Rock Sampling Symbols Instrumentation Detail I
Lithology Boundary- -•- - •-•4 Ground Surface
. .7....., .':' separates distinct units
;,. Well
co =f;-: / (i.e. Fill,Alluvium, Sample Cap
i Bedrock Fm)(at approx. Recovery Sample Well Seal
H depth indicated) Interval ---- Well Pipe
U
° Soil Type or Material TypeI Piezometer
o / Change Boundary-separates
- - -changes in soil-type and `� ':p Well Screen
0
material-type within the same
Sampler
----- ,•• -----Piezometer
________ •litholgic unit(at approx. Type
-- __- depth indicated)
"-*---Bottom of Hole
I
Geotechnical Testing/Acronym Explanations
PP Pocket Penetrometer LL Liquid Limit I
DD Dry Density ATT Atterberg Limits
DCP Dynamic Cone Penetrometer SIEV Sieve Gradation
TOR Torvane CBR California Bearing Ratio
CON Consolidation 00 Organic Content
DS Direct Shear RES Resilient Modulus
P200 Percent Passing U.S. Standard No. 200 Sieve VS Vane Shear
UC Unconfined Compressive Strength HYD Hydrometer Gradation
PL Plasticity Limit bgs Below ground surface
PI Plasticity Index MSL Mean Sea Level
I
I
1Note:Details of soil and rock classification systems are available on request. Rev.02/23/15 I
II A T MT
PROPOSED HOTEL DEVELOPMENT
4412 SW Corbett Avenue TIGARD,OREGON BORING B-1
— Portland,Oregon 97239
I p Bs Phone:503.248.1939
FaK 866.727.0140 PBS PROJECT NUMBER:
70976.000 APPROX.BORING B-1 LOCATION:
45.43495,-122.74847
Engineering+
Environmental
w A BLOW COUNT
1 0
DEPTH T oMATERIAL DESCRIPTION o a.a
1 z Li;
O. ,n1-- 4:*DYNAMIC CONE
PENETROMETER INSTALLATION AND
COMMENTS
FEET S3 NOTE:Lines representing the interface between soil/rock units of W 0-Z •MOISTURE CONTENT%
0 differing description are apprcodmate only,inferred where I- 2 co [OD RQD% EDCORE REC%
< Surface Conditions:Grass
/ 0.0 between samples,and may indicate gradual transition.
-77-
-7i -
\
TOPSOIL(2 INCHES)
0.2 (1) 0 50 100
Medium stiff brown LEAN CLAY(CL);medium -
plasticity;moist
I
2.0 -
I 1
I - —
Infiltration testing completed
becomes stiff at 4.75 feet bgs
1 6.0 - 11
`,1, A •
—
— 6.5
IBoring completed at 6.5 feet bgs;boring
backfilled with bentonite chips to existing
ground surface.
8.0 -
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9 20.o
O 0 50 100
§: DRILLING METHOD:Hollow-Stem Auger BIT DIAMETER:4 7/8 inches
I 2 DRILLED BY:Western States Soil Conservation,Inc. HAMMER EFFICIENCY PERCENT:85 FIGURE Al
LOGGED BY:T.RHO LOGGING COMPLETED:11/23/15 Page 1 of 1
I
PROPOSED HOTEL DEVELOPMENT BORING B-2
4412 SW Corbett Avenue TIGARD,OREGON
Portland,Oregon 97239
PBS Phone:503.248.1939 APPROX.BORING B-2 LOCATION:
1
Fax 866.727.0140 PBS PROJECT NUMBER: 45.43533,-122.74848
Engineering+ 70976.000
Environmental
a.p A BLOW COUNT
C9 w O DYNAMIC CONE INSTALLATION AND
DEPTH =c9 MATERIAL DESCRIPTION F Z 0- PENETROMETER COMMENTS
FEET NOTE:Lines representing the interface between soil/rock units of 0 w a-Q ♦MOISTURE CONTENT%
0 differing description are approbmate only,inferred where I-- ¢co ®RQD% CORE REC% Surface Conditions:Grass
between samples,and may indicate gradual transition. rn 0 50 100
1
0.0 r TOPSOIL(2 INCHES) i 0.2
