013 Geotechnical ReportEarth Science + Technology
Geotechnical Engineering Services Report
Greenline Business Park
Former Weyerhaeuser Site
Federal Way, Washington
for
Federal Way Campus, LLC
September 19, 2017
Geotechnical Engineering Services Report
Greenline Business Park
Former Weyerhaeuser Site
Federal Way, Washington
for
Federal Way Campus, LLC
September 19, 2017
1101 South Fawcett Avenue, Suite 200
Tacoma, Washington 98402
253.383.4940
September 19, 2017 | Page i
File No. 22247-003-00
Table of Contents
INTRODUCTION AND PROJECT UNDERSTANDING ................................................................................................. 1
SCOPE OF SERVICES ............................................................................................................................................... 1
SITE CONDITIONS ..................................................................................................................................................... 2
Surface Conditions............................................................................................................................................... 2
Mapped Geologic Conditions .............................................................................................................................. 3
Subsurface Conditions ........................................................................................................................................ 3
Summary of Soil Conditions ......................................................................................................................... 3
Groundwater ........................................................................................................................................................ 4
CONCLUSIONS AND RECOMMENDATIONS ............................................................................................................ 4
Site Development and Earthwork ....................................................................................................................... 5
Stripping and Clearing .................................................................................................................................. 5
Subgrade Evaluation ..................................................................................................................................... 6
Excavation ..................................................................................................................................................... 6
Excavation Support ....................................................................................................................................... 6
Wet Weather Construction ........................................................................................................................... 7
Fill Materials ......................................................................................................................................................... 8
On-site Soils ................................................................................................................................................... 8
Select Granular Fill ........................................................................................................................................ 9
Pipe Bedding ................................................................................................................................................. 9
Crushed Rock ................................................................................................................................................ 9
Fill Placement and Compaction .......................................................................................................................... 9
Area Fills and Bases ...................................................................................................................................... 9
Trench Backfill ............................................................................................................................................ 10
Temporary and Permanent Slopes .................................................................................................................. 10
Groundwater and Drainage Considerations .................................................................................................... 11
Seismic Design Considerations ........................................................................................................................ 11
2015 IBC Seismic Design .......................................................................................................................... 11
Foundation Support .......................................................................................................................................... 12
Shallow Foundations .................................................................................................................................. 12
Bearing Capacity ........................................................................................................................................ 12
Footing Bearing Surface Preparation ........................................................................................................ 12
Foundation Settlement .............................................................................................................................. 12
Lateral Resistance ..................................................................................................................................... 12
Building Pad and Floor Slabs .................................................................................................................... 13
Retaining Structures ......................................................................................................................................... 13
Pavement Recommendations .......................................................................................................................... 14
Pavement Design ....................................................................................................................................... 14
Stormwater Infiltration Evaluation ................................................................................................................... 15
LIMITATIONS .......................................................................................................................................................... 15
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LIST OF FIGURES
Figure 1. Vicinity Map
Figure 2. Site Plan, Existing Condition
Figure 3. Site Plan, Proposed Condition
Figure 4. Schematic Drawing Hillside Fill
APPENDICES
Appendix A. Greenline Business Park Site Plan and Cross Sections
Appendix B. Field Explorations and Laboratory Testing
Figure B-1 – Key to Exploration Logs
Figures B-2 through B-8 – Log of Test Pits
Figures B-9 through B-11 – Log of Borings
Figures B-12 through B-14 – Sieve Analysis Results
Appendix C. Explorations and Laboratory Results – July 2016
Appendix D. Explorations and Laboratory Results – August 2016
Appendix E. Report Limitations and Guidelines for Use
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INTRODUCTION AND PROJECT UNDERSTANDING
This report presents the results of our geotechnical engineering services for the proposed Greenline
Business Park, to be located generally in the north part of the former Weyerhaeuser Federal Way Campus
site. The approximate location of the site is shown in Figure 1, Vicinity Map and Figures 2 and 3, Site Plan.
The proposed development area covers about 146 acres, located in the north part of the former
Weyerhaeuser Campus. The project site is bounded by Interstate 5 and a meadow area to the west, an
office building and undeveloped property to the north, Weyerhaeuser Way South to the east and
South 336th Street to the south. The project site wraps around the north, west and south sides of an existing
Weyerhaeuser (WTC) building. The existing conditions are shown in Figure 2.
GeoEngineers provided preliminary geotechnical studies in July and September 2016 for previously
considered warehouse developments on this site. Previous development considerations comprised four
warehouse buildings, ranging in size from 775,500 to 133,000 square feet.
We understand the currently proposed development includes three buildings within the project site,
Buildings A, B, and C. The location of the proposed structures is shown in Figure 3. The proposed buildings
are rectangular and range from 638,000 square feet to 147,500 square feet in plan dimension. Parking
and loading dock areas are planned around the building perimeters. Four ponds are planned within the
west and southwest portions of the site. A fifth pond is planned to be located east of the northeast corner
of the site, east of Weyerhaeuser Way South. We understand the ponds will likely detain stormwater and
will not be designed for infiltration.
The north part of the site is relatively flat and slopes slightly downward to the east. The south part of the
site generally slopes downward to the south/southeast. We understand that cuts and fills are planned for
the site to achieve level building pads. The distribution of planned cuts and fills are shown in Appendix A,
Greenline Business Park Site Plan and Cross Sections. Excavations of up to about 15 feet below existing
grade are planned for the north part of the site, north of Building “A.” Fills up to about 15 feet thick are
planned for the south portion of the site, at the south end of proposed Building “B.”
Geologic materials mapped within and around the site comprise Vashon-age glacial till. As previously
stated, we completed subsurface explorations (test pits) and performed preliminary design studies for
others (KG Investment) on the subject site. We understand that this information is available for this project.
SCOPE OF SERVICES
The purpose of our services is to provide preliminary geotechnical engineering recommendations for the
proposed Greenline Business Park development. Federal Way Campus, LLC authorized our services on June
30, 2017. GeoEngineers performed the following tasks:
1. Review readily available published geologic data and our in-house files for existing information on soil
and groundwater conditions in the project vicinity.
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2. Review the proposed Greenline Business Park project plans provided by the design team. This includes
a proposed clearing and grading plan and site cross sections. Copies of these documents are contained
in Appendix A.
3. Review the previously completed subsurface explorations and compare the depth and distribution of
these explorations with the currently proposed development. Develop an exploration plan to
supplement the existing data. Mobilize to the site to locate the proposed explorations. Coordinate utility
locates for the explorations using the One-Call utility notification center and a private utility locate
subcontracted to GeoEngineers.
4. Supplement the existing subsurface data by completing six test pit excavations and three borings. The
borings extended to depths of about 20 feet below ground surface (bgs).
5. Perform laboratory tests on selected soil samples obtained from the supplemental explorations to
evaluate pertinent engineering characteristics. Bulk samples were obtained from the test pits directly
from the backhoe bucket. Driven soil samples were collected from the borings. Tests included moisture
content determinations, fines content determinations and particle size analyses.
6. Characterize site conditions based on our site observations, existing data review and the results of our
supplemental subsurface exploration and testing.
7. Develop preliminary recommendations for site preparation and earthwork based on the data and our
understanding of the proposed site development. We include an evaluation of the suitability of on-site
soil for use as structural fill beneath the building and pavement areas. We also discuss gradation
criteria for imported fill, possible adverse effects of weather on construction activities and suitability of
on-site soil during wet weather conditions.
8. Provide geotechnical seismic design information in accordance with 2015 International Building Code
(IBC) criteria. We also present our opinion on the potential for liquefaction and lateral spreading at the
site.
9. Provide general shallow foundation design recommendations, including suitable bearing materials,
allowable soil bearing pressure, subgrade preparation criteria, lateral load resistance values and
estimated post-construction settlements.
10. Provide recommendations for support of on-grade floor slabs, including modulus of subgrade reaction,
capillary break, vapor retarder and underslab drainage, as appropriate.
11. Provide layer thickness recommendations for asphalt concrete (AC) pavement design sections,
including subgrade preparation and typical pavement sections for heavy and light traffic areas based
on our experience.
12. Provide a discussion of suitability of site soils for stormwater infiltration.
SITE CONDITIONS
Surface Conditions
The site slopes down to the west and south from about Elevation 450 feet in the northwest to about
Elevation 394 feet in the south.
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The north portion of the site is presently occupied by existing access roads, asphalt-paved parking areas
and landscaped/forested areas. The southwest and west parts of the site are occupied by a grass-covered
meadow/field area. The remainder of the site is vegetated with a moderate to thick stand of second or third
growth fir, cedar and deciduous trees with a moderate to thin understory of brush. We observed a generally
thinner understory of ferns and brush in part of the proposed east pond area. A network of trails including
a gravel road and foot paths exists within some of the forested areas. A small, man-made pond is located
within the central part of the site.
Mapped Geologic Conditions
General geologic conditions in the site vicinity were evaluated by reviewing “Geologic Map of the Poverty
Bay 7.5 Minute Quadrangle, King and Pierce Counties, Washington, 2004” prepared for the United States
Geological Survey (USGS). Native geologic materials mapped at and in the site vicinity consist of Vashon-age
Glacial Till (map symbol Qvt). Vashon till was deposited by and directly beneath the advancing Vashon-age
glacier as it moved south through the site area. The deposit typically consists of a dense to very dense
mixture of silt, sand, gravel, cobbles and some boulders.
Subsurface Conditions
Subsurface soil and groundwater conditions at the site were evaluated by reviewing logs of test pit
explorations completed at the site in July and August 2016, and supplementary explorations completed in
July 2017. Details of the supplementary field exploration and laboratory testing programs are presented in
Appendix B. Supplementary exploration logs and results of the laboratory testing program are also
presented in Appendix B.
Logs and laboratory testing data for test pits completed in the northern portion of the site in July 2016 are
contained in Appendix C. Similarly, logs and laboratory testing data for test pits completed at the site in
August 2016 are contained in Appendix D. The approximate locations of all the explorations are shown in
Figures 2 and 3.
Summary of Soil Conditions
Varying thicknesses of forest duff and/or topsoil and sod were encountered from ground surface to depths
ranging from about 1 to 18 inches in most of the explorations. All explorations encountered and were
terminated in glacial deposits. Dense to very dense glacial till was typically encountered beneath a loose to
dense or stiff to very stiff weathered till.
Loose to dense fill was encountered above the native glacial deposits in the following test pit explorations:
■ July 2016 test pits TP-3, TP-15, TP-16, TP-20, TP-23, TP-24 and TP-30. The fill extends to depths ranging
between about 2 and 7.5 feet at the test pit locations.
■ August 2016 test pits TP-5 through TP-7, TP-10, TP-12, TP-15, TP-20, TP-24, TP-25, TP-27, TP-29 and
TP-31. The fill extends to depths ranging between 1.75 and 5.5 feet at the test pit locations.
Fill was not encountered in the supplemental explorations completed for this study. Fill encountered in the
2016 explorations consisted of medium dense silty sand and appeared to be reworked native till materials.
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Weathered till and unweathered till generally comprised a mixture of silty gravel and silty sand with varying
amounts of gravel and occasional cobbles and boulders. Layers or lenses of medium stiff to hard silt with
sand and gravel was present within the weathered glacial till at the location of the following explorations:
■ July 2016 test pit TP-1
■ August 2016 test pits TP-1, TP-17, TP-20 and TP-27
■ July 2017 test pits TP-3N, TP-4N, TP-7N
This material may exist in other portions of the site not explored by our test pits and borings.
Laboratory testing on samples of fill, weathered and unweathered till encountered in our explorations
yielded fines contents (material passing the U.S. No. 200 sieve) ranging from 26 to 94 percent. In-place
moisture contents ranged from 6 to 26 percent.
Recessional outwash was encountered to the full depth explored in test pit TP-5N, located in a proposed
pond area in the northeast corner of the site. This material comprised medium dense to dense silty sand
and sand with silt. Fines contents of the outwash ranged from 7 to 19 percent. Percent moisture ranged
from 4.5 to 8.
Groundwater
Groundwater was not observed in any of the test pits at the time of excavation. Groundwater was
encountered in the three borings at depths ranging from 17.5 to 20 feet bgs. Based on our experience a
seasonal, perched groundwater table often forms on top of the dense to very dense glacial till material or
where relatively permeable weathered till or surficial fill or outwash overlies the till. We expect groundwater
seepage amounts and the depths at which it occurs will vary with season and precipitation. Zones of shallow
perched groundwater should be expected/anticipated during the wetter winter and early spring months.
Groundwater encountered in the borings may represent seepage in the cleaner lenses of the glacial till or
a deeper, regional groundwater table.
CONCLUSIONS AND RECOMMENDATIONS
Based on the results of our subsurface exploration and testing program, it is our opinion that the site is
generally suited for the proposed warehouse structure development. We understand that cuts and fills will
be required to create level building surfaces at the site.
A summary of the primary geotechnical considerations for the proposed buildings is provided below.
The summary is presented for introductory purposes only and should be used in conjunction with the
detailed recommendations presented in this report.
■ The native and fill soils contain a moderate to very high percentage of fines and are very sensitive to
small changes in moisture content. These soils are susceptible to disturbance from construction traffic
when the moisture content is more than a few percent above the optimum moisture content for
compaction. These soils will be difficult, if not impossible, to work or compact when wet or if earthwork
is performed in wet weather. Therefore, we recommend that earthwork be performed during the
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normally drier periods of the year. Moisture conditioning of site soils will be required in order to obtain
the required compaction.
■ We anticipate that some of the native and fill soils will only be suitable for use as structural fill during
extended periods of dry weather. The silt soils encountered in some of the test pits will not be suitable
for use as structural fill regardless of weather conditions. We recommend imported granular soils be
used for structural fill if construction occurs during periods of wet weather.
■ Up to 15 feet of cuts and fills will be required to establish site grades. We recommend graded areas be
protected before the onset of rainy weather because of the highly moisture sensitive character of much
of the on-site soil.
■ We recommend constructing temporary haul roads underlain by quarry spalls or coarse crushed ballast
material to help protect subgrades from disturbance and degradation under construction traffic.
■ Shallow foundations may be designed using an allowable bearing pressure of 3,000 pounds per square
foot (psf) where footings are founded on structural fill or the recompacted surficial native soils. If dense
native till is exposed at foundation level, the allowable bearing pressure can be increased to 5,000 psf.
Where existing fill is exposed at footing subgrade, we recommend a minimum 2-foot-thick zone of
structural fill underlie the footings. All new fill placed at the site should be compacted to the structural
fill standard described in this report.
■ We recommend floor slabs be underlain by a minimum 4-inch-thick capillary break consisting of coarse
grained aggregate with negligible sand or silt (similar to AASHTO Grading No. 67).
Site Development and Earthwork
Site development work will likely include removing existing trees and vegetation, stripping of forest duff,
stripping of AC drive and parking areas, stripping of topsoil and root layers, excavation in the approximate
center of proposed Building B and the north parts of proposed Buildings B and C, and placing fill in select
portions of the proposed building sites to achieve level building pads. We recommend that the existing
storm pond at the site, near the south edge of proposed Building C, be drained and disconnected from
stormwater delivery systems prior to earthwork.
The site soils are highly moisture sensitive due to moderate to very high fines content. Grading and reuse
of the on-site soils at this site will only be practical during the dry season (typically July through September).
Moisture conditioning necessary to obtain proper compaction of on-site soil will likely not be practical during
the cooler and wetter winter months. Accordingly, we recommend a contingency be included in the project
budget and schedule for export of unsuitable wet on-site soil and import of select granular soil if earthwork
will occur in the winter months.
Stripping and Clearing
The existing trees, shrubs, grass, topsoil, unsuitable native soils, AC, unused utilities and unsuitable fill soils
should be stripped and removed from all proposed building and pavement areas. Based on our
explorations, the depth of stripping to remove unsuitable surface organic materials should generally vary
between 6 and 12 inches. Greater stripping depths will be required to remove localized zones of loose or
organic-rich soil and tree roots, and to remove unsuitable materials within the pond. The primary root
systems for trees and shrubs should be completely removed. Required stripping depths should be
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evaluated based on observations during the stripping operation. Stripped organic material should be
transported off site for disposal or processed and used as fill in landscaping areas.
Existing fill was encountered in TP-7, TP-27 and TP-31 (4.5- to 5.5-foot depth). Unsuitable fills might be
present in other parts of the site not explored by our test pits and borings. The contractor should be
prepared to selectively remove debris or other unsuitable materials if encountered in existing fill at this site.
AC within existing road and parking areas should be removed, or pulverized and utilized on site as approved
by the geotechnical engineer. Abandoned subgrade utilities should be anticipated and removed as
necessary throughout the site particularly near the existing parking lots and roads.
Unsuitable materials including organic and soft soil deposits within the pond should be stripped and
removed during mass grading. Stormwater piping and other delivery system features should also be
removed.
Subgrade Evaluation
After stripping and excavation to planned subgrade is complete we recommend the exposed soil be
proofrolled or probed and then compacted to a firm and unyielding condition. If dry weather conditions
persist, we recommend that the subgrade be evaluated by proofrolling with a loaded dump truck or similar
heavy rubber-tired construction equipment to identify soft, loose or unsuitable areas. The proofrolling
should be conducted prior to placing fill. If the subgrade is prepared during or exposed to wet weather, we
recommend that it be evaluated by probing with a steel probe rod.
The proofrolling/probing should be observed by a qualified geotechnical engineer, who will evaluate the
suitability of the subgrade and identify any areas of yielding, which are indicative of soft or loose soil. If soft
or otherwise unsuitable areas revealed during proofrolling cannot be compacted to a stable and uniformly
firm condition, we recommend that: (1) the subgrade soils be scarified (e.g., with a ripper or a farmer’s
disc), aerated and recompacted, or (2) the unsuitable soils be excavated to firm soil and replaced with
structural fill, as recommended by the geotechnical engineer.
Excavation
We anticipate large dozers with rippers may be required for mass grading where the subgrade comprises
unweathered glacial till. Conventional earthmoving equipment in proper working order should be capable
of making necessary excavations for utilities and footings. We recommend that footing and trench
excavations be performed using a smooth-blade bucket to prevent excessive disturbance of the excavation
base.
Boulders and large cobbles are often present in glacial till and recessional outwash deposits in the area
and will likely be encountered during grading and/or utility excavations. Accordingly, the contractor should
be prepared to remove boulders, if encountered. Boulders may be removed from the site or buried in
landscape areas. Voids caused by boulder removal must be backfilled with structural fill.
Excavation Support
Shallow excavations (4 feet or less) in dense glacial deposits should stand at near vertical inclinations,
provided groundwater seepage is not present in the cut face. Excavations deeper than 4 feet must be
shored or laid back at a stable slope if workers are required to enter.
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Shoring for utility excavations must conform with the provisions of Title 296 Washington Administrative
Code (WAC), Part N, “Excavation, Trenching and Shoring.” Regardless of the soil type encountered in the
excavation, shoring, trench boxes or sloped sidewalls will be required under Washington Industrial Safety
and Health Act (WISHA). While this report describes certain approaches to excavation and dewatering, the
contract documents should specify that the contractor is responsible for selecting excavation and
dewatering methods, monitoring the excavations for safety and providing shoring, as required, to protect
personnel and adjacent structures.