Medium stiff brown LEAN CLAY(CL);medium
plasticity;moist
I
2.0 / —
! ' 1 I
4.0 _
I
becomes stiff Infiltration testing completed
14 at 4.95 feet bgs
I
6.0 — Al
- 6.5
Boring completed at 6.5 feet bgs;boring
backfilled with bentonite chips to existing I
-
ground surface. _
8.0 — —
1
10.0 — —
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12.0 — — —
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t-
OS�o
O
m 18.0 — _
h
i
I
20.0
Z 0 50 100
DRILLING METHOD:Hollow-Stem Auger BIT DIAMETER:4 7/8 inches
y,
DRILLED BY:Western States Soil Conservation,Inc. HAMMER EFFICIENCY PERCENT:85 FIGURE A2
LOGGED BY:T.Rikli LOGGING COMPLETED:11/23/15 Page 1 of 1
I
• PROPOSED HOTEL DEVELOPMENT
4412 SW Corbett Avenue TIGARD,OREGON BORING B-3
Portland,Oregon 97239
I P B S Phone:503.248.1939 APPROX.BORING B 3 LOCATION:
Bs Fax 866.727.0140 PBS PROJECT NUMBER:
Engineering+ 70976.000 45.43540,-122.74786
Environmental
a p A BLOW COUNT
DEPTH = MATERIAL DESCRIPTION F z PENETROMETER INSTALLATION AND
a 0 a a COMMENTS
FEET NOTE:Lines representing the interface between soil/rock units of ww a< •MOISTURE CONTENT%
C7 differing description are apprordmate only,inferred where p I- Q co ®RQD% CORE REC% Surface Conditions:Grass
between samples,and may indicate gradual transition. Cl) 7 50 100
0.0 �jr~• \TOPSOIL(2 INCHES) ` 0.2
j Medium stiff brown LEAN CLAY(CL);medium
plasticity;moist
I (7)" : •
-
I 4.0 — —
CON - 450 psi for 12 inches;500
psi for 6 inches;600 psi for 6
inches
6.0 — -
I - ATT - LL=40
PL=23
becomes stiff A t—�--I PI=17
8.0
— .
Driller switched to drag bit at
I 7 feet
�
I 10.0 / —
•4
co
12.0 —
Ie
w / -
oI �
F14.0 �j —
I-
0
becomes medium stiff in
11
a 16.0 �% — =
0m
m
F / I
iE.', 180
6
2 j/
2 20.0
o 0 50 100
T DRILLING METHOD:Mud Rotary BIT DIAMETER:4 7/8 inches
DRILLED BY:Western States Soil Conservation,Inc. HAMMER EFFICIENCY PERCENT:85 FIGURE A3
LOGGED BY:T.Rikli LOGGING COMPLETED:11/23/15 Page 1 of 2
, , •
PROPOSED HOTEL DEVELOPMENT I
4412 SW Corbett Avenue TIGARD,OREGON BORING B-3
Portland,Oregon 97239 (continued)
PBSPhone:503.248.1939
Fax:866.727.0140 PBS PROJECT NUMBER: APPROX.BORING B-3 LOCATION:
Engineering+ 70976.000 4543540,-122.74786 1
Environmental
t1,1
a.o A BLOW COUNT
MATERIAL DESCRIPTION x 2 w +DYNAMIC CONE INSTALLATION AND
DEPTH it(.9 }-- E 0 i a, PENETROMETER COMMENTS
FEET El NOTE:Lines representing the interface between soil/rock units of193 ci) El-2 •MOISTURE CONTENT%
0 differing description are apprcudmate only,inferred where ° iii2 2(/) OE RQD% 177ICORE REC% Surface Conditions:Grass
<
between samples,and may indicate gradual transition, (.0 0 50 100
20.0
Very stiff brown gray orange LEAN CLAY
I
(CL);low plasticity;moist 20
F
A
22.0 —
— — I
),
24.0
II
21
I1°
A
I
.
26.0 —
.
I
28.0 — —
I
30.0 —
i
24
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-
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_ 36 5
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(7.
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I
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ground surface.