Wet Weather Construction
Trafficability of the on-site soils will be severely limited during wet weather, or if the subgrade moisture
content is more than a few percentage points above optimum. When wet, the on-site soils are susceptible
to disturbance and generally will not provide adequate support for construction equipment. The on-site soils
will be difficult, if not impossible, to adequately work or compact during periods of wet weather.
Site Grading
If site grading and fill placement occurs during wet weather conditions the following recommendations
should be included in the development plan. Stripping and site preparation should be accomplished using
track-mounted equipment and subgrade protection measures should be used. For example, a track-
mounted excavator equipped with a smooth-edged bucket could be used working from the currently
developed surface or a granular pad and loading into trucks supported on granular haul roads or working
outward from the stripped surface. If the site subgrade is wet, it should be evaluated by probing with a steel
rod, rather than by proofrolling. Soil that is disturbed during site preparation activities during wet conditions,
as well as soft or loose zones identified during probing, should be removed and replaced with compacted
structural fill.
Granular Haul Roads and Working Blankets
Wet weather construction in the silty native or fill soils will require granular haul roads and granular pads
under the building structures to protect the subgrade. If the pavement areas are constructed during wet
weather, they will also require a granular working blanket.
The use of granular haul roads will be necessary for support of construction traffic during the rainy season
(typically from October through June). Based on our experience, 18 to 24 inches of sand and gravel (which
could be gravel base or fill material), crushed rock or quarry spalls with little to no fines will be necessary
to provide support for construction equipment. Use of a geotextile fabric can reduce mixing of the subgrade
and road support materials. It also may reduce the thickness of surfacing required. If gravel base material
is used, the temporary roads could be constructed above the finished subgrades and extra material bladed
onto other areas of the site when the roads are no longer necessary.
Wet-Weather Fill
We recommend fill placed during wet weather be select granular fill (pit run) or crushed rock as described
in the “Fill Materials” section of this report.
Erosion and Sedimentation Control
The site will be susceptible to erosion during wet weather conditions, particularly if large segments of
exposed subgrades are exposed to rainfall. Development and implementation of an Erosion and
Sedimentation Control Plan should reduce the project impact on erosion-prone areas. The Plan should be
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designed in accordance with applicable city, county and/or state standards. The Plan should incorporate
basic planning principles, including:
■ scheduling grading and construction to reduce soil exposure;
■ re-vegetating or mulching denuded areas;
■ directing runoff away from exposed soils;
■ reducing the length and steepness of slopes with exposed soils;
■ decreasing runoff velocities;
■ preparing drainage ways and outlets to handle concentrated or increased runoff;
■ confining sediment to the project site; and
■ inspecting and maintaining control measures frequently.
Some sloughing erosion and raveling of exposed or disturbed soil on slopes should be expected, particularly
if the work is completed during the wet season. We recommend that disturbed soil be restored promptly so
that surface runoff does not become channeled.
Temporary erosion protection should be used and maintained in areas with exposed or disturbed soils to
help reduce erosion and transport of sediment to adjacent areas and receiving waters. Permanent erosion
protection should be provided by paving, structure construction or landscape planting.
Until the permanent erosion protection is established and the site is stabilized, site monitoring may be
required by qualified personnel who will evaluate the effectiveness of the erosion control measures and
recommend repairs and/or modifications as appropriate. Provision for modifications to the erosion control
system based on monitoring observations should be included in the Erosion and Sedimentation Control
Plan.
Fill Materials
The workability of material used as structural fill will depend on the gradation and moisture content of the
soil. As the amount of fines (material passing the U.S. No. 200 sieve) increases, soil becomes increasingly
sensitive to small changes in moisture content and adequate compaction becomes more difficult, if not
impossible to achieve. We recommend that select granular fill or crushed rock be used as structural fill
during the rainy season. The following paragraphs summarize the material requirements for fill and backfill.
On-site Soils
The native glacial till soils may be considered for use as structural fill during periods of extended dry
weather, provided they can be properly moisture conditioned. Soils encountered in our explorations,
particularly the silt materials, will be difficult, if not impossible, to work or adequately compact during
periods of wet weather or if the in-place moisture condition of these soils is over optimum during dry
weather. On-site materials used as structural fill must be free of roots, organic matter and other deleterious
materials and particles larger than 3 inches in diameter.
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Select Granular Fill
Select granular fill (pit run) must consist of imported well-graded sand, sandy gravel, or crushed rock with
a maximum particle size of 3 inches and less than 5 percent passing a U.S. No. 200 sieve. Organic matter,
debris, or other deleterious material must not be present. Granular fill used during periods of prolonged dry
weather may have up to 12 percent passing a U.S. No. 200 sieve.
Pipe Bedding
Trench backfill for the bedding and pipe zone must consist of well-graded granular material with a maximum
particle size of ¾ inch and less than 5 percent passing the U.S. No. 200 sieve. The material must be free
of roots, debris, organic matter, and other deleterious material.
Crushed Rock
Crushed rock fill must consist of clean, durable, crushed angular rock that has a maximum particle size of
4 inches, is well graded between coarse and fine sizes, and has less than 5 percent fines (material finer
than a U.S. No. 200 sieve). A smaller maximum particle size will be required for some applications as
discussed in other sections of this report. Gravel materials should be crushed to have at least two fractured
faces. Organic matter, debris, or other deleterious material must not be present.
Fill Placement and Compaction
Fill soils should be compacted at a moisture content near optimum. The maximum allowable moisture
content varies with the soil gradation, and should be evaluated during construction. Clayey soils and other
fine granular soils may be difficult or impossible to compact during persistent wet conditions.
Fill and backfill material should be placed in uniform, horizontal lifts, and uniformly densified with vibratory
compaction equipment. The maximum lift thickness will vary depending on the material, compaction
equipment used, and possibly weather conditions, but should generally not exceed 10 inches in loose
thickness if select granular fill, as described in this report, is used. Thinner lifts will be required if on-site
materials are used as structural fill. Typical loose lift thicknesses for re-used glacial till material should be
no thicker than 4 inches to achieve the recommended compaction. Thinner lift thicknesses may be required
depending on soil and site conditions.
Area Fills and Bases
Fill placed to raise site grades and aggregate base materials under foundations, slabs, and pavements
should be placed on a prepared subgrade that consists of firm, inorganic native soils or compacted fill. Fill
must be compacted to at least 95 percent of the maximum dry density (MDD) determined by ASTM
International (ASTM) Test Method D 1557 (modified Proctor). Where footings are founded on existing fill,
the upper 2 feet of fill should be recompacted to the structural fill criteria (95 percent), or excavated and
replaced with import structural fill. In pavement areas, the compaction criteria can be reduced to
92 percent below a depth of 2 feet from finished subgrade.
During wet weather or in areas that are particularly sensitive to subgrade disturbance, we recommend
placing a woven geotextile between the subgrade and the first lift of fill. The first lift, provided it is select
granular fill, should be 10 inches thick and should be densified by static rolling until it supports the vibratory
compaction equipment.
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Slope Fill Placement
Based on our understanding of the proposed development, earth fills will be placed on existing sloping
ground. In such cases we recommend that the material be placed and compacted using hillside grading
techniques, as provided below.
The constructed fill should be benched into the existing slope face. Bench excavations should be level and
extend into the slope face until a vertical step of about 3 feet is constructed. The upper layer of organic soil
beneath the existing slope face should be removed and wasted. The remaining soil excavated from each
bench can be spread into the next lift of structural fill. A typical cross-sectional drawing of slope fill is shown
on Figure 4, Schematic Drawing Hillside Fill.
Trench Backfill
Backfill in the bedding and pipe zone should be compacted to 90 percent of the MDD as determined by
ASTM Test Method D 1557, or as recommended by the pipe manufacturer.
In nonstructural areas, trench backfill above the pipe zone should be compacted to at least 85 percent of
the MDD as determined by ASTM Test Method D 1557. Suitable native soils or select granular soils should
be acceptable in non-structural areas.
Within structural areas, trench backfill placed above the pipe zone at depths greater than 2 feet below the
finished subgrade, must be compacted to at least 92 percent of the MDD as determined by ASTM Test
Method D 1557 and to 95 percent MDD when placed within 2 feet of finished subgrade. Trench backfill in
structural areas should consist of select granular fill or crushed rock as described in the previous sections.
Temporary and Permanent Slopes
We recommend that permanent cut and fill slopes be inclined no steeper than 2H:1V (horizontal to vertical).
Flatter cut slopes may be necessary in areas where persistent groundwater seepage or zones of soft or
loose soils are encountered. Temporary cut slopes should be inclined no steeper than about 1½H:1V. A
steeper temporary cut of 1H:1V is feasible in the glacial till soils, provided seepage is not present. Surface
loads should be kept at a minimum distance of at least one-half the depth of the cut away from the top of
temporary slopes.
Temporary cut slopes and shoring must comply with the provisions of Title 296 WAC, Part N, “Excavation,
Trenching and Shoring.” The contractor performing the work must have the primary responsibility for
protection of workmen and adjacent improvements, determining whether shoring is required, and for
establishing the safe inclination for open-cut slopes.
Fill slopes should be carefully compacted on the slope face. Alternatively, the fill embankment can be over-
built and cut back to expose properly compacted soil.
To reduce the potential for erosion, newly constructed slopes should be planted or hydroseeded shortly
after completion of grading. Some sloughing and raveling of the slopes should be expected until the
vegetation is established. This may require localized repairs and reseeding. Temporary covering, such as
heavy plastic sheeting, jute fabric, loose straw, or excelsior matting should be used to protect unvegetated
slopes during periods of rainfall.
September 19, 2017 | Page 11
File No. 22247-003-00
Groundwater and Drainage Considerations
We recommend that pavement surfaces be sloped so that surface drainage flows away from the buildings.
We recommend that all roof drains be collected in tightlines and routed into the storm drain system.
Perched groundwater will likely develop on top of the very dense glacial till in unpaved areas during the
rainy season, which may impact construction activities. We recommend a perimeter footing drain be
constructed around the building footprint to capture perched groundwater zones. This is critical on glacial
till sites due to the potential for perched groundwater flow, moving laterally on the glacial till contact and
within cleaner sand seams in the till.
Seismic Design Considerations
2015 IBC Seismic Design
We recommend the parameters in Table 1 for use in seismic design in accordance with 2015 IBC.
TABLE 1. SEISMIC DESIGN PARAMETERS
2015 IBC Seismic Design Parameters
Spectral Response Acceleration at Short Periods (SS) 1.29g
Spectral Response Acceleration at 1-Second Periods (S1) 0.49g
Site Class C
Design Peak Ground Acceleration (PGA) 0.54g
Design Spectral Response Acceleration at Short Periods (SDS) 0.86g
Design Spectral Response Acceleration at 1-Second Periods (SD1) 0.43g
Liquefaction Potential
Liquefaction refers to a condition where vibration or shaking of the ground, usually from earthquake forces,
results in development of excess pore pressures in loose, saturated soils and subsequent loss of strength
in the deposit of soil so affected. In general, soils that are susceptible to liquefaction include loose to
medium dense sands to silty sands that are below the water table. Based on the soil type, and relative
density of the soils encountered, it is our opinion that the potential for liquefaction within the proposed
development portion of the site area is low.
Lateral Spreading Potential
Lateral spreading related to seismic activity typically involves lateral displacement of large, surficial blocks
of non-liquefied soil when a layer of underlying soil loses strength during seismic shaking. Lateral spreading
usually develops in areas where sloping ground or large grade changes (including retaining walls) are
present. Based on our understanding of the subsurface conditions and current site topography, it is our
opinion that the risk of lateral spreading is low.
Ground Rupture
Because of the anticipated infrequent seismic event recurrence, the site location with respect to the
nearest known active crustal faults and the presence of thick glacial deposits overlying bedrock, it is our
opinion that the risk of ground rupture at the site due to crustal faulting is low.
September 19, 2017 | Page 12
File No. 22247-003-00
Foundation Support
Shallow Foundations
We anticipate that warehouse-type buildings can be supported on continuous wall or isolated column
footings established on undisturbed native soils, on structural fill placed over undisturbed native soils, or
on a minimum 2-foot thickness of structural fill overlying existing fill soils. For preliminary purposes, we
recommend that isolated column and continuous wall footings have minimum widths of 24 and 18 inches,
respectively.
The exterior footings should be established at least 18 inches below the lowest adjacent grade. The
recommended minimum footing depth is greater than the anticipated frost depth. Interior footings can be
founded a minimum of 12 inches below the top of the floor slab.
Bearing Capacity
We recommend that footings founded on recompacted surficial soils or new structural fill be proportioned
using a maximum allowable soil bearing pressure of 3,000 psf. If the building footings are founded on
undisturbed dense to very dense glacial till a maximum allowable soil bearing pressure of 5,000 psf could
be considered. However, footing embedment would likely be greater than the minimum value for frost
protection. Where existing fill is exposed at footing subgrade elevation, we recommend a minimum 2-foot
zone of structural fill underlie the footing. These bearing pressures apply to the total of dead and long-term
live loads and may be increased by one-third when considering earthquake or wind loads. This is a net
bearing pressure. The weight of the footing and overlying backfill can be ignored in calculating footing sizes.
Footing Bearing Surface Preparation
Footing excavations should be performed using a smooth-edged bucket to limit bearing surface
disturbance. Loose or disturbed materials present at the base of footing excavations should be removed or
compacted. Foundation bearing surfaces should not be exposed to standing water. If water infiltrates and
pools in the excavation, it must be removed and the bearing surface reevaluated before placing structural
fill or reinforcing steel.
We recommend that an experienced geotechnical engineer observe all foundation excavations before
placing reinforcing steel in order to confirm that adequate bearing surfaces have been achieved and that
the soil conditions are as anticipated. Unsuitable foundation subgrade soils must be removed and replaced
with structural fill as recommended by the geotechnical engineer. It may be prudent to place a thin mud
mat of lean concrete to protect the bearing surface if footing excavations are to remain open in wet weather.
Foundation Settlement
We estimate that settlements of footings designed and constructed as recommended will be less than
¾ inch, for the anticipated loading conditions. Differential settlements between comparably loaded isolated
column footings or along 50 feet of continuous footing will be less than ½ inch. Settlement is expected to
occur rapidly as loads are applied.
Lateral Resistance
The ability of the soil to resist lateral loads is a function of frictional resistance, which can develop on the
base of footings and slabs and the passive resistance, which can develop on the face of below-grade
September 19, 2017 | Page 13
File No. 22247-003-00
elements of the structure as these elements tend to move into the soil. For footings and floor slabs founded
in accordance with the recommendations presented above, the allowable frictional resistance may be
computed using a coefficient of friction of 0.35 applied to vertical dead-load forces. The allowable passive
resistance on the face of footings, grade beams or other embedded foundation elements may be computed
using an equivalent fluid density of 300 pounds per cubic foot (pcf) for undisturbed on-site soils or structural
fill extending out from the face of the foundation element a distance at least equal to two and one-half
times the depth of the element.
The passive earth pressure and friction components may be combined provided that the passive
component does not exceed two-thirds of the total. The passive earth pressure value is based on the
assumptions that the adjacent grade is level and that groundwater remains below the base of the footing
throughout the year. The top foot of soil should be neglected when calculating passive lateral earth
pressures unless the foundation area is covered with pavement or is inside a building.
The lateral resistance values include a safety factor of approximately 1.5.
Building Pad and Floor Slabs
A modulus of subgrade reaction of 150 pounds per cubic inch (pci) can be used for designing the building
floor slab provided that the subgrade has been prepared in accordance with the “Subgrade Evaluation”
section.
We recommend that on-grade slabs be underlain by a minimum 4-inch-thick capillary break layer to reduce
the potential for moisture migration into the slab. The capillary break material should consist of a coarse
aggregate with negligible sand or silt similar to AASHTO Grading No. 67. The material should be placed as
recommended in the “Fill Placement and Compaction” section.
A vapor retarder should be used as necessary to control moisture penetration through the slab. This is
especially important in areas where floor coverings, adhesives or tiles are planned.
Retaining Structures
Retaining structures for loading docks or other building walls that are free to rotate slightly around the base
should be designed for active earth pressures using an equivalent fluid unit weight of 35 pcf. This value is
based on the following assumptions:
1. The walls will not be restrained against rotation when the backfill is placed.
2. The backfill is level.
3. The backfill for a distance of at least 12 inches behind the wall consists of free-draining granular
materials.
4. Hydrostatic pressures will be controlled by a back drain.
If retaining walls are restrained against rotation during backfilling, they should be designed for an at-rest
equivalent fluid unit weight of 55 pcf. Surcharge loads applied closer than one-half of the wall height should
be considered as uniformly distributed horizontal pressures equal to one-third of the distributed vertical
surcharge pressure. Footings for retaining walls should be designed as recommended for shallow
foundations.
September 19, 2017 | Page 14
File No. 22247-003-00
Backfill should be placed and compacted as recommended in the “Fill Placement and Compaction” section
of this report. The backfill should include drainage provisions to prevent hydrostatic pressures from
developing behind walls. Measures should be taken to prevent overcompaction of the backfill behind the
wall. This can be done by placing the zone of backfill located within 5 feet of the wall in lifts not exceeding
6 inches in loose thickness and compacting this zone with hand-operated equipment such as a vibrating
plate compactor or jumping jack.
Pavement Recommendations
Pavement Design
Based on our experience, we provide typical asphalt concrete (AC) and Portland cement concrete (PCC)
pavement sections below. These pavement sections are typical for commercial facilities in this area but
may not be adequate for heavy construction traffic loads such as those imposed by concrete transit mixers,
dump trucks or cranes or for unusual design traffic conditions. Additional pavement thickness may be
necessary to prevent pavement damage during construction or if anticipated truck traffic for this facility is
higher than typical. We can provide a specific design if detailed truck traffic loading information is provided.
The recommended sections assume that final improvements surrounding the pavement will be designed
and constructed such that stormwater or excess irrigation water from landscape areas does not accumulate
below the pavement section or pond on pavement surfaces.
Pavement subgrade must be prepared as previously described. Crushed surfacing base course and
subbase must be moisture conditioned to near optimum moisture content and compacted to at least
95 percent of MDD (ASTM D 1577).
Crushed surfacing base course must conform to applicable sections of 4-04 and 9-03.9(3) of the
Washington State Department of Transportation (WSDOT) Standard Specifications. Hot mix asphalt must
conform to applicable sections of 5-04, 9-02 and 9-03 of the WSDOT Standard Specifications. PCC must
conform to applicable sections of 5-05, 9-01 and 9-03 of the WSDOT Standard Specifications.