2,3
0
38.0 —
C 0 —
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TV3 -
'- I
§
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0 0 50 100
g DRILLING METHOD:Mud Rotary BIT DIAMETER:47/8 inches
2 DRILLED BY:Western States Soil Conservation,Inc. HAMMER EFFICIENCY PERCENT:85 FIGURE A3
LOGGED BY:T.Rikli LOGGING COMPLETED:11/23/15 Page 2 of 2
PROPOSED HOTEL DEVELOPMENT
4412 SW Corbett Avenue TIGARD,OREGON BORING B-4
Portland,Oregon 97239
I P B C Phone:503.248.1939 APPROX.BORING B-4 LOCATION:
V�.7 Fax 866.727.0140 PBS PROJECT NUMBER:
Engineering+ 70976 000 45.43504,-122.74802
Environmental
I
DEPTH a a o A BLOW COUNT
MATERIAL DESCRIPTION x a.w O DYNAMIC CONE
PENETROMETER INSTALLATION AND
FEET o a 1= w a COMMENTS
NOTE:Lines representing the interface between soil/rock units of W w J
s •MOISTURE CONTENT
0 differing description are approximate only,inferred where t— CO ®RQD% ®CORE REC% Surface Conditions:Grass
I between samples,and may indicate gradual transition. 0 50 100
0.0 `TOPSOIL(2 INCHES) i 02
Very stiff brown LEAN CLAY(CL);medium
plasticity;moist
I
I I
7 =8
cn
I4.0 — — —
I19
6.0 — ♦ •
—1
becomes stiff
$o —
!cc;)?
♦3
I
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co A
I
12.0 —
1 ai
W
o j/
a 14.0 —
o _
0.
I ow
becomes very stiff,brown gray orange
�s
0 16.0 — —
COa
c
O
E., 18.0 - _
ij
I O
2 20.0
0 0 50 100
f- DRILLING METHOD:Mud Rotary BIT DIAMETER:4 7/8 inches
i °m DRILLED BY:Western States Soil Conservation,Inc. HAMMER EFFICIENCY PERCENT:85 FIGURE A4
LOGGED BY:T.Rikli LOGGING COMPLETED:11/23/15 Page 1 of 2
PROPOSED HOTEL DEVELOPMENT I
4412 SW Corbett Avenue TIGARD,OREGON BORING B-4
Portland,Oregon 97239 (continued)
PBS Phone:503.248.1939 APPROX.BORING B-4 LOCATION:
L.7 Fax 866.727.0140 PBS PROJECT NUMBER: 45.43504,-122.74802
I
Engineering+ 70976.000
Environmental
ea A BLOW COUNT
02 a w O DYNAMIC CONE INSTALLATION AND
oDEPTH = MATERIAL DESCRIPTION ii Z a PENETROMETER COMMENTS
FEET O� NOTE:Lines representing the interface between soil/rock units of o w _JillQ •MOISTURE CONTENT%
0 differing description are approximate only,inferred where 1- Q di ®RQD% ®CORE REC% Surface Conditions:Grass
between samples,and may indicate gradual transition. rn 0 50 100 1
20.0 V Very stiff brown gray orange LEAN CLAY
(CL);medium plasticity;moist21
I
22.0 -
.
I
24.0 -
-
I
becomes medium stiff
11'' 7 I
26.0 - —
28.0 - —
j I
30.0 becomes very stiff 1
16
Iliz(ig A • i
32.0 -
w
a J
o
Z I
a 34.0
Q. -
GI
0
w
Ui becomes hard I
J
g
0 ti II cob) A 36.0 -
m
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0 - backfilled with bentonite chips to existing I
ce
ground surface. -
O''''
0
m 38.0 - I
8N
O
OI40.0
z 0 50 100
zDRILLING METHOD:Mud Rotary BIT DIAMETER:4 7/8 inches
li DRILLED BY:Western States Soil Conservation,Inc. HAMMER EFFICIENCY PERCENT:85 FIGURE A4
LOGGED BY:T.Rikli LOGGING COMPLETED:11/23/15 Page 2 of 2
I . , ,
—...—..
--, PROPOSED HOTEL DEVELOPMENT
4412 SW Corbett Avenue TIGARD,OREGON BORING 6-5
----- Portland,Oregon 97239
I P Bs Phone:503.248.1939
Engineering+ Fax 866.727.0140 PBS PROJECT NUMBER:
70976.000 APPROX.BORING B-5 LOCATION:
45.43471,-122.74854
Environmental
UJ A BLOW COUNT
I F..
DEPTH 'o
PENETROMETER MATERIAL DESCRIPTION o 11-cp
L 1 z ....,
0 DYNAMIC CONE
INSTALLATION AND
COMMENTS
FEET 1 9 NOE Lines Ines representing the interface between soil/rock units of 0U-I ul 0-2
< IP MOISTURE CONTENT%
o differing description are approximate only,inferred where I— 2 co El]RQD% CORE REC%
< Surface Conditions:Grass
1 0.0 between samples,and may indicate gradual transition.
.LA• TOPSOIL(6 INCHES) u) 0 50 100
0.5
$ Stiff brown CLAY(CL);medium plasticity;moist
0
I •A 4
_
•
4
•
2.0 v -
•4
•
4
•
I •4
•
4
•
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[ 12
ch,- A •
•4
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•
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•
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4
•
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I
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8.0 '4 _ _
Is'
•ibfr' Very dense clayey GRAVEL(GC);medium 8.5
Difficult drilling at 8.5 feet
bgs
-•• plasticity;coarse,angular to subangular gravel; -
,• _i .
Caving between 8.5 and 14
moist feet bgs
I •',
10.0 •••Al°
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- CO
• .
co • :ion-A
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•
I
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Q.
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(CL);high plasticity;moist
d
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111
O ATT LL=48
16.0.62
2 in 15 PL=25
=
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2
.• 18.0 PI23
, 1 ,7>
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o a 50 10,
g DRILLING METHOD:Mud Rotary BIT DIAMETER:47/8 inches
FIGURE A5
I co DRILLED BY:Western States Soil Conservation,Inc. HAMMER EFFICIENCY PERCENT:85
LOGGED BY:M.Swank LOGGING COMPLETED:11/24/15 Page 1 of 2
PROPOSED HOTEL DEVELOPMENT BORING B-5 I
4412 SW Corbett Avenue TIGARD,OREGON
Portland,Oregon 97239 (continued)
PBSPhone:503.248.1939 APPROX.BORING B-5 LOCATION: a
J Fax:866.727.0140 PBS PROJECT NUMBER: 45.43471,-122.74854
Engineering+ 70976.000
Environmental
tii o_p BLOW COUNT I MATERIAL DESCRIPTION = z I-1±13 O DYNAMIC CONE INSTALLATION AND
DEPTH =c7 1-- 1= w PENETROMETER COMMENTS
FEET NOTE:Lines representing the interface between soilrock units of air).*
w o Q •MOISTURE CONTENT
O differing description are approamate only,inferred where H Q ROD% CORE REC% Surface Conditions:Grass
between samples.and may indicate gradual transition. LO 0 50 100
I
20.0
%// Very stiff gray and brown with black specks
jLEAN CLAY(CL);high plasticity;moist11is
coI
22.0 — —
I
24.0 —
1
_///-/1-.. 25.0
Hard gray and light brown SILT(ML);low
plasticity; moistv�
Ilk
33
26.0 — —
1I
28.0 — —
I
30.0 —
I
34
II coot) A
- 31.5 I
Boring completed at 31.5 feet bgs. Boring
32.0 — backfilled with bentonite chips to existing — — —
it r
ground surface. _
N
w
r
0
0
a 34.0 — I
—
o
d
w
0
El_ I
a 36.0 — —
0
0
m
a.