Standard-Duty AC Pavement – Automobile Driveways and Parking Areas
■ 2 inches of hot mix asphalt, class ½ inch, PG 58-22
■ 4 inches of crushed surfacing base course
■ 6 inches of subbase consisting of select granular fill to provide uniform grading and pavement support,
to maintain drainage, and to provide separation from fine-grained subgrade soil
■ Native subgrade or structural fill prepared in accordance with the “Site Development and Earthwork”
section
Heavy-Duty AC Pavement – Areas Subject to Truck Traffic
■ 3 inches of hot mix asphalt, class ½ inch, PG 58-22
■ 6 inches of crushed surfacing base course
■ 6 inches of subbase consisting of select granular fill to provide a uniform grading surface and pavement
support, to maintain drainage, and to provide separation from fine-grained subgrade soil
■ Native subgrade or structural fill prepared accordance with the “Site Development and Earthwork”
section
September 19, 2017 | Page 15
File No. 22247-003-00
PCC Pavement – Areas Subject to Heavy Truck Traffic
■ 6 inches of PCC pavement (28-day compressive strength of 6,000 pound per square inch [psi] and a
modulus of rupture of 600 psi)
■ 6 inches of crushed surfacing base course
■ Native subgrade or structural fill prepared accordance with the “Site Development and Earthwork”
section
Stormwater Infiltration Evaluation
As previously described the site soils generally consist of weathered till over unweathered till. Grain-size
distribution analyses of these soils indicate fines contents ranging between about 26 and 95 percent. The
unweathered till is typically in a dense to very dense condition and has very low permeability with respect
to the vertical and horizontal flow of water.
Based on the soil gradation data, and our experience, it is our opinion there is very limited infiltration
potential at this site. Because of these factors we recommend that stormwater detention be used for site
development.
Recessional outwash was encountered in one test pit TP-5N. This pit is within the proposed pond located
east of Weyerhaeuser Road, east of the northeast corner of the site. Outwash was not encountered in two
other test pits completed within the proposed pond area. It is possible that some measure of stormwater
infiltration within this pond is achievable. However, further study will be required to evaluate the vertical
and lateral extent of the outwash material, and the permeability of the outwash.
LIMITATIONS
We have prepared this geotechnical report for use by Federal Way Campus, LLC and their agents for the
proposed development project described in this report. The project agents may distribute copies of this
report to authorized agents and regulatory agencies as may be required for the project.
Within the limitations of scope, schedule and budget, our services have been executed in accordance with
generally accepted practices in the field of geotechnical engineering in this area at the time this report was
prepared. No warranty or other conditions express or implied should be understood.
Please refer to Appendix E, Report Limitations and Guidelines for Use, for additional information pertaining
to use of this report.
µ
SITE
Vicinity Map
Figure 1
Proposed Greenline Business Park Federal Way, Washington
2,000 2,0000
Feet
Data Source: Mapbox Open Street Map, 2017
Not es :1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.
Projection: NAD 1983 UTM Zone 10N
P:\22\22247003\GIS\MXD\2224700300_F01_VicinityMap.mxd Date Exported: 08/08/17 by cchelf
[]
[]
[]
[]
[]
[]
[]
Weyerhae
u
s
e
r
W
a
y
S
S
3
3
6
t
h
S
t
Pond
Pond
Pond
Existing WTC
5
B-1N
B-2N
B-3N
TP-1N
TP-2N
TP-3N
TP-7N
TP-4N
TP-5N
TP-6N
TP-11
TP-21
TP-3
TP-5
TP-4
TP-9
TP-8
TP-2TP-1
TP-6
TP-7
TP-12
TP-28
TP-26
TP-27
TP-22
TP-18
TP-23
TP-30
TP-29
TP-24
TP-19
TP-14
TP-10
TP-15
TP-20
TP-25
TP-13
TP-17
TP-16
TP-1
TP-2
TP-5
TP-6
TP-8
TP-9
TP-10
TP-11
TP-12
TP-13
TP-14
TP-15
TP-17
TP-16
TP-18
TP-21
TP-20
TP-23
TP-22
TP-26
TP-27
TP-25
TP-24 TP-29
TP-28
TP-31
TP-30
TP-19
TP-7
TP-4
TP-3
Figure 2
Proposed Greenline Business Park
Federal Way, Washington
Site Plan
Existing Conditions
P:\22\22247003\CAD\00\GeoTech\2224700300_F02_Site Plan Existing.dwg TAB:F02 Date Exported: 08/09/17 - 11:19 by hmaraWENSLegend
Feet
0300 300
Notes:
1.The locations of all features shown are approximate.
2.This drawing is for information purposes. It is intended to
assist in showing features discussed in an attached document.
GeoEngineers, Inc. cannot guarantee the accuracy and content
of electronic files. The master file is stored by GeoEngineers,
Inc. and will serve as the official record of this communication.
Data Source: Base CAD files from ESM Consulting Engineers, LLC
dated 7/24/17.
Projection: NAD83 WA State Planes, North Zone, US Foot
Test Pits by GeoEngineers, 2017
Borings by GeoEngineers, 2017B-1N
TP-1N
TP-1
TP-1
Test Pit Completed in July 2016
Test Pit Completed in August 2016
Weyerhae
u
s
e
r
W
a
y
S
S
3
3
6
t
h
S
t
Pond
Pond
Pond
Building A Existing WTC
Building B
Building C
5
B-1N
B-2N
B-3N
TP-1N
TP-2N
TP-3N
TP-7N
TP-4N
TP-5N
TP-6N
TP-11
TP-21
TP-3
TP-5
TP-4
TP-9
TP-8
TP-2TP-1
TP-6
TP-7
TP-12
TP-28
TP-26
TP-27
TP-22
TP-18
TP-23
TP-30
TP-29
TP-24
TP-19
TP-14
TP-10
TP-15
TP-20
TP-25
TP-13
TP-17
TP-16
TP-1
TP-2
TP-5
TP-6
TP-8
TP-9
TP-10
TP-11
TP-12
TP-13
TP-14
TP-15
TP-17
TP-16
TP-18
TP-21
TP-20
TP-23
TP-22
TP-26
TP-27
TP-25
TP-24 TP-29
TP-28
TP-31
TP-30
TP-19
TP-7
TP-4
TP-3
Figure 3
Proposed Greenline Business Park
Federal Way, Washington
Site Plan
Proposed Conditions
P:\22\22247003\CAD\00\GeoTech\2224700300_F03_Site Plan Proposed.dwg TAB:F03 Date Exported: 08/09/17 - 11:19 by hmaraWENSLegend
Feet
0300 300
Notes:
1.The locations of all features shown are approximate.
2.This drawing is for information purposes. It is intended to
assist in showing features discussed in an attached document.
GeoEngineers, Inc. cannot guarantee the accuracy and content
of electronic files. The master file is stored by GeoEngineers,
Inc. and will serve as the official record of this communication.
Data Source: Base CAD files from ESM Consulting Engineers, LLC
dated 7/24/17.
Projection: NAD83 WA State Planes, North Zone, US Foot
Test Pits by GeoEngineers, 2017
Borings by GeoEngineers, 2017B-1N
TP-1N
TP-1
TP-1
Test Pit Completed in July 2016
Test Pit Completed in August 2016
Bench DrainNot to ScaleNot to ScaleBackfill: Freedraining Sand and/or Rock. Minimum 1'Enclosure of Pipe, Balance of Backfill Below CapShould be Sand or Rock.Native Soil CapGround Surface6"Ø Pipe HDPE or PVC PerforatedVariable2'Final Fill Surface Profile8' MIN.KeywayConceptual Arrangement ofBench Cuts Into Native Soil.If Seepage EncounteredDuring Benching, PlaceDrain At This Location.Drain Detail is Shown Above.Native Building SubgradePre-development Ground SurfaceFill SoilNative SoilNotes:1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intended to assistin showing features discussed in an attached document.GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers,Inc. and will serve as the official record of this communication.Data Source:Drawing created from sketch provided by GeoEngineers' personnel.P:\22\22247003\CAD\00\GeoTech\2224700300_F04_Schematic Drawing Hillside Fill.dwg TAB:F04 Date Exported: 08/09/17 - 13:32 by hmara
Figure 4Proposed Greenline Business ParkFederal Way, WashingtonSchematic Drawing Hillside Fill
APPENDIX A
Greenline Business Park Site Plan and Cross Sections
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APPENDIX B
Field Explorations and Laboratory Testing
September 19, 2017| Page B-1
File No. 22247-003-00
APPENDIX B
FIELD EXPLORATIONS AND LABORATORY TESTING
Field Explorations
Subsurface conditions at the site were previously explored during two phases of work. Thirty test pits were
excavated in the north part of the site between July 5 and July 7, 2016. Thirty-one test pits were excavated
in the middle and south parts of the site between August 15 and August 17, 2016. Supplemental
explorations (seven test pits and three borings) were completed on July 19 and July 24, 2017. Borings were
drilled to depths of 21 feet. Test pits were excavated to depths ranging from 4 to 9 feet bgs. Test pits were
excavated using a rubber-tired backhoe provided by Kelly’s Excavating of Pacific, Washington. Borings were
completed using tracked drilling equipment owned and operated by Holocene Drilling of Puyallup,
Washington.
The site explorations were continuously monitored by a member of GeoEngineers geotechnical staff. Our
representative maintained a detailed log of the soils encountered, obtained soil samples and observed
groundwater conditions. Figures 2 and 3 shows the approximate locations of the explorations. Explorations
were mapped using commercial-grade GPS equipment and should be considered accurate only to the
extent implied by the method used.
Soil samples were obtained from the borings using standard penetration tests (SPTs) performed in general
conformance with ASTM International (ASTM) Test Method D 1586. The sampler was driven with a
140-pound hammer falling 30 inches. The number of blows required to drive the sampler the last 12 inches
or other indicated distance, into the soils is shown adjacent to the sample symbols on the boring logs.
Disturbed samples were obtained from the split barrel for subsequent classification and index testing. Bulk
soil samples from the test pits were collected directly from the trackhoe bucket and placed in plastic bags.
Soils encountered in the borings were classified in the field in general accordance with ASTM Standard
Practice D 2488, the Standard Practice for the Classification of Soils (Visual-Manual Procedure), which is
described in Figure B-1. Soil classifications and sampling intervals are shown on the exploration logs.
Inclined lines at the material contacts shown on the logs indicate uncertainty as to the exact contact
elevation, rather than the inclination of the contact itself. Figures B-2 through B-11 present the
supplementary exploration logs. Logs from the earlier phases of work at the site are contained in
Appendices C and D.
Laboratory Testing
Soil samples obtained from the explorations were brought to our laboratory and reviewed to confirm field
classifications. Selected samples were tested to determine their moisture content and grain-size
distribution in general accordance with applicable ASTM standards.
The moisture content of selected samples was determined in general accordance with ASTM Test Method
D 2216. The test results are presented in the respective exploration logs in Appendix A. Grain-size
distribution (sieve analyses) was conducted in general accordance with ASTM Test Method D 422. Atterberg
Limits Tests were conducted in general accordance with ASTM Test Method D 4318.
The results of previous laboratory testing are presented in Appendices C and D. Laboratory testing of
samples collected from the supplementary explorations are contained in Figures B-12 through B-14.
Measured groundwater level in exploration,
well, or piezometer
Measured free product in well or piezometer
Distinct contact between soil strata
Approximate contact between soil strata
Contact between geologic units
SYMBOLS TYPICAL
DESCRIPTIONS
GW
GP
SW
SP
SM
FINE
GRAINED
SOILS
SILTS AND
CLAYS
NOTE: Multiple symbols are used to indicate borderline or dual soil classifications
MORE THAN 50%
RETAINED ON
NO. 200 SIEVE
MORE THAN 50%
PASSING
NO. 200 SIEVE
GRAVEL
AND
GRAVELLY
SOILS
SC
LIQUID LIMIT
LESS THAN 50
(APPRECIABLE AMOUNT
OF FINES)
(APPRECIABLE AMOUNT
OF FINES)
COARSE
GRAINED
SOILS
MAJOR DIVISIONS GRAPH LETTER
GM
GC
ML
CL
OL
SILTS AND
CLAYS
SANDS WITH
FINES
SAND
AND
SANDY
SOILS
MH
CH
OH
PT
(LITTLE OR NO FINES)
CLEAN SANDS
GRAVELS WITH
FINES
CLEAN GRAVELS
(LITTLE OR NO FINES)
WELL-GRADED GRAVELS, GRAVEL -SAND MIXTURES
CLAYEY GRAVELS, GRAVEL - SAND -CLAY MIXTURES
WELL-GRADED SANDS, GRAVELLYSANDS
POORLY-GRADED SANDS, GRAVELLYSAND
SILTY SANDS, SAND - SILT MIXTURES
CLAYEY SANDS, SAND - CLAYMIXTURES
INORGANIC SILTS, ROCK FLOUR,CLAYEY SILTS WITH SLIGHTPLASTICITY
INORGANIC CLAYS OF LOW TOMEDIUM PLASTICITY, GRAVELLYCLAYS, SANDY CLAYS, SILTY CLAYS,LEAN CLAYS
ORGANIC SILTS AND ORGANIC SILTYCLAYS OF LOW PLASTICITY
INORGANIC SILTS, MICACEOUS ORDIATOMACEOUS SILTY SOILS
INORGANIC CLAYS OF HIGHPLASTICITY
ORGANIC CLAYS AND SILTS OFMEDIUM TO HIGH PLASTICITY
PEAT, HUMUS, SWAMP SOILS WITHHIGH ORGANIC CONTENTSHIGHLY ORGANIC SOILS
SOIL CLASSIFICATION CHART
MORE THAN 50%
OF COARSE
FRACTION RETAINED
ON NO. 4 SIEVE
MORE THAN 50%
OF COARSE
FRACTION PASSING
ON NO. 4 SIEVE
SILTY GRAVELS, GRAVEL - SAND -SILT MIXTURES
POORLY-GRADED GRAVELS,GRAVEL - SAND MIXTURES
LIQUID LIMIT GREATER
THAN 50
Continuous Coring
Bulk or grab
Direct-Push
Piston
Shelby tube
Standard Penetration Test (SPT)
2.4-inch I.D. split barrel
Contact between soil of the same geologic
unit
Material Description Contact
Graphic Log Contact
NOTE: The reader must refer to the discussion in the report text and the logs of explorations for a proper understanding of subsurface conditions.
Descriptions on the logs apply only at the specific exploration locations and at the time the explorations were made; they are not warranted to be
representative of subsurface conditions at other locations or times.
Groundwater Contact
Blowcount is recorded for driven samplers as the number of
blows required to advance sampler 12 inches (or distance noted).
See exploration log for hammer weight and drop.
"P" indicates sampler pushed using the weight of the drill rig.
"WOH" indicates sampler pushed using the weight of the
hammer.
Key to Exploration Logs
Figure B-1
Sampler Symbol Descriptions
ADDITIONAL MATERIAL SYMBOLS
NS
SS
MS
HS
No Visible Sheen
Slight Sheen
Moderate Sheen
Heavy Sheen
Sheen Classification
SYMBOLS
Asphalt Concrete
Cement Concrete
Crushed Rock/
Quarry Spalls
Topsoil
GRAPH LETTER
AC
CC
SOD Sod/Forest Duff
CR
DESCRIPTIONS
TYPICAL
TS
Laboratory / Field Tests
%F
%G
AL
CA
CP
CS
DD
DS
HA
MC
MD
Mohs
OC
PM
PI
PP
SA
TX
UC
VS
Percent fines
Percent gravel
Atterberg limits
Chemical analysis
Laboratory compaction test
Consolidation test
Dry density
Direct shear
Hydrometer analysis
Moisture content
Moisture content and dry density
Mohs hardness scale
Organic content
Permeability or hydraulic conductivity
Plasticity index
Pocket penetrometer
Sieve analysis
Triaxial compression
Unconfined compression
Vane shear
Organic-rich brown sandy silt with gravel (loose, moist)
Gray- and rust-mottled silty coarse gravel with sand (dense, moist)
(weathered till)
Gray silty fine to medium sand with fine gravel (dense, moist) (till)
ML
GM
SM
1
2%F
3
10 38
Notes: See Figure B-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to ½ foot.
Coordinates Data Source: Horizontal approximated based on Google Earth, Vertical approximated based on DEM
Date:8/9/17 Path:P:\22\22247003\GINT\2224700300.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FSheet 1 of 1Project Number:
Project Location:
Project:
Federal Way, Washington
22247-003-00
Log of Test Pit TP-1N
Proposed Greenline Business Park
Figure B-2Elevation (feet)438437436435434433432Depth (feet)1
2
3
4
5
6
7 Testing SampleGraphic LogSAMPLE
MATERIAL
DESCRIPTION
GroupClassificationSample NameTestingMoistureContent (%)REMARKS
FinesContent (%)Date
Excavated
Surface Elevation (ft)
Vertical Datum
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Total
Depth (ft)7/19/2017 7
439
NAVD88
1276740
115010
WA State Plane North
NAD83 (feet)
CRG
Checked By SWH
Groundwater not observed
Caving not observedEquipment Mini Trackhoe
Logged By Excavator Kelly's Excavating
Forest duff
Gray-red-mottled silty fine to medium sand with fine gravel (dense,
moist) (weathered till)
Gray silty fine to medium sand with gravel (dense, moist) (till)
Duff
SM
SM
1
2
3
Notes: See Figure B-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to ½ foot.
Coordinates Data Source: Horizontal approximated based on Google Earth, Vertical approximated based on DEM
Date:8/9/17 Path:P:\22\22247003\GINT\2224700300.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FSheet 1 of 1Project Number:
Project Location:
Project:
Federal Way, Washington
22247-003-00
Log of Test Pit TP-2N
Proposed Greenline Business Park
Figure B-3Elevation (feet)428427426425424423422Depth (feet)1
2
3
4
5
6
7 Testing SampleGraphic LogSAMPLE
MATERIAL
DESCRIPTION
GroupClassificationSample NameTestingMoistureContent (%)REMARKS
FinesContent (%)Date
Excavated
Surface Elevation (ft)
Vertical Datum
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Total
Depth (ft)7/19/2017 7
429
NAVD88
1276910
114720
WA State Plane North
NAD83 (feet)
CRG
Checked By SWH
Groundwater not observed
Caving not observedEquipment Mini Trackhoe
Logged By Excavator Kelly's Excavating
Brown organic-rich silt with sand and occasional gravel (medium
dense, dry)
Gray- and rust-mottled fine sandy silt with occasional organic debris
and fine gravel (stiff, moist) (weathered till)
Gray silty fine to medium sand with fine to coarse gravel (very dense,
moist) (till)
ML
ML
SM
1
2
%F
3
%F
24
10
66
35
Notes: See Figure B-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to ½ foot.
Coordinates Data Source: Horizontal approximated based on Google Earth, Vertical approximated based on DEM
Date:8/9/17 Path:P:\22\22247003\GINT\2224700300.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FSheet 1 of 1Project Number:
Project Location:
Project:
Federal Way, Washington
22247-003-00
Log of Test Pit TP-3N
Proposed Greenline Business Park
Figure B-4Elevation (feet)414413412411410409408407406Depth (feet)1
2
3
4
5
6
7
8
9 Testing SampleGraphic LogSAMPLE
MATERIAL
DESCRIPTION
GroupClassificationSample NameTestingMoistureContent (%)REMARKS
FinesContent (%)Date
Excavated
Surface Elevation (ft)
Vertical Datum
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Total
Depth (ft)7/19/2017 9
415
NAVD88
1277000
114380
WA State Plane North
NAD83 (feet)
CRG
Checked By SWH
Groundwater not observed
Caving not observedEquipment Mini Trackhoe
Logged By Excavator Kelly's Excavating
Forest duff
Brown sandy silt and organic debris (medium stiff, moist) (weathered
till?)