aI
0
Oe
m
m 38.0 — —
—t
01
9 40.0 0 50 100
(2
DRILLING METHOD:Mud Rotary BIT DIAMETER:4 7/8 inches FIGURE A5
°m DRILLED BY:Western States Soil Conservation,Inc. HAMMER EFFICIENCY PERCENT:85 paw 2 of 2
LOGGED BY:M.Swank LOGGING COMPLETED:11/24/15
IPROPOSED HOTEL DEVELOPMENT
4412 SW Corbett Avenue TIGARD,OREGON BORING B-6
Portland,Oregon 97239
I PBS Phone:503.248.1939 APPROX.BORING B 6 LOCATION:
V Fax:866.727.0140 PBS PROJECT NUMBER:
Engineering+ 70976.000 45.43469,-122.74811
Environmental
I
DEPTH a wap ♦BLOW COUNT
MATERIAL DESCRIPTION s z J O DYNAMIC CONE
PENETROMETER INSTALLATION AND
o a t= J a COMMENTS
FFEET NOTE:Lines representing the interface between soil/rock units of W w 0- •MOISTURE CONTENT%
0 differing description are approximate only,inferred where p t- Q(Qi ®ROD% CORE REC% Surface Conditions:Grass
' 0.0 - between samples,and may indicate gradual transition. 0 50 100
—.Tr.— TOPSOIL(6 INCHES)
. —
Medium stiff brown SILT(ML);low plasticity; 0.5
.• moist• =
•♦
2.0 .: — _
.•
•
♦� 7
.• !sci) A
•
•
I
4.0 $• FILL — —
.
.•
• becomes stiff
♦
•
10
6.0 :• co;,) ♦ •
—
•
•
1 ♦• -
O
♦•
•♦
.
•
8.0 44,•
— M 10
♦
..•i Medium dense poorly graded GRAVEL(GP); 90
;tit coarse,angular to subangular gravel;moist
10.0 ;. < —
•
,.•,g
Stiff brown LEAN CLAY(CL);medium 10.5 lIt
.2
plasticity;moist -
12.0 —
tiia 350psi for 24 inches
o
14.0 ,o
a.
ootuj
I
62
ti becomes very stiff and gray with brown
mottles 18
♦ •
oo 16.0 — _
r j
`,3_ -
18.0te
— —
N �j
O
2, 20.0 /
z 0 50 100
El DRILLING METHOD:Mud Rotary BIT DIAMETER:4 7/8 inches
I
°m DRILLED BY:Western States Soil Conservation,Inc. HAMMER EFFICIENCY PERCENT:85 FIGURE A6
LOGGED BY:M.Swank LOGGING COMPLETED:11/24/15 Page 1 of 2
MMIIIIIIIIIIIIIINIM
PROPOSED HOTEL DEVELOPMENT I
4412 SW Corbett Avenue TIGARD,OREGON BORING B-6
Portland,Oregon 97239 (continued)
PBS Phone:503.248.1939 APPROX.BORING B-6 LOCATION:
I 1•� Fax:866.727.0140 PBS PROJECT NUMBER: 45.43469,-122.74811
Engineering+ 70976.000
Environmental
A BLOW COUNT
CL
v ° gEJJ O DYNAMIC CONE INSTALLATION AND
=
DEPTH MATERIAL DESCRIPTION i
t- H W a PENETROMETER COMMENTS
FEET g OJ w CO a •MOISTURE CONTENT
NOTE:Lines representing the interface between soil/rock units of p W Q
(0 differing description are approximate only,inferred where t— Q U) fTTT1 RQD% CORE REG% Surface Conditions:Grass
between samples.and may indicate gradual transition. rn 0 50 100
111
20.0 ��/� Very stiff gray and brown LEAN CLAY(CL); •
oil'% medium plasticity; moistt9
II A
III22.0 —
1
-j
24.0 —
I
-
I
1
I
I
I
I
I
I
I LAryPPENOoratory �I% e
sting
I
I
I
I
I
I
I
I
I
Geotechnical Engineering Report Proposed Hotel Development
Tigard,Oregon
APPENDIX B — LABORATORY TESTING
B1.0 GENERAL
Samples obtained during the field explorations were examined in the PBS laboratory. The physical
characteristics of the samples were noted and the field classifications were modified where
' necessary. The testing procedures are presented in the following paragraphs. Unless noted
otherwise, all test procedures are in general accordance with applicable ASTM standards. "General
accordance" means that certain local and common descriptive practices and methodologies have been
' followed.