Gray silty fine to medium sand with gravel, some rust staining
(mottled) (dense, moist) (till)
Duff
ML
SM
1
2
%F
3%F
19
14
50
37
Notes: See Figure B-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to ½ foot.
Coordinates Data Source: Horizontal approximated based on Google Earth, Vertical approximated based on DEM
Date:8/9/17 Path:P:\22\22247003\GINT\2224700300.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FSheet 1 of 1Project Number:
Project Location:
Project:
Federal Way, Washington
22247-003-00
Log of Test Pit TP-4N
Proposed Greenline Business Park
Figure B-5Elevation (feet)418417416415414413412411Depth (feet)1
2
3
4
5
6
7
8 Testing SampleGraphic LogSAMPLE
MATERIAL
DESCRIPTION
GroupClassificationSample NameTestingMoistureContent (%)REMARKS
FinesContent (%)Date
Excavated
Surface Elevation (ft)
Vertical Datum
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Total
Depth (ft)7/19/2017 8.5
419
NAVD88
1278840
116340
WA State Plane North
NAD83 (feet)
CRG
Checked By SWH
Groundwater not observed
Caving not observedEquipment Mini Trackhoe
Logged By Excavator Kelly's Excavating
Forest duff
Brown silty medium to fine sand with occasional gravel and organic
debris (medium dense, moist) (outwash)
Gray fine to medium sand with silt (dense, moist) (outwash)
Duff
SM
SP-SM
1
2
%F
3%F
8
4.5
19
7
Notes: See Figure B-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to ½ foot.
Coordinates Data Source: Horizontal approximated based on Google Earth, Vertical approximated based on DEM
Date:8/9/17 Path:P:\22\22247003\GINT\2224700300.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FSheet 1 of 1Project Number:
Project Location:
Project:
Federal Way, Washington
22247-003-00
Log of Test Pit TP-5N
Proposed Greenline Business Park
Figure B-6Elevation (feet)416415414413412411410409408Depth (feet)1
2
3
4
5
6
7
8
9 Testing SampleGraphic LogSAMPLE
MATERIAL
DESCRIPTION
GroupClassificationSample NameTestingMoistureContent (%)REMARKS
FinesContent (%)Date
Excavated
Surface Elevation (ft)
Vertical Datum
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Total
Depth (ft)7/19/2017 9
417
NAVD88
1278980
116470
WA State Plane North
NAD83 (feet)
CRG
Checked By SWH
Groundwater not observed
Caving not observedEquipment Mini Trackhoe
Logged By Excavator Kelly's Excavating
Forest duff
Brown silty fine to medium sand with gravel and organic debris
(medium dense, moist) (weathered till)
Gray/brown fine to medium sand with silt and gravel (medium dense,
moist) (weathered till)
Becomes till
Gray silty fine to medium sand with gravel (very dense, moist) (till)
Duff
SM
SM
SM
1
2%F
3
4%F
10
7
22
30
Notes: See Figure B-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to ½ foot.
Coordinates Data Source: Horizontal approximated based on Google Earth, Vertical approximated based on DEM
Date:8/9/17 Path:P:\22\22247003\GINT\2224700300.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FSheet 1 of 1Project Number:
Project Location:
Project:
Federal Way, Washington
22247-003-00
Log of Test Pit TP-6N
Proposed Greenline Business Park
Figure B-7Elevation (feet)413412411410409408407406Depth (feet)1
2
3
4
5
6
7
8 Testing SampleGraphic LogSAMPLE
MATERIAL
DESCRIPTION
GroupClassificationSample NameTestingMoistureContent (%)REMARKS
FinesContent (%)Date
Excavated
Surface Elevation (ft)
Vertical Datum
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Total
Depth (ft)7/19/2017 8
414
NAVD88
1279050
116570
WA State Plane North
NAD83 (feet)
CRG
Checked By SWH
Groundwater not observed
Caving not observedEquipment Mini Trackhoe
Logged By Excavator Kelly's Excavating
Organic-rich top soil with grass roots
Tan/rust-mottled fine sandy silt with fine gravel (stiff, moist)
(weathered till)
Gray silty fine to medium sand with fine to coarse gravel (very dense,
moist) (till)
TS
ML
SM
1
2
%F
3
20 60
Notes: See Figure B-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to ½ foot.
Coordinates Data Source: Horizontal approximated based on Google Earth, Vertical approximated based on DEM
Date:8/9/17 Path:P:\22\22247003\GINT\2224700300.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_TESTPIT_1P_GEOTEC_%FSheet 1 of 1Project Number:
Project Location:
Project:
Federal Way, Washington
22247-003-00
Log of Test Pit TP-7N
Proposed Greenline Business Park
Figure B-8Elevation (feet)403402401400399398397Depth (feet)1
2
3
4
5
6
7 Testing SampleGraphic LogSAMPLE
MATERIAL
DESCRIPTION
GroupClassificationSample NameTestingMoistureContent (%)REMARKS
FinesContent (%)Date
Excavated
Surface Elevation (ft)
Vertical Datum
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Total
Depth (ft)7/19/2017 7
404
NAVD88
1277220
114050
WA State Plane North
NAD83 (feet)
CRG
Checked By SWH
Groundwater not observed
Caving not observedEquipment Mini Trackhoe
Logged By Excavator Kelly's Excavating
SM
SM
Mottled brown/gray silty fine to medium sand with
gravel (very dense, moist) (till)
Gray/brown silty fine to medium sand with gravel
(very dense, moist to wet) (till)
1
2
3
4
5
48
50/6"
50/6"
50/5"
50/6"
18
6
1
2
Groundwater observed at 17½ feet at time of
exploration
Note: See Figure B-1 for explanation of symbols.
Coordinates Data Source: Horizontal approximated based on Google Earth, Vertical approximated based on DEM
Drilled
Hammer
Data
System
Datum
Notes:
Surface Elevation (ft)
Vertical Datum
Easting (X)
Northing (Y)
Diedrich D50 Track RigAutomatic
140 (lbs) / 30 (in) Drop
Drilling
Equipment446
NAVD88
1277390
116710
WA State Plane North
NAD83 (feet)
Total
Depth (ft)
Start End
Checked By SWH
CRG Driller Holocene Drilling, Inc.Drilling
Method Hollow-stem Auger217/24/20177/24/2017
Groundwater
Date Measured
Logged By
Depth to
Water (ft)Elevation (ft)
Yes
Elevation (feet)445440435430425Depth (feet)0
5
10
15
20
FIELD DATA
GroupClassificationIntervalCollected SampleWater LevelGraphic LogMATERIAL
DESCRIPTION
Sample NameTestingBlows/footRecovered (in)Sheet 1 of 1Project Number:
Project Location:
Project:
Federal Way, Washington
22247-003-00
Log of Boring B-1N
Proposed Greenline Business Park
Figure B-9
Date:8/9/17 Path:P:\22\22247003\GINT\2224700300.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%FFinesContent (%)REMARKS
MoistureContent (%)
SM
SM
Brown silty fine to medium sand with gravel
(medium dense, moist) (weathered till)
Brown-gray silty fine to medium sand with gravel
(very dense, moist to wet) (till)
Becomes gray
1
SA
2
SA
3
4
5
28
50/3"
90
50/5"
50/6"
10
18
0
12
44
35
Sampler bounced at 17½ feet
Groundwater observed at 17½ feet at time of
exploration
11
8
Note: See Figure B-1 for explanation of symbols.
Coordinates Data Source: Horizontal approximated based on Google Earth, Vertical approximated based on DEM
Drilled
Hammer
Data
System
Datum
Notes:
Surface Elevation (ft)
Vertical Datum
Easting (X)
Northing (Y)
Diedrich D50 Track RigAutomatic
140 (lbs) / 30 (in) Drop
Drilling
Equipment461
NAVD88
1277810
116700
WA State Plane North
NAD83 (feet)
Total
Depth (ft)
Start End
Checked By SWH
CRG Driller Holocene Drilling, Inc.Drilling
Method Hollow-stem Auger217/24/20177/24/2017
Groundwater
Date Measured
Logged By
Depth to
Water (ft)Elevation (ft)
Yes
Elevation (feet)460455450445440Depth (feet)0
5
10
15
20
FIELD DATA
GroupClassificationIntervalCollected SampleWater LevelGraphic LogMATERIAL
DESCRIPTION
Sample NameTestingBlows/footRecovered (in)Sheet 1 of 1Project Number:
Project Location:
Project:
Federal Way, Washington
22247-003-00
Log of Boring B-2N
Proposed Greenline Business Park
Figure B-10
Date:8/9/17 Path:P:\22\22247003\GINT\2224700300.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%FFinesContent (%)REMARKS
MoistureContent (%)
SM
SM
Brown silty fine to coarse sand with gravel (very
loose, dry)
Gray silty fine to medium sand with gravel (very
dense, moist to wet) (till)
1
SA
2
SA
3
4
5
1
67
86/11"
88/11"
93/8"
3
14
15
15
32
34
Very rough drilling at 5 feet
Groundwater observed at 20 feet at time of
exploration
9
9
Note: See Figure B-1 for explanation of symbols.
Coordinates Data Source: Horizontal approximated based on Google Earth, Vertical approximated based on DEM
Drilled
Hammer
Data
System
Datum
Notes:
Surface Elevation (ft)
Vertical Datum
Easting (X)
Northing (Y)
Diedrich D50 Track RigAutomatic
140 (lbs) / 30 (in) Drop
Drilling
Equipment457
NAVD88
1278350
116680
WA State Plane North
NAD83 (feet)
Total
Depth (ft)
Start End
Checked By SWH
CRG Driller Holocene Drilling, Inc.Drilling
Method Hollow-stem Auger21.257/24/20177/24/2017
Groundwater
Date Measured
Logged By
Depth to
Water (ft)Elevation (ft)
Yes
Elevation (feet)455450445440Depth (feet)0
5
10
15
20
FIELD DATA
GroupClassificationIntervalCollected SampleWater LevelGraphic LogMATERIAL
DESCRIPTION
Sample NameTestingBlows/footRecovered (in)Sheet 1 of 1Project Number:
Project Location:
Project:
Federal Way, Washington
22247-003-00
Log of Boring B-3N
Proposed Greenline Business Park
Figure B-11
Date:8/9/17 Path:P:\22\22247003\GINT\2224700300.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%FFinesContent (%)REMARKS
MoistureContent (%)
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERS
U.S. STANDARD SIEVE SIZE
SAND SILT OR CLAYCOBBLES
GRAVEL
COARSE MEDIUM FINECOARSEFINE
Exploration
Number
Depth
(feet)Soil Description
TP-1N
TP-4N
TP-4N
TP-5N
4
2.5
8.5
3.5
Silty fine to coarse gravel with sand (GM)
Sandy silt (ML)
Silty fine to medium sand with gravel (SM)
Silty fine to medium sand (SM)
Symbol
Moisture
(%)
10
19
14
8
3/8”3”1.5”#4 #10 #20 #40 #60 #1003/4”Figure B-12Sieve Analysis ResultsProposedGreenlineBusiness ParkFederal Way, Washington22247-003-00 Date Exported: 07/27/17
Note:This report may not be reproduced,except in full,without written approval of GeoEngineers,Inc.Test results are applicable only to the specific sample on which they were
performed,and should not be interpreted as representative of any other samples obtained at other times,depths or locations,or generated by separate operations or processes.
The grain size analysis results were obtained in general accordance with ASTM D 6913.
#200
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERS
U.S. STANDARD SIEVE SIZE
SAND SILT OR CLAYCOBBLES
GRAVEL
COARSE MEDIUM FINECOARSEFINE
Exploration
Number
Depth
(feet)Soil Description
TP-5N
TP-6N
TP-6N
TP-7N
6.5
2.5
7.5
3.5
Fine to medium sand with silt (SP-SM)
Silty fine to coarse sand with gravel (SM)
Silty fine sand with gravel (SM)
Sandy silt (ML)
Symbol
Moisture
(%)
5
10
7
20
3/8”3”1.5”#4 #10 #20 #40 #60 #1003/4”Figure B-13Sieve Analysis Results22247-003-00 Date Exported: 07/27/17
Note:This report may not be reproduced,except in full,without written approval of GeoEngineers,Inc.Test results are applicable only to the specific sample on which they were
performed,and should not be interpreted as representative of any other samples obtained at other times,depths or locations,or generated by separate operations or processes.
The grain size analysis results were obtained in general accordance with ASTM D 6913.
#200
Proposed GreenlineBusiness ParkFederal Way, Washington
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERS
U.S. STANDARD SIEVE SIZE
SAND SILT OR CLAYCOBBLES
GRAVEL
COARSE MEDIUM FINECOARSEFINE
Exploration
Number
Depth
(feet)Soil Description
B-2N
B-2N
B-3N
2.5
7.5
7.5
Silty fine to medium sand with gravel (SM)
Silty fine to medium sand with gravel (SM)
Silty fine sand with gravel (SM)
Symbol
Moisture
(%)
11
8
9
3/8”3”1.5”#4 #10 #20 #40 #60 #1003/4”Figure B-14Sieve Analysis Results22247-003-00 Date Exported: 08/01/17
Note:This report may not be reproduced,except in full,without written approval of GeoEngineers,Inc.Test results are applicable only to the specific sample on which they were
performed,and should not be interpreted as representative of any other samples obtained at other times,depths or locations,or generated by separate operations or processes.
The grain size analysis results were obtained in general accordance with ASTM D 6913.
#200
Proposed GreenlineBusiness ParkFederal Way, Washington
APPENDIX C
Explorations and Laboratory Results – July 2016
1
SA
2
3
6 inches forest duff
Brown silt with sand, occasional gravel and cobbles
(medium stiff, moist) (weathered till)
Gray brown silty fine to medium sand with occasional gravel
(dense, moist) (glacial till)
Grades with occasional cobbles
Test pit completed at 7 feet
No groundwater seepage observed
No caving observed
DUF
ML
SM
17 60
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:7/20/16 Path:P:\9\9745002\GINT\974500200.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-1
KG Investment, Building "A" Site
Federal Way, Washington
9745-002-00
Project:
Project Location:
Project Number:Figure A-2
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
6
7Elevation (feet)519518517516515514513Sample NameTestingMATERIAL
DESCRIPTION
GroupClassificationGraphic LogSAMPLE
REMARKS
MoistureContent (%)FinesContent (%)MoistureContent (%)WA State Plane,North
NAD83 (feet)
Date
Excavated 7/6/2016 Total
Depth (ft)7 Checked By SWH
Logged By YZ Excavator Excavation
Equipment
Kumatsu WB-140 Rubber
Tired Backhoe
Surface Elevation (ft)
Vertical Datum
520
NAVD88
Easting (X)
Northing (Y)
1194490
726100
System
Datum
Kelly's Excavating
1
2
6-inch thick forest duff and 0.5- to 1-inch roots
Brown silty fine to medium sand with occasional gravel and
cobbles (medium dense, moist) (weathered till)
Gray silty fine to medium sand with occasional gravel,
cobbles and boulders (dense, moist) (glacial till)
Test pit completed at 7 feet
No groundwater seepage observed
No caving observed
DUF
SM
SM
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:7/20/16 Path:P:\9\9745002\GINT\974500200.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-2
KG Investment, Building "A" Site
Federal Way, Washington
9745-002-00
Project:
Project Location:
Project Number:Figure A-3
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
6
7Elevation (feet)424423422421420419418Sample NameTestingMATERIAL
DESCRIPTION
GroupClassificationGraphic LogSAMPLE
REMARKS
MoistureContent (%)FinesContent (%)MoistureContent (%)WA State Plane,North
NAD83 (feet)
Date
Excavated 7/6/2016 Total
Depth (ft)7 Checked By SWH
Logged By YZ Excavator Excavation
Equipment
Kumatsu WB-140 Rubber
Tired Backhoe
Surface Elevation (ft)
Vertical Datum
425
NAVD88
Easting (X)
Northing (Y)
1194454
725928
System
Datum
Kelly's Excavating
1
2
SA
6 inches forest duff
Light brown silty fine to medium sand with gravel (loose to
medium dense, moist) (fill)
Brownish gray silty gravel with sand (dense to very dense,
moist) (glacial till)
Test pit completed at 6 feet
No groundwater seepage observed
No caving observed
DUF
SM
GM
8 25
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:7/20/16 Path:P:\9\9745002\GINT\974500200.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-3
KG Investment, Building "A" Site
Federal Way, Washington
9745-002-00
Project:
Project Location:
Project Number:Figure A-4
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
6Elevation (feet)519518517516515514Sample NameTestingMATERIAL
DESCRIPTION
GroupClassificationGraphic LogSAMPLE
REMARKS
MoistureContent (%)FinesContent (%)MoistureContent (%)WA State Plane,North
NAD83 (feet)
Date
Excavated 7/6/2016 Total
Depth (ft)6 Checked By SWH
Logged By DM Excavator Excavation
Equipment
Kumatsu WB-140 Rubber
Tired Backhoe
Surface Elevation (ft)
Vertical Datum
520
NAVD88
Easting (X)
Northing (Y)
1194199
725168
System
Datum
Kelly's Excavating
1
2
3
5 inches thick forest duff, small roots
Brown silty fine to medium sand with occasional gravel and
cobbles (loose to medium dense, moist) (weathered till)
Brown gray silty fine to medium sand with occasional gravel
and cobbles (dense, moist) (glacial till)
Test pit completed at 7 feet
No groundwater seepage observed
No caving observed
SM
SM
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:7/20/16 Path:P:\9\9745002\GINT\974500200.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-4
KG Investment, Building "A" Site
Federal Way, Washington
9745-002-00
Project:
Project Location:
Project Number:Figure A-5
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
6
7Elevation (feet)519518517516515514513Sample NameTestingMATERIAL
DESCRIPTION
GroupClassificationGraphic LogSAMPLE
REMARKS
MoistureContent (%)FinesContent (%)MoistureContent (%)WA State Plane,North
NAD83 (feet)
Date
Excavated 7/6/2016 Total
Depth (ft)7 Checked By SWH
Logged By KM Excavator Excavation
Equipment
Kumatsu WB-140 Rubber
Tired Backhoe
Surface Elevation (ft)
Vertical Datum
520
NAVD88
Easting (X)
Northing (Y)
1194370
725708
System
Datum
Kelly's Excavating
1
2
8 inches forest duff, roots 0.5 to 2 inches thick
Grayish brown silty fine to medium sand with occasional
gravel (medium dense to dense, moist) (weathered till)
Brownish gray silty fine to medium sand with occasional
gravel (dense to very dense, moist) (glacial till)
Test pit completed at 5.5 feet
No groundwater seepage observed
No caving observed
DUF
SM
SM
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:7/20/16 Path:P:\9\9745002\GINT\974500200.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-5
KG Investment, Building "A" Site
Federal Way, Washington
9745-002-00
Project:
Project Location:
Project Number:Figure A-6
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5Elevation (feet)509508507506505Sample NameTestingMATERIAL
DESCRIPTION
GroupClassificationGraphic LogSAMPLE
REMARKS
MoistureContent (%)FinesContent (%)MoistureContent (%)WA State Plane,North
NAD83 (feet)
Date
Excavated 7/6/2016 Total
Depth (ft)5.5 Checked By SWH
Logged By YZ Excavator Excavation
Equipment
Kumatsu WB-140 Rubber
Tired Backhoe
Surface Elevation (ft)
Vertical Datum
510
NAVD88
Easting (X)
Northing (Y)
1194321
725490
System
Datum
Kelly's Excavating
1
2
6 inches forest duff, roots 0.5 to 2 inches thick
Brown gray silty fine to medium sand with occasional gravel
and cobbles (medium dense, moist) (weathered till)
Gray silty fine to medium sand with occasional gravel,
cobbles, boulders (very dense, moist) (glacial till)
Test pit completed at 7 feet
No groundwater seepage observed
No caving observed
DUF
SM
SM
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:7/20/16 Path:P:\9\9745002\GINT\974500200.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-6
KG Investment, Building "A" Site
Federal Way, Washington
9745-002-00
Project:
Project Location:
Project Number:Figure A-7
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
6
7Elevation (feet)529528527526525524523Sample NameTestingMATERIAL
DESCRIPTION
GroupClassificationGraphic LogSAMPLE
REMARKS
MoistureContent (%)FinesContent (%)MoistureContent (%)WA State Plane,North
NAD83 (feet)
Date
Excavated 7/6/2016 Total
Depth (ft)7 Checked By SWH
Logged By YZ Excavator Excavation
Equipment
Kumatsu WB-140 Rubber
Tired Backhoe
Surface Elevation (ft)
Vertical Datum
530
NAVD88
Easting (X)
Northing (Y)
1194610
726105
System
Datum
Kelly's Excavating
1
2
3
6 inches forest duff
Brown silty fine to medium sand with gravel, cobbles and
organics (medium dense, moist) (weathered till)
Brownish gray silty fine to medium sand with gravel, cobbles
and boulder (dense to very dense, moist) (glacial till)
Test pit completed at 7 feet
No groundwater seepage observed
No caving observed
DUF
SM
SM
Grades to gray and very dense
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:7/20/16 Path:P:\9\9745002\GINT\974500200.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-7
KG Investment, Building "A" Site
Federal Way, Washington
9745-002-00
Project:
Project Location:
Project Number:Figure A-8
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
6
7Elevation (feet)449448447446445444443Sample NameTestingMATERIAL
DESCRIPTION
GroupClassificationGraphic LogSAMPLE
REMARKS
MoistureContent (%)FinesContent (%)MoistureContent (%)WA State Plane,North
NAD83 (feet)
Date
Excavated 7/6/2016 Total
Depth (ft)7 Checked By SWH
Logged By YZ Excavator Excavation
Equipment
Kumatsu WB-140 Rubber
Tired Backhoe
Surface Elevation (ft)
Vertical Datum
450
NAVD88
Easting (X)
Northing (Y)
1194790
725933
System
Datum
Kelly's Excavating
1
2
SA
3
6 inches forest duff, roots 0.5 to 3 inches thick
Brown silty fine to medium sand with occasional gravel
(medium dense, moist) (weathered till)
Grayish brown silty fine to medium sand with occasional
gravel (dense to very dense, moist) (glacial till)
Test pit completed at 5.5 feet
No groundwater seepage observed
No caving observed
DUF
SM
SM
11 40
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:7/20/16 Path:P:\9\9745002\GINT\974500200.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-8
KG Investment, Building "A" Site
Federal Way, Washington
9745-002-00
Project:
Project Location:
Project Number:Figure A-9
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5Elevation (feet)464463462461460Sample NameTestingMATERIAL
DESCRIPTION
GroupClassificationGraphic LogSAMPLE
REMARKS
MoistureContent (%)FinesContent (%)MoistureContent (%)WA State Plane,North
NAD83 (feet)
Date
Excavated 7/6/2016 Total
Depth (ft)5.5 Checked By SWH
Logged By YZ Excavator Excavation
Equipment
Kumatsu WB-140 Rubber
Tired Backhoe
Surface Elevation (ft)
Vertical Datum
465
NAVD88
Easting (X)
Northing (Y)
1194584
725788
System
Datum
Kelly's Excavating
1
2
3
2 inches forest duff, roots
Dark brown silty fine to medium sand with occasional gravel
(medium dense, moist) (weathered till)
Grayish brown silty fine to medium sand with occasional
gravel and cobbles (dense, moist) (glacial till)
Boulder at 5 feet
Test pit completed at 6 feet
No groundwater seepage observed
No caving observed
DUF
SM
SM
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:7/20/16 Path:P:\9\9745002\GINT\974500200.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-9
KG Investment, Building "A" Site
Federal Way, Washington
9745-002-00
Project:
Project Location:
Project Number:Figure A-10
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
6Elevation (feet)474473472471470469Sample NameTestingMATERIAL
DESCRIPTION
GroupClassificationGraphic LogSAMPLE
REMARKS
MoistureContent (%)FinesContent (%)MoistureContent (%)WA State Plane,North
NAD83 (feet)
Date
Excavated 7/6/2016 Total
Depth (ft)6 Checked By SWH
Logged By YZ Excavator Excavation
Equipment
Kumatsu WB-140 Rubber
Tired Backhoe
Surface Elevation (ft)
Vertical Datum
475
NAVD88
Easting (X)
Northing (Y)
1194468
725553
System
Datum
Kelly's Excavating
1
2
6 inches forest duff
Brown silty fine to medium sand with occasional gravel and
cobbles (medium dense, moist) (weathered till)
Grayish brown silty fine to medium sand with gravel and
cobbles (dense, moist) (glacial till)
Test pit completed at 6.5 feet
No groundwater seepage observed
No caving observed
DUF
SM
SM
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:7/20/16 Path:P:\9\9745002\GINT\974500200.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-10
KG Investment, Building "A" Site
Federal Way, Washington
9745-002-00
Project:
Project Location:
Project Number:Figure A-11
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
6Elevation (feet)499498497496495494Sample NameTestingMATERIAL
DESCRIPTION
GroupClassificationGraphic LogSAMPLE
REMARKS
MoistureContent (%)FinesContent (%)MoistureContent (%)WA State Plane,North
NAD83 (feet)
Date
Excavated 7/6/2016 Total
Depth (ft)6.5 Checked By SWH
Logged By YZ Excavator Excavation
Equipment
Kumatsu WB-140 Rubber
Tired Backhoe
Surface Elevation (ft)
Vertical Datum
500
NAVD88
Easting (X)
Northing (Y)
1194621
725417
System
Datum
Kelly's Excavating
1
2
6 inches forest duff
Brown silty fine to medium sand with occasional gravel and
cobbles (medium dense, moist) (weathered till)
Gray silty fine to medium sand with occasional gravel and
cobbles (dense, moist) (glacial till)
With occasional boulders at 6 feet
Test pit completed at 6 feet
No groundwater seepage observed
No caving observed
DUF
SM
SM
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:7/20/16 Path:P:\9\9745002\GINT\974500200.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-11
KG Investment, Building "A" Site
Federal Way, Washington
9745-002-00
Project:
Project Location:
Project Number:Figure A-12
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
6Elevation (feet)449448447446445444Sample NameTestingMATERIAL
DESCRIPTION
GroupClassificationGraphic LogSAMPLE
REMARKS
MoistureContent (%)FinesContent (%)MoistureContent (%)WA State Plane,North
NAD83 (feet)
Date
Excavated 7/6/2016 Total
Depth (ft)6 Checked By SWH
Logged By YZ Excavator Excavation
Equipment
Kumatsu WB-140 Rubber
Tired Backhoe
Surface Elevation (ft)
Vertical Datum
450
NAVD88
Easting (X)
Northing (Y)
1195005
726133
System
Datum
Kelly's Excavating
1
2
Forest duff, 6 inches, roots up to 4 inches
Grayish brown silty fine to medium sand with occasional
gravel and cobbles (dense, moist) (weathered till)
Gray silty fine to medium sand with gravel and cobbles
(dense, moist) (glacial till)
Test pit completed at 6 feet
No groundwater seepage observed
No caving observed
DUF
SM
SM
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:7/20/16 Path:P:\9\9745002\GINT\974500200.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-12
KG Investment, Building "A" Site
Federal Way, Washington
9745-002-00
Project:
Project Location:
Project Number:Figure A-13
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
6Elevation (feet)459458457456455454Sample NameTestingMATERIAL
DESCRIPTION
GroupClassificationGraphic LogSAMPLE
REMARKS
MoistureContent (%)FinesContent (%)MoistureContent (%)WA State Plane,North
NAD83 (feet)
Date
Excavated 7/6/2016 Total
Depth (ft)6 Checked By SWH
Logged By YZ Excavator Excavation
Equipment
Kumatsu WB-140 Rubber
Tired Backhoe
Surface Elevation (ft)
Vertical Datum
460
NAVD88
Easting (X)
Northing (Y)
1195038
725924
System
Datum
Kelly's Excavating
1
2
6 inches forest duff
Grayish brown silty fine to medium sand with occasional
gravel and cobbles (dense, moist) (weathered till)
Gray silty fine to medium sand with occasional gravel and
cobbles (very dense, moist) (glacial till)
Test pit completed at 7 feet
No groundwater seepage observed
No caving observed
DUF
SM
SM
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:7/20/16 Path:P:\9\9745002\GINT\974500200.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-13
KG Investment, Building "A" Site
Federal Way, Washington
9745-002-00
Project:
Project Location:
Project Number:Figure A-14
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
6
7Elevation (feet)444443442441440439438Sample NameTestingMATERIAL
DESCRIPTION
GroupClassificationGraphic LogSAMPLE
REMARKS
MoistureContent (%)FinesContent (%)MoistureContent (%)WA State Plane,North
NAD83 (feet)
Date
Excavated 7/6/2016 Total
Depth (ft)7 Checked By SWH
Logged By YZ Excavator Excavation
Equipment
Kumatsu WB-140 Rubber
Tired Backhoe
Surface Elevation (ft)
Vertical Datum
445
NAVD88
Easting (X)
Northing (Y)
1194805
725783
System
Datum
Kelly's Excavating
1
2
Forest duff 12 inches, roots up to 1 inch
Brown silty fine to medium sand with occasional gravel and
cobbles (medium dense, moist) (weathered till)
Brown gray silty sand with occasional gravel (dense, moist)
(glacial till)
Test pit completed at 6 feet
No groundwater seepage observed
No caving observed
DUF
SM
SM
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:7/20/16 Path:P:\9\9745002\GINT\974500200.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-14
KG Investment, Building "A" Site
Federal Way, Washington
9745-002-00
Project:
Project Location:
Project Number:Figure A-15
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
6Elevation (feet)449448447446445444Sample NameTestingMATERIAL
DESCRIPTION
GroupClassificationGraphic LogSAMPLE
REMARKS
MoistureContent (%)FinesContent (%)MoistureContent (%)WA State Plane,North
NAD83 (feet)
Date
Excavated 7/7/2016 Total
Depth (ft)6 Checked By SWH
Logged By YZ Excavator Excavation
Equipment
Kumatsu WB-140 Rubber
Tired Backhoe
Surface Elevation (ft)
Vertical Datum
450
NAVD88
Easting (X)
Northing (Y)
1194778
725568
System
Datum
Kelly's Excavating
1
2
Forest duff, 12 inches
Grayish brown silty fine to medium sand with occasional
gravel (loose to medium dense, dry to moist) (fill)
Brownish gray silty fine to medium sand with occasional
gravel (dense to very dense, moist) (glacial till)
Test pit completed at 5.5 feet
No groundwater seepage observed
No caving observed
DUF
SM
SM
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:7/20/16 Path:P:\9\9745002\GINT\974500200.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-15
KG Investment, Building "A" Site
Federal Way, Washington
9745-002-00
Project:
Project Location:
Project Number:Figure A-16
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5Elevation (feet)474473472471470Sample NameTestingMATERIAL
DESCRIPTION
GroupClassificationGraphic LogSAMPLE
REMARKS
MoistureContent (%)FinesContent (%)MoistureContent (%)WA State Plane,North
NAD83 (feet)
Date
Excavated 7/5/2016 Total
Depth (ft)5.5 Checked By SWH
Logged By YZ Excavator Excavation
Equipment
Kumatsu WB-140 Rubber
Tired Backhoe
Surface Elevation (ft)
Vertical Datum
475
NAVD88
Easting (X)
Northing (Y)
1194837
725415
System
Datum
Kelly's Excavating
1
2
8 inches forest duff
Light brown silty fine to medium sand with occasional gravel
(loose to medium dense, moist) (fill)
Grayish brown silty fine to medium sand with occasional
gravel (medium dense to dense, moist) (weathered
glacial till)
Brownish gray silty fine to medium sand with occasional
gravel (dense to very dense, moist) (glacial till)
Test pit completed at 6 feet
No groundwater seepage observed
No caving observed
DUF
SM
SM
SM
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:7/20/16 Path:P:\9\9745002\GINT\974500200.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-16
KG Investment, Building "A" Site
Federal Way, Washington
9745-002-00
Project:
Project Location:
Project Number:Figure A-17
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
6Elevation (feet)499498497496495494Sample NameTestingMATERIAL
DESCRIPTION
GroupClassificationGraphic LogSAMPLE
REMARKS
MoistureContent (%)FinesContent (%)MoistureContent (%)WA State Plane,North
NAD83 (feet)
Date
Excavated 7/6/2016 Total
Depth (ft)6 Checked By SWH
Logged By DM Excavator Excavation
Equipment
Kumatsu WB-140 Rubber
Tired Backhoe
Surface Elevation (ft)
Vertical Datum
500
NAVD88
Easting (X)
Northing (Y)
1194079
724728
System
Datum
Kelly's Excavating
1
2
10 inches forest duff
Light brown silty fine to medium sand with occasional gravel
(loose to medium dense, moist) (weathered glacial till)
Becomes grayish brown and medium dense to dense
Brownish gray silty fine to medium sand with occasional
gravel (dense to very dense, moist) (glacial till)
Test pit completed at 8 feet
No groundwater seepage observed
No caving observed
DUF
SM
SM
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:7/20/16 Path:P:\9\9745002\GINT\974500200.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-17
KG Investment, Building "A" Site
Federal Way, Washington
9745-002-00
Project:
Project Location:
Project Number:Figure A-18
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
6
7
8Elevation (feet)509508507506505504503502Sample NameTestingMATERIAL
DESCRIPTION
GroupClassificationGraphic LogSAMPLE
REMARKS
MoistureContent (%)FinesContent (%)MoistureContent (%)WA State Plane,North
NAD83 (feet)
Date
Excavated 7/6/2016 Total
Depth (ft)8 Checked By SWH
Logged By DM Excavator Excavation
Equipment
Kumatsu WB-140 Rubber
Tired Backhoe
Surface Elevation (ft)
Vertical Datum
510
NAVD88
Easting (X)
Northing (Y)
1194137
724957
System
Datum
Kelly's Excavating
6 inches forest duff
Grayish brown with slight oxidation staining silty fine to
medium sand with occasional gravel (medium dense,
moist) (weathered glacial till)
Brownish gray silty fine to medium sand with occasional
gravel (dense, moist) (glacial till)
Test pit completed at 4 feet
No groundwater seepage observed
No caving observed
DUF
SM
SM
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:7/20/16 Path:P:\9\9745002\GINT\974500200.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-18
KG Investment, Building "A" Site
Federal Way, Washington
9745-002-00
Project:
Project Location:
Project Number:Figure A-19
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4Elevation (feet)489488487486Sample NameTestingMATERIAL
DESCRIPTION
GroupClassificationGraphic LogSAMPLE
REMARKS
MoistureContent (%)FinesContent (%)MoistureContent (%)WA State Plane,North
NAD83 (feet)
Date
Excavated 7/5/2016 Total
Depth (ft)4 Checked By SWH
Logged By DM Excavator Excavation
Equipment
Kumatsu WB-140 Rubber
Tired Backhoe
Surface Elevation (ft)
Vertical Datum
490
NAVD88
Easting (X)
Northing (Y)
1195102
725785
System
Datum
Kelly's Excavating
1
2
SA
8 inches forest duff, root depth 12 inches
Grayish brown with oxidation staining silty fine to medium
sand with occasional gravel (medium dense to dense,
moist) (weathered glacial till)
Brownish gray silty fine to medium sand with occasional
gravel (dense to very dense, moist) (glacial till)
Test pit completed at 6 feet
No groundwater seepage observed
No caving observed
DUF
SM
SM
7 28
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:7/20/16 Path:P:\9\9745002\GINT\974500200.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-19
KG Investment, Building "A" Site
Federal Way, Washington
9745-002-00
Project:
Project Location:
Project Number:Figure A-20
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
6Elevation (feet)484483482481480479Sample NameTestingMATERIAL
DESCRIPTION
GroupClassificationGraphic LogSAMPLE
REMARKS
MoistureContent (%)FinesContent (%)MoistureContent (%)WA State Plane,North
NAD83 (feet)
Date
Excavated 7/5/2016 Total
Depth (ft)6 Checked By SWH
Logged By DM Excavator Excavation
Equipment
Kumatsu WB-140 Rubber
Tired Backhoe
Surface Elevation (ft)
Vertical Datum
485
NAVD88
Easting (X)
Northing (Y)
1195026
725565
System
Datum
Kelly's Excavating
1
2
6 inches forest duff
Light brown silty fine to medium sand with gravel (loose to
medium dense, moist) (fill)
6 inches buried forest duff horizon
Grayish brown with oxidation staining silty fine to medium
sand with occasional gravel (medium dense to dense,
moist) (weathered glacial till)
Brownish gray silty fine to medium sand with occasional
gravel (dense to very dense, moist) (glacial till)
Test pit completed at 6 feet
No groundwater seepage observed
No caving observed
DUF
SM
DUF
SM
SM
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:7/20/16 Path:P:\9\9745002\GINT\974500200.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-20
KG Investment, Building "A" Site
Federal Way, Washington
9745-002-00
Project:
Project Location:
Project Number:Figure A-21
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
6Elevation (feet)489488487486485484Sample NameTestingMATERIAL
DESCRIPTION
GroupClassificationGraphic LogSAMPLE
REMARKS
MoistureContent (%)FinesContent (%)MoistureContent (%)WA State Plane,North
NAD83 (feet)
Date
Excavated 7/5/2016 Total
Depth (ft)6 Checked By SWH
Logged By DM Excavator Excavation
Equipment
Kumatsu WB-140 Rubber
Tired Backhoe
Surface Elevation (ft)
Vertical Datum
490
NAVD88
Easting (X)
Northing (Y)
1195201
725453
System
Datum
Kelly's Excavating
1
2
Forest duff 6 inches thick, roots up to 2 inches thick
Brown silty fine to medium sand with occasional gravel and
cobbles (medium dense, moist) (weathered till)
Brownish gray silty fine to medium sand with gravel and
occasional cobbles (dense, moist) (glacial till)
Test pit completed at 6 feet
No groundwater seepage observed
No caving observed
DUF
SM
SM
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:7/20/16 Path:P:\9\9745002\GINT\974500200.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-21
KG Investment, Building "A" Site
Federal Way, Washington
9745-002-00
Project:
Project Location:
Project Number:Figure A-22
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
6Elevation (feet)574573572571570569Sample NameTestingMATERIAL
DESCRIPTION
GroupClassificationGraphic LogSAMPLE
REMARKS
MoistureContent (%)FinesContent (%)MoistureContent (%)WA State Plane,North
NAD83 (feet)
Date
Excavated 7/7/2016 Total
Depth (ft)6 Checked By SWH
Logged By YZ Excavator Excavation
Equipment
Kumatsu WB-140 Rubber
Tired Backhoe
Surface Elevation (ft)
Vertical Datum
575
NAVD88
Easting (X)
Northing (Y)
1195420
726107
System
Datum
Kelly's Excavating
1
2
Forest duff 3 inches thick
Grayish brown fine to medium sand with occasional gravel
and cobbles (medium dense, moist) (weathered till)