B2.0 CLASSIFICATION TESTS
B2.1 Visual Classification
The soils were classified in accordance with the Unified Soil Classification System with certain
other terminology, such as the relative density or consistency of the soil deposits, in general
accordance with engineering practice. In determining the soil type (that is, gravel, sand, silt, or
clay)the term that best described the major portion of the sample is used. Modifying
terminology to further describe the samples is defined in Terminology Used to Describe Soil in
Appendix A.
B2.2 Moisture (Water) Contents
Natural moisture content determinations were made on samples of the fine-grained soils (that is,
clay, silts, and silty sands). The natural moisture content is defined as the ratio of the weight of
water to dry weight of soil, expressed as a percentage. The results of the moisture content
determinations are presented on the exploration logs in Appendix A.
B2.3 Atterberg Limits
Atterberg limits were determined on selected samples for the purpose of classifying soils into
various groups for correlation. The results of the Atterberg limits tests, which included liquid and
plastic limits, are plotted on the Atterberg Limits Test Results, Figure B1, and on the exploration
logs in Appendix A.
B3.0 CONSOLIDATION TEST
Consolidation testing was conducted on one sample to obtain quantitative data for use in evaluating
potential settlement resulting from loads imposed from proposed foundations. The test specimen
was placed in a one-dimensional consolidation test apparatus (fixed ring). Loads were applied to
the specimen and the resulting change in thickness of the soil sample was monitored with time.
' Upon completion of primary consolidation, the next load increment was applied. The specimen was
kept moist until the first load increment was applied, at which point the specimen was inundated
with water. The consolidation test curve is presented on Figure B2. The curve of the plots show the
percent strain that occurred in the test specimens under various magnitudes of applied constant
load.
I
r
February 4,2016
Project No.70976.000
B-1
IMIIMMIMMIIIIII.... i
ATTERBERG LIMITS TEST RESULTS
4412 SW Corbett Avenue
PBS Portland,Oregon 97239
Phone:503.248.1939 PROPOSED HOTEL DEVELOPMENT PBS PROJECT NUMBER:
Fax:866.727.0140
Engineering+ TIGARD,OREGON 70976.000
Environmental
I
TEST METHOD:ASTM D4318
60 I
50CH or OH 1
"A"LINE I
x 40
w
CI
I Z
I- 30
cn� CL or OL
0- I
201
•
MH or OH
I
10
CL-ML I
ML or OL
0
0 10 20 30 40 50 60 70 80 90 100 110 I LIQUID LIMIT
0
a
q
ioN
0
O
Y
I a
I-
SAMPLE NATURAL MOISTURE PERCENT PASSING
00. KEY EXPLORATION SAMPLE DEPTH CONTENT NO.40 SIEVE LIQUID PLASTIC PLASTICITY
2 NUMBER NUMBER (FEET) (PERCENT) (PERCENT) LIMIT LIMIT INDEX
'!r'
• B-3 S-3 7.0 32 NA 40 23 17
1
I B-5 S-5 15.0 33 NA 48 25 23
m
a
"iii
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r
m1
I
§,
§
cd
I I
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FIGURE B1
a Page 1 of 1 I
1
4412 SW Corbett Avenue CONSOLIDATION TEST RESULTS
Portland,Oregon 97239
PBS Phone:503.248.1939
I
Fax:866.727.0140 PROPOSED HOTEL DEVELOPMENT PBS PROJECT NUMBER:
Engineering+ TIGARD,OREGON 70976.000
Environmental
I 0
1 2 .
I 4
1 6
1 z 8
z
w
U
1 cx
w
a
z 10
1 g
u)
12
\ .1
14
1
16
1
U
2 18
A
w
0
20
8 0.1 1.0 10.0 100.0
111 I
I
PRESSURE, p(tonlft2)
�
,°1_
I
aci
INITIAL
SAMPLE INITIAL FINAL
KEY EXPLORATION SAMPLE DEPTH MOISTURE DRY DENSITY SATURATION
CO NUMBER NUMBER (FEET) CONTENT (PCF) (PERCENT)
(PERCENT)
mKi
lz • B-3 S-2 5.0 33.3 86.2 100.0
d
8
o
00
a
Z FIGURE B2
8 Page 1of1