Grayish brown silty fine to medium sand with gravel and
cobbles (dense, moist) (glacial till)
Test pit completed at 6 feet
No groundwater seepage observed
No caving observed
DUF
SM
SM
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:7/20/16 Path:P:\9\9745002\GINT\974500200.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-22
KG Investment, Building "A" Site
Federal Way, Washington
9745-002-00
Project:
Project Location:
Project Number:Figure A-23
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
6Elevation (feet)489488487486485484Sample NameTestingMATERIAL
DESCRIPTION
GroupClassificationGraphic LogSAMPLE
REMARKS
MoistureContent (%)FinesContent (%)MoistureContent (%)WA State Plane,North
NAD83 (feet)
Date
Excavated 7/7/2016 Total
Depth (ft)6 Checked By SWH
Logged By YZ Excavator Excavation
Equipment
Kumatsu WB-140 Rubber
Tired Backhoe
Surface Elevation (ft)
Vertical Datum
490
NAVD88
Easting (X)
Northing (Y)
1195610
725893
System
Datum
Kelly's Excavating
1
SA
2
1 inch forest duff, root depth 20 to 30 inches
Light brown silty fine to medium sand with gravel and
concrete debris (curb) and 2- to 3-inch tree roots (loose
to medium dense, dry to moist) (fill)
Brownish gray silty fine to medium sand with occasional
gravel (dense to very dense, moist) (glacial till)
Test pit completed at 9 feet
No groundwater seepage observed
Slight caving observed from 0 to 7 feet
DUF
SM
SM
9 30
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:7/20/16 Path:P:\9\9745002\GINT\974500200.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-23
KG Investment, Building "A" Site
Federal Way, Washington
9745-002-00
Project:
Project Location:
Project Number:Figure A-24
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
6
7
8
9Elevation (feet)479478477476475474473472471Sample NameTestingMATERIAL
DESCRIPTION
GroupClassificationGraphic LogSAMPLE
REMARKS
MoistureContent (%)FinesContent (%)MoistureContent (%)WA State Plane,North
NAD83 (feet)
Date
Excavated 7/5/2016 Total
Depth (ft)9 Checked By SWH
Logged By DM Excavator Excavation
Equipment
Kumatsu WB-140 Rubber
Tired Backhoe
Surface Elevation (ft)
Vertical Datum
480
NAVD88
Easting (X)
Northing (Y)
1195440
725781
System
Datum
Kelly's Excavating
1
2
6 inches forest duff, root depth 24 to 36 inches
Light brown silty fine to medium sand with gravel and tree
roots ½ to 4 inches diameter (loose to medium dense,
moist to dry) (fill)
Brownish gray silty fine to medium sand with occasional
gravel (dense to very dense, moist) (glacial till)
Test pit completed at 6 feet
No groundwater seepage observed
No caving observed
DUF
SM
SM
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:7/20/16 Path:P:\9\9745002\GINT\974500200.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-24
KG Investment, Building "A" Site
Federal Way, Washington
9745-002-00
Project:
Project Location:
Project Number:Figure A-25
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
6Elevation (feet)509508507506505504Sample NameTestingMATERIAL
DESCRIPTION
GroupClassificationGraphic LogSAMPLE
REMARKS
MoistureContent (%)FinesContent (%)MoistureContent (%)WA State Plane,North
NAD83 (feet)
Date
Excavated 7/5/2016 Total
Depth (ft)6 Checked By SWH
Logged By DM Excavator Excavation
Equipment
Kumatsu WB-140 Rubber
Tired Backhoe
Surface Elevation (ft)
Vertical Datum
510
NAVD88
Easting (X)
Northing (Y)
1195317
725576
System
Datum
Kelly's Excavating
1
2
3 inches forest duff, 20 to 30 inches root depth
Grayish brown with oxidation staining silty fine to medium
sand with occasional gravel and tree roots (medium
dense to dense, moist) (weathered glacial till)
Brownish gray with slight oxidation staining silty fine to
medium sand with occasional gravel (dense to very
dense, moist) (glacial till)
Test pit completed at 6 feet
No groundwater seepage observed
No caving observed
DUF
SM
SM
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:7/20/16 Path:P:\9\9745002\GINT\974500200.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-25
KG Investment, Building "A" Site
Federal Way, Washington
9745-002-00
Project:
Project Location:
Project Number:Figure A-26
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
6Elevation (feet)529528527526525524Sample NameTestingMATERIAL
DESCRIPTION
GroupClassificationGraphic LogSAMPLE
REMARKS
MoistureContent (%)FinesContent (%)MoistureContent (%)WA State Plane,North
NAD83 (feet)
Date
Excavated 7/5/2016 Total
Depth (ft)6 Checked By SWH
Logged By DM Excavator Excavation
Equipment
Kumatsu WB-140 Rubber
Tired Backhoe
Surface Elevation (ft)
Vertical Datum
530
NAVD88
Easting (X)
Northing (Y)
1195392
725394
System
Datum
Kelly's Excavating
1
2
Forest duff 6 inches thick
Gray silty fine to medium sand with occasional gravel and
cobbles (medium dense, moist) (weathered till)
Brownish gray silty fine to medium sand with occasional
gravel, cobbles and boulder (very dense, moist) (glacial
till)
Test pit completed at 6.5 feet
No groundwater seepage observed
No caving observed
DUF
SM
SM
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:7/20/16 Path:P:\9\9745002\GINT\974500200.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-26
KG Investment, Building "A" Site
Federal Way, Washington
9745-002-00
Project:
Project Location:
Project Number:Figure A-27
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
6Elevation (feet)509508507506505504Sample NameTestingMATERIAL
DESCRIPTION
GroupClassificationGraphic LogSAMPLE
REMARKS
MoistureContent (%)FinesContent (%)MoistureContent (%)WA State Plane,North
NAD83 (feet)
Date
Excavated 7/7/2016 Total
Depth (ft)6.5 Checked By SWH
Logged By YZ Excavator Excavation
Equipment
Kumatsu WB-140 Rubber
Tired Backhoe
Surface Elevation (ft)
Vertical Datum
510
NAVD88
Easting (X)
Northing (Y)
1195894
726028
System
Datum
Kelly's Excavating
1
2
SA
Forest duff 6 inches thick
Brown silty fine to medium sand with occasional gravel and
cobbles (medium dense, moist) (weathered till)
Gray silty fine to coarse gravel with sand, cobbles and
boulder (dense, moist) (glacial till)
Test pit completed at 6 feet
No groundwater seepage observed
No caving observed
DUF
SM
SM
8 21
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:7/20/16 Path:P:\9\9745002\GINT\974500200.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-27
KG Investment, Building "A" Site
Federal Way, Washington
9745-002-00
Project:
Project Location:
Project Number:Figure A-28
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
6Elevation (feet)549548547546545544Sample NameTestingMATERIAL
DESCRIPTION
GroupClassificationGraphic LogSAMPLE
REMARKS
MoistureContent (%)FinesContent (%)MoistureContent (%)WA State Plane,North
NAD83 (feet)
Date
Excavated 7/7/2016 Total
Depth (ft)6 Checked By SWH
Logged By YZ Excavator Excavation
Equipment
Kumatsu WB-140 Rubber
Tired Backhoe
Surface Elevation (ft)
Vertical Datum
550
NAVD88
Easting (X)
Northing (Y)
1195924
725945
System
Datum
Kelly's Excavating
1
2
Forest duff 12 inches
Brown silty fine to medium sand with occasional gravel and
cobbles (medium dense, moist) (weathered till)
Brownish gray silty fine to medium sand with gravel and
cobbles (dense, moist) (glacial till)
Test pit completed at 6 feet
No groundwater seepage observed
No caving observed
DUF
SM
SM
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:7/20/16 Path:P:\9\9745002\GINT\974500200.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-28
KG Investment, Building "A" Site
Federal Way, Washington
9745-002-00
Project:
Project Location:
Project Number:Figure A-29
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
6Elevation (feet)539538537536535534Sample NameTestingMATERIAL
DESCRIPTION
GroupClassificationGraphic LogSAMPLE
REMARKS
MoistureContent (%)FinesContent (%)MoistureContent (%)WA State Plane,North
NAD83 (feet)
Date
Excavated 7/7/2016 Total
Depth (ft)6 Checked By SWH
Logged By YZ Excavator Excavation
Equipment
Kumatsu WB-140 Rubber
Tired Backhoe
Surface Elevation (ft)
Vertical Datum
540
NAVD88
Easting (X)
Northing (Y)
1195740
726047
System
Datum
Kelly's Excavating
1
2
3
Forest duff 6 inches
Brown silty fine to medium sand with occasional gravel and
cobbles (medium dense, moist) (weathered till)
Gray silty fine to medium sand with gravel, cobbles and
boulder (very dense, moist) (glacial till)
Test pit completed at 6 feet
No groundwater seepage observed
No caving observed
DUF
SM
SM
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:7/20/16 Path:P:\9\9745002\GINT\974500200.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-29
KG Investment, Building "A" Site
Federal Way, Washington
9745-002-00
Project:
Project Location:
Project Number:Figure A-30
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
6Elevation (feet)484483482481480479Sample NameTestingMATERIAL
DESCRIPTION
GroupClassificationGraphic LogSAMPLE
REMARKS
MoistureContent (%)FinesContent (%)MoistureContent (%)WA State Plane,North
NAD83 (feet)
Date
Excavated 7/7/2016 Total
Depth (ft)6 Checked By SWH
Logged By YZ Excavator Excavation
Equipment
Kumatsu WB-140 Rubber
Tired Backhoe
Surface Elevation (ft)
Vertical Datum
485
NAVD88
Easting (X)
Northing (Y)
1195880
725659
System
Datum
Kelly's Excavating
1
2
SA
Forest duff 12 inches
Light brown silty fine to medium sand with gravel (loose to
medium dense, moist) (fill)
Grayish brown silty fine to medium sand with occasional
gravel (medium dense to dense, moist) (weathered
glacial till)
Gray silty fine to medium sand with occasional gravel and
sandy lenses (dense to very dense, moist) (glacial till)
Test pit completed at 8 feet
No groundwater seepage observed
No caving observed
DUF
SM
SM
SM
10 34
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:7/20/16 Path:P:\9\9745002\GINT\974500200.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-30
KG Investment, Building "A" Site
Federal Way, Washington
9745-002-00
Project:
Project Location:
Project Number:Figure A-31
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
6
7
8Elevation (feet)514513512511510509508507Sample NameTestingMATERIAL
DESCRIPTION
GroupClassificationGraphic LogSAMPLE
REMARKS
MoistureContent (%)FinesContent (%)MoistureContent (%)WA State Plane,North
NAD83 (feet)
Date
Excavated 7/5/2016 Total
Depth (ft)8 Checked By SWH
Logged By YZ Excavator Excavation
Equipment
Kumatsu WB-140 Rubber
Tired Backhoe
Surface Elevation (ft)
Vertical Datum
515
NAVD88
Easting (X)
Northing (Y)
1195682
725570
System
Datum
Kelly's Excavating
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERS
U.S. STANDARD SIEVE SIZE
SAND SILT OR CLAYCOBBLES
GRAVEL
COARSE MEDIUM FINECOARSEFINE
Exploration
Number
Depth
(feet)Soil Description
TP-1
TP-3
TP-8
TP-23
3.5
5.5
3.5
1
Sandy silt (ML)
Silty gravel with sand (GM)
Silty sand with gravel (SM)
Silty sand with gravel (SM)
Symbol
Moisture
(%)
17.1
8.0
10.9
8.8
3/8”3”1.5”#4 #10 #20 #40 #60 #1003/4”Figure A-32Sieve-Hydrometer Analysis ResultsKG Investment, Building “A” SiteFederal Way, Washington9745-002-00 Date Exported: 07/14/16
Note:This report may not be reproduced,except in full,without written approval of GeoEngineers,Inc.Test results are applicable only to the specific sample on which they were
performed,and should not be interpreted as representative of any other samples obtained at other times,depths or locations,or generated by separate operations or processes.
The grain size analysis results were obtained in general accordance with ASTM D 422.
#200
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERS
U.S. STANDARD SIEVE SIZE
SAND SILT OR CLAYCOBBLES
GRAVEL
COARSE MEDIUM FINECOARSEFINE
Exploration
Number
Depth
(feet)Soil Description
TP-23
TP-27
1
2
Silty gravel with sand (GM)
Silty gravel with sand (GM)
Symbol
Moisture
(%)
8.8
8.2
3/8”3”1.5”#4 #10 #20 #40 #60 #1003/4”Figure A-33Sieve-Hydrometer Analysis Results9745-002-00 Date Exported: 07/14/16
Note:This report may not be reproduced,except in full,without written approval of GeoEngineers,Inc.Test results are applicable only to the specific sample on which they were
performed,and should not be interpreted as representative of any other samples obtained at other times,depths or locations,or generated by separate operations or processes.
The grain size analysis results were obtained in general accordance with ASTM D 6913.
#200
KG Investment, Building “A” SiteFederal Way, Washington
APPENDIX D
Explorations and Laboratory Results – August 2016
1
SA
2
DUF
ML
SM
Approximately 8 inches forest duff; 14-inch root depth
Grayish brown oxidation staining sandy silt with gravel and
cobbles (stiff to very stiff, moist) (weathered till)
Brownish gray silty fine to medium sand with occasional
gravel and cobbles (very dense, moist) (till)
Test pit completed at 5 feet
No groundwater seepage observed
No caving observed
Probe depth: 12 inches
Probe depth: less than 1 inch
5012
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:9/28/16 Path:P:\9\9745003\GINT\974500300.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-1
KG Investment Parcel, South Property
Federal Way, Washington
9745-003-00
Project:
Project Location:
Project Number:Figure A-2
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
SAMPLE
Graphic LogElevation (feet)26292628262726262625Sample NameTestingGroupClassificationEncountered WaterMATERIAL
DESCRIPTION REMARKS
FinesContent (%)MoistureContent (%)WA State Plane,South
NAD83
Date
Excavated 8/16/2016 Total
Depth (ft)5 Checked By SWH
Logged By DTM Excavator Rubber Tired Backhoe
Surface Elevation (ft)
Vertical Datum
Kelly's Excavating, Inc.
2630
NAVD88
1194210
724630
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Excavation
Equipment
1
2
SA
TS
SM
GM
Less than 1 inch topsoil
Brownish gray silty fine to medium sand with occasional
gravel and cobbles (dense, moist) (weathered till)
Tree roots at 2 feet
Grayish brown silty gravel with sand (very dense, moist) (till)
Test pit completed at 4½ feet
No groundwater seepage observed
No caving observed
Probe depth: 2 to 3 inches
Probe depth: less than 1 inch268
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:9/28/16 Path:P:\9\9745003\GINT\974500300.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-2
KG Investment Parcel, South Property
Federal Way, Washington
9745-003-00
Project:
Project Location:
Project Number:Figure A-3
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
SAMPLE
Graphic LogElevation (feet)2629262826272626Sample NameTestingGroupClassificationEncountered WaterMATERIAL
DESCRIPTION REMARKS
FinesContent (%)MoistureContent (%)WA State Plane,South
NAD83
Date
Excavated 8/15/2016 Total
Depth (ft)4.5 Checked By SWH
Logged By DTM Excavator Rubber Tired Backhoe
Surface Elevation (ft)
Vertical Datum
Kelly's Excavating, Inc.
2630
NAVD88
1194330
724520
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Excavation
Equipment
1
2
DUF
SM
SM
Approximately 3 inches forest duff; 8-inch root depth
Brown silty fine to medium sand with occasional gravel
(medium dense, moist) (weathered till)
Brownish gray silty fine to medium sand with occasional
gravel and cobbles (very dense, moist) (till)
Test pit completed at 5 feet
No groundwater seepage observed
No caving observed
Probe depth: 3 to 4 inches
Probe depth: less than 1 inch
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:9/28/16 Path:P:\9\9745003\GINT\974500300.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-3
KG Investment Parcel, South Property
Federal Way, Washington
9745-003-00
Project:
Project Location:
Project Number:Figure A-4
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
SAMPLE
Graphic LogElevation (feet)26292628262726262625Sample NameTestingGroupClassificationEncountered WaterMATERIAL
DESCRIPTION REMARKS
FinesContent (%)MoistureContent (%)WA State Plane,South
NAD83
Date
Excavated 8/16/2016 Total
Depth (ft)5 Checked By SWH
Logged By DTM Excavator Rubber Tired Backhoe
Surface Elevation (ft)
Vertical Datum
Kelly's Excavating, Inc.
2630
NAVD88
1194460
724590
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Excavation
Equipment
1
SA
2
DUF
SM
SM
Approximately 6 inches forest duff; 12-inch root depth
Brown silty fine to medium sand with gravel (medium dense,
moist) (weathered till)
Brownish gray silty fine to medium sand with occasional
gravel and cobbles (very dense, moist) (till)
Test pit completed at 4½ feet
No groundwater seepage observed
No caving observed
277
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:9/28/16 Path:P:\9\9745003\GINT\974500300.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-4
KG Investment Parcel, South Property
Federal Way, Washington
9745-003-00
Project:
Project Location:
Project Number:Figure A-5
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
SAMPLE
Graphic LogElevation (feet)2629262826272626Sample NameTestingGroupClassificationEncountered WaterMATERIAL
DESCRIPTION REMARKS
FinesContent (%)MoistureContent (%)WA State Plane,South
NAD83
Date
Excavated 8/16/2016 Total
Depth (ft)4.5 Checked By SWH
Logged By DTM Excavator Rubber Tired Backhoe
Surface Elevation (ft)
Vertical Datum
Kelly's Excavating, Inc.
2630
NAVD88
1194680
724490
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Excavation
Equipment
1
2
DUF
SM
SM
Approximately 6 inches forest duff; 12-inch root depth
Brown silty fine to medium sand with occasional gravel
(loose to medium dense, dry to moist) (fill?)
Brownish gray silty fine to medium sand with occasional
gravel and cobbles (very dense, moist) (till)
Test pit completed at 5 feet
No groundwater seepage observed
Minor caving observed from 2 to 3 feet
Probe depth: 10 to 14 inches
Probe depth: less than 1 inch
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:9/28/16 Path:P:\9\9745003\GINT\974500300.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-5
KG Investment Parcel, South Property
Federal Way, Washington
9745-003-00
Project:
Project Location:
Project Number:Figure A-6
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
SAMPLE
Graphic LogElevation (feet)26292628262726262625Sample NameTestingGroupClassificationEncountered WaterMATERIAL
DESCRIPTION REMARKS
FinesContent (%)MoistureContent (%)WA State Plane,South
NAD83
Date
Excavated 8/16/2016 Total
Depth (ft)5 Checked By SWH
Logged By DTM Excavator Rubber Tired Backhoe
Surface Elevation (ft)
Vertical Datum
Kelly's Excavating, Inc.
2630
NAVD88
1194780
724410
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Excavation
Equipment
1
2
SA
DUF
SM
GM
Approximately 3 inches forest duff; 8-inch root depth
Grayish brown silty fine to medium sand with occasional
gravel and cobbles (medium dense, moist) (fill?)
Brownish gray silty fine to coarse gravel with sand and
cobbles (very dense, moist) (till)
Test pit completed at 4 feet
No groundwater seepage observed
No caving observed
Probe depth: 3 to 6 inches
Probe depth: less than 1 inch307
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:9/28/16 Path:P:\9\9745003\GINT\974500300.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-6
KG Investment Parcel, South Property
Federal Way, Washington
9745-003-00
Project:
Project Location:
Project Number:Figure A-7
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
SAMPLE
Graphic LogElevation (feet)2629262826272626Sample NameTestingGroupClassificationEncountered WaterMATERIAL
DESCRIPTION REMARKS
FinesContent (%)MoistureContent (%)WA State Plane,South
NAD83
Date
Excavated 8/15/2016 Total
Depth (ft)4 Checked By SWH
Logged By DTM Excavator Rubber Tired Backhoe
Surface Elevation (ft)
Vertical Datum
Kelly's Excavating, Inc.
2630
NAVD88
1194950
724290
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Excavation
Equipment
1
2
-200; OC
3
SM
SM
SM
Grayish brown silty fine to medium sand with gravel
(medium dense, moist) (fill?)
Dark brown silty sand and organic matter (medium dense,
moist) (fill?)
Gray silty fine sand with occasional gravel and cobbles
(very dense, moist) (till)
Test pit completed at 6½ feet
No groundwater seepage observed
No caving observed
Probe depth: 2 to 4 inches
Probe depth: 6 to 8 inches
5% organics3921
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:9/28/16 Path:P:\9\9745003\GINT\974500300.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-7
KG Investment Parcel, South Property
Federal Way, Washington
9745-003-00
Project:
Project Location:
Project Number:Figure A-8
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
6
SAMPLE
Graphic LogElevation (feet)262926282627262626252624Sample NameTestingGroupClassificationEncountered WaterMATERIAL
DESCRIPTION REMARKS
FinesContent (%)MoistureContent (%)WA State Plane,South
NAD83
Date
Excavated 8/15/2016 Total
Depth (ft)6.5 Checked By SWH
Logged By DTM Excavator Rubber Tired Backhoe
Surface Elevation (ft)
Vertical Datum
Kelly's Excavating, Inc.
2630
NAVD88
1195110
724310
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Excavation
Equipment
1
2
DUF
SM
SM
Approximately 3 inches forest duff
Brownish gray with light oxidation staining silty fine to
medium sand with occasional gravel and cobbles
(dense, moist) (weathered till)
Brownish gray silty fine to medium sand with occasional
gravel and cobbles (very dense, moist) (till)
Test pit completed at 4 feet
No groundwater seepage observed
No caving observed
Probe depth: 3 inches
Probe depth: less than 1 inch
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:9/28/16 Path:P:\9\9745003\GINT\974500300.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-8
KG Investment Parcel, South Property
Federal Way, Washington
9745-003-00
Project:
Project Location:
Project Number:Figure A-9
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
SAMPLE
Graphic LogElevation (feet)2629262826272626Sample NameTestingGroupClassificationEncountered WaterMATERIAL
DESCRIPTION REMARKS
FinesContent (%)MoistureContent (%)WA State Plane,South
NAD83
Date
Excavated 8/15/2016 Total
Depth (ft)4 Checked By SWH
Logged By DTM Excavator Rubber Tired Backhoe
Surface Elevation (ft)
Vertical Datum
Kelly's Excavating, Inc.
2630
NAVD88
1195160
724200
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Excavation
Equipment
1
2
TS
SM
SM
Approximately 2 inches topsoil; 4-inch root depth
Grayish brown silty fine to medium sand with occasional
gravel and cobbles (dense, moist) (weathered till)
Brownish gray silty fine to medium sand with occasional
gravel and cobbles (very dense, moist) (till)
Test pit completed at 4 feet
No groundwater seepage observed
No caving observed
Probe depth: 1 to 3 inches
Probe depth: 1 inch
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:9/28/16 Path:P:\9\9745003\GINT\974500300.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-9
KG Investment Parcel, South Property
Federal Way, Washington
9745-003-00
Project:
Project Location:
Project Number:Figure A-10
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
SAMPLE
Graphic LogElevation (feet)2629262826272626Sample NameTestingGroupClassificationEncountered WaterMATERIAL
DESCRIPTION REMARKS
FinesContent (%)MoistureContent (%)WA State Plane,South
NAD83
Date
Excavated 8/16/2016 Total
Depth (ft)4 Checked By SWH
Logged By DTM Excavator Rubber Tired Backhoe
Surface Elevation (ft)
Vertical Datum
Kelly's Excavating, Inc.
2630
NAVD88
1193990
724570
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Excavation
Equipment
1
SA
2
3
DUF
SM
SM
SM
Approximately 6 inches forest duff; 16- to 20-inch root depth
Brown silty fine to medium sand with occasional gravel
(medium dense, moist) (fill?)
Brownish gray silty fine to medium sand with occasional
gravel, cobbles and oxidation staining (dense, moist)
(weathered till)
Brownish gray silty fine to medium sand with gravel and
cobbles (very dense, moist) (till)
Test pit completed at 6 feet
No groundwater seepage observed
No caving observed
Probe depth: 12 inches
Probe depth: less than 1 inch
4713
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:9/28/16 Path:P:\9\9745003\GINT\974500300.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-10
KG Investment Parcel, South Property
Federal Way, Washington
9745-003-00
Project:
Project Location:
Project Number:Figure A-11
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
6
SAMPLE
Graphic LogElevation (feet)262926282627262626252624Sample NameTestingGroupClassificationEncountered WaterMATERIAL
DESCRIPTION REMARKS
FinesContent (%)MoistureContent (%)WA State Plane,South
NAD83
Date
Excavated 8/15/2016 Total
Depth (ft)6 Checked By SWH
Logged By DTM Excavator Rubber Tired Backhoe
Surface Elevation (ft)
Vertical Datum
Kelly's Excavating, Inc.
2630
NAVD88
1194390
724360
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Excavation
Equipment
1
2
SA
DUF
SM
SM
Approximately 9 inches forest duff; 16-inch root depth
Grayish brown silty fine to medium sand with occasional
gravel and cobbles (dense, moist) (weathered till)
Brownish gray silty fine to medium sand with occasional
gravel and cobbles (very dense, moist) (till)
Test pit completed at 4½ feet
No groundwater seepage observed
No caving observed
Probe depth: 10 inches
Probe depth: less than 1 inch3910
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:9/28/16 Path:P:\9\9745003\GINT\974500300.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-11
KG Investment Parcel, South Property
Federal Way, Washington
9745-003-00
Project:
Project Location:
Project Number:Figure A-12
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
SAMPLE
Graphic LogElevation (feet)2629262826272626Sample NameTestingGroupClassificationEncountered WaterMATERIAL
DESCRIPTION REMARKS
FinesContent (%)MoistureContent (%)WA State Plane,South
NAD83
Date
Excavated 8/15/2016 Total
Depth (ft)4.5 Checked By SWH
Logged By DTM Excavator Rubber Tired Backhoe
Surface Elevation (ft)
Vertical Datum
Kelly's Excavating, Inc.
2630
NAVD88
1194530
724290
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Excavation
Equipment
1
2
DUF
SM
SM
Approximately 4 inches forest duff; 15- to 24-inch root depth
Brown silty fine to medium sand with gravel and roots
(medium dense, moist) (fill?)
Brownish gray silty fine to medium sand with occasional
gravel and cobbles (very dense, moist) (till)
Test pit completed at 4 feet
No groundwater seepage observed
No caving observed
Probe depth: 2 to 12 inches
Probe depth: less than ½ inch
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:9/28/16 Path:P:\9\9745003\GINT\974500300.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-12
KG Investment Parcel, South Property
Federal Way, Washington
9745-003-00
Project:
Project Location:
Project Number:Figure A-13
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
SAMPLE
Graphic LogElevation (feet)2629262826272626Sample NameTestingGroupClassificationEncountered WaterMATERIAL
DESCRIPTION REMARKS
FinesContent (%)MoistureContent (%)WA State Plane,South
NAD83
Date
Excavated 8/15/2016 Total
Depth (ft)4 Checked By SWH
Logged By DTM Excavator Rubber Tired Backhoe
Surface Elevation (ft)
Vertical Datum
Kelly's Excavating, Inc.
2630
NAVD88
1194770
724220
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Excavation
Equipment
1
SA
2
DUF
SM
SM
Approximately 12 inches forest duff; 16-inch root depth
Grayish brown silty fine to medium sand with occasional
gravel and cobbles (dense, moist) (weathered till)
Brownish gray silty fine to medium sand with occasional
gravel and cobbles (very dense, moist) (till)
Test pit completed at 4½ feet
No groundwater seepage observed
No caving observed
Probe depth: 10 to 16 inches
Probe depth: less than 1 inch
276
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:9/28/16 Path:P:\9\9745003\GINT\974500300.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-13
KG Investment Parcel, South Property
Federal Way, Washington
9745-003-00
Project:
Project Location:
Project Number:Figure A-14
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
SAMPLE
Graphic LogElevation (feet)2629262826272626Sample NameTestingGroupClassificationEncountered WaterMATERIAL
DESCRIPTION REMARKS
FinesContent (%)MoistureContent (%)WA State Plane,South
NAD83
Date
Excavated 8/15/2016 Total
Depth (ft)4.5 Checked By SWH
Logged By DTM Excavator Rubber Tired Backhoe
Surface Elevation (ft)
Vertical Datum
Kelly's Excavating, Inc.
2630
NAVD88
1195010
724100
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Excavation
Equipment
1
2
DUF
SM
SM
Approximately 6 inches forest duff; 16-inch root depth
Grayish brown silty fine to medium sand with occasional
gravel and cobbles (dense, moist) (weathered till)
Brownish gray silty fine to medium sand with occasional
gravel and cobbles (very dense, moist) (till)
Test pit completed at 4 feet
No groundwater seepage observed
No caving observed
Probe depth: 4 to 6 inches
Probe depth: 1 inch
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:9/28/16 Path:P:\9\9745003\GINT\974500300.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-14
KG Investment Parcel, South Property
Federal Way, Washington
9745-003-00
Project:
Project Location:
Project Number:Figure A-15
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
SAMPLE
Graphic LogElevation (feet)2629262826272626Sample NameTestingGroupClassificationEncountered WaterMATERIAL
DESCRIPTION REMARKS
FinesContent (%)MoistureContent (%)WA State Plane,South
NAD83
Date
Excavated 8/15/2016 Total
Depth (ft)4 Checked By SWH
Logged By DTM Excavator Rubber Tired Backhoe
Surface Elevation (ft)
Vertical Datum
Kelly's Excavating, Inc.
2630
NAVD88
1194270
724290
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Excavation
Equipment
1
2
DUF
SM
SM
Approximately 6 inches forest duff; 3-inch root depth
Brown silty fine to medium sand with occasional gravel
(medium dense, moist) (fill?)
Brownish gray silty fine to medium sand with occasional
gravel and cobbles (very dense, moist) (till)
Test pit completed at 5 feet
No groundwater seepage observed
No caving observed
Probe depth: 12 inches
Probe depth: less than 1 inch
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:9/28/16 Path:P:\9\9745003\GINT\974500300.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-15
KG Investment Parcel, South Property
Federal Way, Washington
9745-003-00
Project:
Project Location:
Project Number:Figure A-16
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
SAMPLE
Graphic LogElevation (feet)26292628262726262625Sample NameTestingGroupClassificationEncountered WaterMATERIAL
DESCRIPTION REMARKS
FinesContent (%)MoistureContent (%)WA State Plane,South
NAD83
Date
Excavated 8/15/2016 Total
Depth (ft)5 Checked By SWH
Logged By DTM Excavator Rubber Tired Backhoe
Surface Elevation (ft)
Vertical Datum
Kelly's Excavating, Inc.
2630
NAVD88
1194550
724180
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Excavation
Equipment
1
SA
2
GM
SM
Brownish gray with oxidation staining silty fine to coarse
gravel with sand and occasional cobbles (dense, moist)
(weathered till); 4-inch root depth
Gray silty fine to medium sand with occasional gravel and
cobbles (dense, moist) (till)
Test pit completed at 4 feet
No groundwater seepage observed
No caving observed
Probe depth: 2 to 3 inches
Probe depth: less than 1 inch
347
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:9/28/16 Path:P:\9\9745003\GINT\974500300.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-16
KG Investment Parcel, South Property
Federal Way, Washington
9745-003-00
Project:
Project Location:
Project Number:Figure A-17
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
SAMPLE
Graphic LogElevation (feet)2629262826272626Sample NameTestingGroupClassificationEncountered WaterMATERIAL
DESCRIPTION REMARKS
FinesContent (%)MoistureContent (%)WA State Plane,South
NAD83
Date
Excavated 8/16/2016 Total
Depth (ft)4 Checked By SWH
Logged By DTM Excavator Rubber Tired Backhoe
Surface Elevation (ft)
Vertical Datum
Kelly's Excavating, Inc.
2630
NAVD88
1193990
724160
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Excavation
Equipment
1
-200
2
ML
SM
Grayish brown with oxidation staining sandy silt with
occasional gravel and cobbles (stiff, moist) (weathered
till); 4-inch root depth
Brownish gray silty fine to medium sand with occasional
gravel and cobbles (very dense, moist to wet) (till)
Test pit completed at 7 feet
No groundwater seepage observed
No caving observed
Probe depth: 1 to 2 inches
Probe depth: 1 inch
5514
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:9/28/16 Path:P:\9\9745003\GINT\974500300.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-17
KG Investment Parcel, South Property
Federal Way, Washington
9745-003-00
Project:
Project Location:
Project Number:Figure A-18
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
6
7
SAMPLE
Graphic LogElevation (feet)2629262826272626262526242623Sample NameTestingGroupClassificationEncountered WaterMATERIAL
DESCRIPTION REMARKS
FinesContent (%)MoistureContent (%)WA State Plane,South
NAD83
Date
Excavated 8/16/2016 Total
Depth (ft)7 Checked By SWH
Logged By DTM Excavator Rubber Tired Backhoe
Surface Elevation (ft)
Vertical Datum
Kelly's Excavating, Inc.
2630
NAVD88
1194370
724130
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Excavation
Equipment
1
2
DUF
SM
SM
Approximately 3 inches forest duff; 12-inch root depth
Grayish brown silty fine to medium sand with occasional
gravel and cobbles (dense, moist) (weathered till)
Brownish gray silty fine to medium sand with occasional
gravel and cobbles (very dense, moist) (till)
Test pit completed at 4 feet
No groundwater seepage observed
No caving observed
Probe depth: 3 inches
Probe depth: 1 inch
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:9/28/16 Path:P:\9\9745003\GINT\974500300.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-18
KG Investment Parcel, South Property
Federal Way, Washington
9745-003-00
Project:
Project Location:
Project Number:Figure A-19
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
SAMPLE
Graphic LogElevation (feet)2629262826272626Sample NameTestingGroupClassificationEncountered WaterMATERIAL
DESCRIPTION REMARKS
FinesContent (%)MoistureContent (%)WA State Plane,South
NAD83
Date
Excavated 8/15/2016 Total
Depth (ft)4 Checked By SWH
Logged By DTM Excavator Rubber Tired Backhoe
Surface Elevation (ft)
Vertical Datum
Kelly's Excavating, Inc.
2630
NAVD88
1194680
724000
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Excavation
Equipment
1
2
DUF
SM
SM
Approximately 4 inches forest duff; 8-inch root depth
Grayish brown silty fine to medium sand with occasional
gravel and cobbles (dense, moist) (weathered till)
Brownish gray silty fine to medium sand with occasional
gravel and cobbles (very dense, moist) (till)
Test pit completed at 4 feet
No groundwater seepage observed
No caving observed
Probe depth: 6 inches
Probe depth: less than 1 inch
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:9/28/16 Path:P:\9\9745003\GINT\974500300.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-19
KG Investment Parcel, South Property
Federal Way, Washington
9745-003-00
Project:
Project Location:
Project Number:Figure A-20
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
SAMPLE
Graphic LogElevation (feet)2629262826272626Sample NameTestingGroupClassificationEncountered WaterMATERIAL
DESCRIPTION REMARKS
FinesContent (%)MoistureContent (%)WA State Plane,South
NAD83
Date
Excavated 8/16/2016 Total
Depth (ft)4 Checked By SWH
Logged By DTM Excavator Rubber Tired Backhoe
Surface Elevation (ft)
Vertical Datum
Kelly's Excavating, Inc.
2630
NAVD88
1194830
723920
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Excavation
Equipment
1
2
SA
3
SM
ML
SM
Brown silty fine to medium sand with gravel and cobbles
(medium dense, moist) (fill); 3- to 6-inch root depth
Grayish brown with oxidation staining sandy silt with
occasional gravel and cobbles (stiff, moist) (weathered
till)
Brownish gray silty fine to medium sand with occasional
gravel (very dense, moist) (till)
Test pit completed at 6 feet
No groundwater seepage observed
No caving observed
Probe depth: 3 to 6 inches
Probe depth: less than 1 inch5119
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:9/28/16 Path:P:\9\9745003\GINT\974500300.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-20
KG Investment Parcel, South Property
Federal Way, Washington
9745-003-00
Project:
Project Location:
Project Number:Figure A-21
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
6
SAMPLE
Graphic LogElevation (feet)262926282627262626252624Sample NameTestingGroupClassificationEncountered WaterMATERIAL
DESCRIPTION REMARKS
FinesContent (%)MoistureContent (%)WA State Plane,South
NAD83
Date
Excavated 8/16/2016 Total
Depth (ft)6 Checked By SWH
Logged By DTM Excavator Rubber Tired Backhoe
Surface Elevation (ft)
Vertical Datum
Kelly's Excavating, Inc.
2630
NAVD88
1194090
723960
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Excavation
Equipment
1
2
DUF
SM
SM
Approximately 6 inches forest duff; 12-inch root depth
Grayish brown silty fine to medium sand with occasional
gravel and cobbles (dense, moist) (weathered till)
Brownish gray silty fine to medium sand with occasional
gravel and cobbles (very dense, moist) (till)
Test pit completed at 4 feet
No groundwater seepage observed
No caving observed
Probe depth: 8 to 12 inches
Probe depth: less than 1 inch
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:9/28/16 Path:P:\9\9745003\GINT\974500300.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-21
KG Investment Parcel, South Property
Federal Way, Washington
9745-003-00
Project:
Project Location:
Project Number:Figure A-22
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
SAMPLE
Graphic LogElevation (feet)2629262826272626Sample NameTestingGroupClassificationEncountered WaterMATERIAL
DESCRIPTION REMARKS
FinesContent (%)MoistureContent (%)WA State Plane,South
NAD83
Date
Excavated 8/16/2016 Total
Depth (ft)4 Checked By SWH
Logged By DTM Excavator Rubber Tired Backhoe
Surface Elevation (ft)
Vertical Datum
Kelly's Excavating, Inc.
2630
NAVD88
1194490
723870
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Excavation
Equipment
1
2
SM
SM
Brown silty fine to medium sand with occasional gravel and
cobbles (dense, moist) (weathered till)
Gray silty fine to medium sand with occasional gravel and
cobbles (very dense, moist) (till)
Test pit completed at 4 feet
No groundwater seepage observed
No caving observed
Probe depth: 1 to 3 inches
Probe depth: less than 1 inch
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:9/28/16 Path:P:\9\9745003\GINT\974500300.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-22
KG Investment Parcel, South Property
Federal Way, Washington
9745-003-00
Project:
Project Location:
Project Number:Figure A-23
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
SAMPLE
Graphic LogElevation (feet)2629262826272626Sample NameTestingGroupClassificationEncountered WaterMATERIAL
DESCRIPTION REMARKS
FinesContent (%)MoistureContent (%)WA State Plane,South
NAD83
Date
Excavated 8/16/2016 Total
Depth (ft)4 Checked By SWH
Logged By DTM Excavator Rubber Tired Backhoe
Surface Elevation (ft)
Vertical Datum
Kelly's Excavating, Inc.
2630
NAVD88
1193930
723900
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Excavation
Equipment
1
2
3
SM
SM
Grayish brown silty fine to medium sand with occasional
gravel and cobbles (dense, moist) (weathered till);
4-inch root depth
Brownish gray silty fine to medium sand with occasional
gravel and cobbles (very dense, moist) (till)
Test pit completed at 6 feet
No groundwater seepage observed
No caving observed
Probe depth: 3 inches
Probe depth: less than 1 inch
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:9/28/16 Path:P:\9\9745003\GINT\974500300.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-23
KG Investment Parcel, South Property
Federal Way, Washington
9745-003-00
Project:
Project Location:
Project Number:Figure A-24
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
6
SAMPLE
Graphic LogElevation (feet)262926282627262626252624Sample NameTestingGroupClassificationEncountered WaterMATERIAL
DESCRIPTION REMARKS
FinesContent (%)MoistureContent (%)WA State Plane,South
NAD83
Date
Excavated 8/16/2016 Total
Depth (ft)6 Checked By SWH
Logged By DTM Excavator Rubber Tired Backhoe
Surface Elevation (ft)
Vertical Datum
Kelly's Excavating, Inc.
2630
NAVD88
1194290
723800
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Excavation
Equipment
1
2
DUF
SM
SM
Approximately 6 inches forest duff; 48-inch root depth
Brown silty fine to coarse sand with gravel and cobbles
(loose to medium dense, moist) (fill?)
Gray silty fine to medium sand with gravel and occasional
cobbles (very dense, moist) (till)
Test pit completed at 4 feet
No groundwater seepage observed
No caving observed
Probe depth: 12 inches
Probe depth: less than 1 inch
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:9/28/16 Path:P:\9\9745003\GINT\974500300.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-24
KG Investment Parcel, South Property
Federal Way, Washington
9745-003-00
Project:
Project Location:
Project Number:Figure A-25
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
SAMPLE
Graphic LogElevation (feet)2629262826272626Sample NameTestingGroupClassificationEncountered WaterMATERIAL
DESCRIPTION REMARKS
FinesContent (%)MoistureContent (%)WA State Plane,South
NAD83
Date
Excavated 8/17/2016 Total
Depth (ft)4 Checked By SWH
Logged By DTM Excavator Rubber Tired Backhoe
Surface Elevation (ft)
Vertical Datum
Kelly's Excavating, Inc.
2630
NAVD88
1194600
723700
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Excavation
Equipment
1
2
-200
DUF
SM
SM
Approximately 6 inches forest duff; 24-inch root depth
Brown silty fine to medium sand with gravel and occasional
cobbles (dense, moist) (fill)
Brownish gray silty fine to medium sand with gravel and
cobbles (very dense, moist) (till)
Test pit completed at 4 feet
No groundwater seepage observed
No caving observed
Probe depth: 10 to 14 inches
Probe depth: less than 1 inch377
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:9/28/16 Path:P:\9\9745003\GINT\974500300.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-25
KG Investment Parcel, South Property
Federal Way, Washington
9745-003-00
Project:
Project Location:
Project Number:Figure A-26
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
SAMPLE
Graphic LogElevation (feet)2629262826272626Sample NameTestingGroupClassificationEncountered WaterMATERIAL
DESCRIPTION REMARKS
FinesContent (%)MoistureContent (%)WA State Plane,South
NAD83
Date
Excavated 8/17/2016 Total
Depth (ft)4 Checked By SWH
Logged By DTM Excavator Rubber Tired Backhoe
Surface Elevation (ft)
Vertical Datum
Kelly's Excavating, Inc.
2630
NAVD88
1194770
723630
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Excavation
Equipment
1
2
SM
SM
Grayish brown silty fine to medium sand with gravel and
cobbles (dense, moist) (weathered till)
Brownish gray silty fine to medium sand with gravel and
cobbles (very dense, moist) (till)
Test pit completed at 4 feet
No groundwater seepage observed
No caving observed
Probe depth: 2 to 3 inches
Probe depth: less than 1 inch
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:9/28/16 Path:P:\9\9745003\GINT\974500300.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-26
KG Investment Parcel, South Property
Federal Way, Washington
9745-003-00
Project:
Project Location:
Project Number:Figure A-27
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
SAMPLE
Graphic LogElevation (feet)2629262826272626Sample NameTestingGroupClassificationEncountered WaterMATERIAL
DESCRIPTION REMARKS
FinesContent (%)MoistureContent (%)WA State Plane,South
NAD83
Date
Excavated 8/17/2016 Total
Depth (ft)4 Checked By SWH
Logged By DTM Excavator Rubber Tired Backhoe
Surface Elevation (ft)
Vertical Datum
Kelly's Excavating, Inc.
2630
NAVD88
1193880
723770
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Excavation
Equipment
1
2
3
-200
4
SM
SM
ML
SM
SM
Grayish brown silty fine to medium sand with gravel,
cobbles and occasional debris (medium dense to dense,
moist) (fill)
Brown silty fine to medium sand with tree roots and
occasional gravel (medium dense, moist) (fill)
Brownish gray oxidation staining silt with sand and
occasional gravel (hard, moist) (weathered till)
Brownish gray with oxidation staining silty sand with gravel
and cobbles (very dense, moist) (till)
Grayish brown silty fine to medium sand with occasional
gravel and cobbles (very dense, moist) (till)
Test pit completed at 9 feet
No groundwater seepage observed
No caving observed
Probe depth: 3 to 4 inches
Probe depth: 2 to 3 inches
LL=29; PI=49426
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:9/28/16 Path:P:\9\9745003\GINT\974500300.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-27
KG Investment Parcel, South Property
Federal Way, Washington
9745-003-00
Project:
Project Location:
Project Number:Figure A-28
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
6
7
8
9
SAMPLE
Graphic LogElevation (feet)262926282627262626252624262326222621Sample NameTestingGroupClassificationEncountered WaterMATERIAL
DESCRIPTION REMARKS
FinesContent (%)MoistureContent (%)WA State Plane,South
NAD83
Date
Excavated 8/17/2016 Total
Depth (ft)9 Checked By SWH
Logged By DTM Excavator Rubber Tired Backhoe
Surface Elevation (ft)
Vertical Datum
Kelly's Excavating, Inc.
2630
NAVD88
1194120
723710
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Excavation
Equipment
1
2
TS
SM
SM
Approximately 6 inches topsoil with occasional debris;
6-inch root depth
Grayish brown with oxidation staining silty fine to medium
sand with occasional gravel (dense, moist) (weathered
till)
Brownish gray silty fine to medium sand with occasional
gravel (very dense, moist) (till)
Test pit completed at 4 feet
No groundwater seepage observed
No caving observed
Probe depth: 7 inches
Probe depth: less than 1 inch
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:9/28/16 Path:P:\9\9745003\GINT\974500300.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-28
KG Investment Parcel, South Property
Federal Way, Washington
9745-003-00
Project:
Project Location:
Project Number:Figure A-29
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
SAMPLE
Graphic LogElevation (feet)2629262826272626Sample NameTestingGroupClassificationEncountered WaterMATERIAL
DESCRIPTION REMARKS
FinesContent (%)MoistureContent (%)WA State Plane,South
NAD83
Date
Excavated 8/17/2016 Total
Depth (ft)4 Checked By SWH
Logged By DTM Excavator Rubber Tired Backhoe
Surface Elevation (ft)
Vertical Datum
Kelly's Excavating, Inc.
2630
NAVD88
1194440
723610
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Excavation
Equipment
1
2
SM
SM
Brown silty fine to medium sand with occasional gravel and
cobbles (medium dense, moist) (fill); 10-inch root depth
Gray silty fine to medium sand with occasional gravel and
cobbles (very dense, moist) (till)
Test pit completed at 4 feet
No groundwater seepage observed
No caving observed
Probe depth: 6 inches
Probe depth: less than 1 inch
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:9/28/16 Path:P:\9\9745003\GINT\974500300.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-29
KG Investment Parcel, South Property
Federal Way, Washington
9745-003-00
Project:
Project Location:
Project Number:Figure A-30
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
SAMPLE
Graphic LogElevation (feet)2629262826272626Sample NameTestingGroupClassificationEncountered WaterMATERIAL
DESCRIPTION REMARKS
FinesContent (%)MoistureContent (%)WA State Plane,South
NAD83
Date
Excavated 8/17/2016 Total
Depth (ft)4 Checked By SWH
Logged By DTM Excavator Rubber Tired Backhoe
Surface Elevation (ft)
Vertical Datum
Kelly's Excavating, Inc.
2630
NAVD88
1194610
723540
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Excavation
Equipment
1
2
SA
SM
SM
Grayish brown silty fine to medium sand with gravel and
cobbles (dense, moist) (weathered till)
Brownish gray silty fine to medium sand with gravel and
cobbles (very dense, moist) (till)
Test pit completed at 4 feet
No groundwater seepage observed
No caving observed
Probe depth: 2 to 4 inches
Probe depth: less than 1 inch458
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:9/28/16 Path:P:\9\9745003\GINT\974500300.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-30
KG Investment Parcel, South Property
Federal Way, Washington
9745-003-00
Project:
Project Location:
Project Number:Figure A-31
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
SAMPLE
Graphic LogElevation (feet)2629262826272626Sample NameTestingGroupClassificationEncountered WaterMATERIAL
DESCRIPTION REMARKS
FinesContent (%)MoistureContent (%)WA State Plane,South
NAD83
Date
Excavated 8/17/2016 Total
Depth (ft)4 Checked By SWH
Logged By DTM Excavator Rubber Tired Backhoe
Surface Elevation (ft)
Vertical Datum
Kelly's Excavating, Inc.
2630
NAVD88
1193820
723520
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Excavation
Equipment
1
2
3
SM
SM
SM
SM
Grayish brown silty fine to medium sand with gravel,
cobbles and occasional debris (medium dense to dense,
moist) (fill)
Dark brown silty fine to medium sand with trace roots and
occasional gravel (medium dense to dense, moist) (fill)
Grayish brown with oxidation staining silty fine to medium
sand with gravel and cobbles (dense, moist) (weathered
till)
Gray silty fine to medium sand with gravel and occasional
cobbles (very dense, moist) (till)
Test pit completed at 7 feet
No groundwater seepage observed
No caving observed
Probe depth: 3 inches
Probe depth: 1 to 4 inches
Notes: See Figure A-1 for explanation of symbols.
The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Tacoma: Date:9/28/16 Path:P:\9\9745003\GINT\974500300.GPJ DBTemplate/LibTemplate:GEOENGINEERS_DF_STD_US.GDT/GEI8_TESTPIT_1P_GEOTEC_%FLog of Test Pit TP-31
KG Investment Parcel, South Property
Federal Way, Washington
9745-003-00
Project:
Project Location:
Project Number:Figure A-32
Sheet 1 of 1Testing SampleDepth (feet)1
2
3
4
5
6
7
SAMPLE
Graphic LogElevation (feet)2629262826272626262526242623Sample NameTestingGroupClassificationEncountered WaterMATERIAL
DESCRIPTION REMARKS
FinesContent (%)MoistureContent (%)WA State Plane,South
NAD83
Date
Excavated 8/17/2016 Total
Depth (ft)7 Checked By SWH
Logged By DTM Excavator Rubber Tired Backhoe
Surface Elevation (ft)
Vertical Datum
Kelly's Excavating, Inc.
2630
NAVD88
1194200
723430
Coordinate System
Horizontal Datum
Easting (X)
Northing (Y)
Excavation
Equipment
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERS
U.S. STANDARD SIEVE SIZE
SAND SILT OR CLAYCOBBLES
GRAVEL
COARSE MEDIUM FINECOARSEFINE
Test Pit
Number
Depth
(feet)Soil Description
TP-1
TP-2
TP-4
TP-6
2
4
1.5
3.5
Sandy silt with gravel (ML)
Silty gravel with sand (GM)
Silty sand with gravel (SM)
Silty gravel with sand (GM)
Symbol
Moisture
(%)
12
8
7
7
3/8”3”1.5”#4 #10 #20 #40 #60 #1003/4”Figure A-33Sieve and Hydrometer Analysis ResultsKG Investment Parcel, South PropertyFederal Way, Washington9745-003-00 Date Exported: 08/24/16
Note:This report may not be reproduced,except in full,without written approval of GeoEngineers,Inc.Test results are applicable only to the specific sample on which they were
performed,and should not be interpreted as representative of any other samples obtained at other times,depths or locations,or generated by separate operations or processes.
The grain size analysis results were obtained in general accordance with ASTM D 6913.
#200
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERS
U.S. STANDARD SIEVE SIZE
SAND SILT OR CLAYCOBBLES
GRAVEL
COARSE MEDIUM FINECOARSEFINE
Test Pit
Number
Depth
(feet)Soil Description
TP-10
TP-11
TP-13
TP-16
1.5
4
2.5
1.5
Silty sand with gravel (SM)
Silty sand with gravel (SM)
Silty sand with gravel (SM)
Silty gravel with sand (GM)
Symbol
Moisture
(%)
13
10
6
7
3/8”3”1.5”#4 #10 #20 #40 #60 #1003/4”Figure A-34Sieve Analysis Results9745-003-00 Date Exported: 08/24/16
Note:This report may not be reproduced,except in full,without written approval of GeoEngineers,Inc.Test results are applicable only to the specific sample on which they were
performed,and should not be interpreted as representative of any other samples obtained at other times,depths or locations,or generated by separate operations or processes.
The grain size analysis results were obtained in general accordance with ASTM D 6913.
#200
KG Investment Parcel, South PropertyFederal Way, Washington
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERS
U.S. STANDARD SIEVE SIZE
SAND SILT OR CLAYCOBBLES
GRAVEL
COARSE MEDIUM FINECOARSEFINE
Test Pit
Number
Depth
(feet)Soil Description
TP-20
TP-30
3.5
3.5
Sandy silt (ML)
Silty sand with gravel (SM)
Symbol
Moisture
(%)
19
8
3/8”3”1.5”#4 #10 #20 #40 #60 #1003/4”Figure A-35Sieve Analysis Results9745-003-00 Date Exported: 08/24/16
Note:This report may not be reproduced,except in full,without written approval of GeoEngineers,Inc.Test results are applicable only to the specific sample on which they were
performed,and should not be interpreted as representative of any other samples obtained at other times,depths or locations,or generated by separate operations or processes.
The grain size analysis results were obtained in general accordance with ASTM D 6913.
#200
KG Investment Parcel, South PropertyFederal Way, Washington
Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable
only to the specific sample on which they were performed, and should not be interpreted as representative of any other
samples obtained at other times, depths or locations, or generated by separate operations or processes.
The liquid limit and plasticity index were obtained in general accordance with ASTM D 4318.
Figure A -36
Atterberg Limits Test Results
9745-003-00 Date Exported: 08/24/16Symbol
Test Pit
Number
Depth
(feet)
Moisture
Content
(%)
Liquid
Limit
(%)
Plasticity
Index
(%)Soil Description
TP-27 5.5 26 29 4 Silt (ML)
0
10
20
30
40
50
60
0 10 20 30 40 50 60 70 80 90 100PLASTICITY INDEX LIQUID LIMIT
PLASTICITY CHART
CL-ML ML or OL
CL or OL
OH or MH
CH or OH
KG Investment Parcel, South Property
Federal Way, Washington
APPENDIX E
Report Limitations and Guidelines for Use
September 19, 2017 | Page E-1
File No. 22247-003-00
APPENDIX E
REPORT LIMITATIONS AND GUIDELINES FOR USE1
This appendix provides information to help you manage your risks with respect to the use of this report.
Read These Provisions Closely
It is important to recognize that the geoscience practices (geotechnical engineering, geology and
environmental science) rely on professional judgment and opinion to a greater extent than other
engineering and natural science disciplines, where more precise and/or readily observable data may exist.
To help clients better understand how this difference pertains to our services, GeoEngineers includes the
following explanatory “limitations” provisions in its reports. Please confer with GeoEngineers if you need to
know more how these “Report Limitations and Guidelines for Use” apply to your project or site.
Geotechnical Services are Performed for Specific Purposes, Persons and Projects
This report has been prepared for Federal Way Campus, LLC for the project specifically identified and
described in the report. The information contained herein is not applicable to other sites or projects.
GeoEngineers structures its services to meet the specific needs of its clients. No party other than the party
to whom this report is addressed may rely on the product of our services unless we agree to such reliance
in advance and in writing. Within the limitations of the agreed scope of services for the Project, and its
schedule and budget, our services have been executed in accordance with our Agreement with Federal Way
Campus, LLC dated June 27, 2017 and generally accepted geotechnical practices in this area at the time
this report was prepared. We do not authorize, and will not be responsible for, the use of this report for any
purposes or projects other than those identified in the report.
A Geotechnical Engineering or Geologic Report is based on a Unique Set of Project-Specific
Factors
This report has been prepared for the proposed development, as described in this report, to be located in
Federal Way, Washington. GeoEngineers considered a number of unique, project-specific factors when
establishing the scope of services for this project and report. Unless GeoEngineers specifically indicates
otherwise, it is important not to rely on this report if it was:
■ not prepared for you,
■ not prepared for your project,
■ not prepared for the specific site explored, or
■ completed before important project changes were made.
1 Developed based on material provided by ASFE, Professional Firms Practicing in the Geosciences; www.asfe.org.
September 19, 2017 | Page E-2
File No. 22247-003-00
For example, changes that can affect the applicability of this report include those that affect:
■ the function of the proposed structure;
■ elevation, configuration, location, orientation or weight of the proposed structure;
■ composition of the design team; or
■ project ownership.
If changes occur after the date of this report, GeoEngineers cannot be responsible for any consequences
of such changes in relation to this report unless we have been given the opportunity to review our
interpretations and recommendations. Based on that review, we can provide written modifications or
confirmation, as appropriate.
Environmental Concerns are Not Covered
Unless environmental services were specifically included in our scope of services, this report does not
provide any environmental findings, conclusions, or recommendations, including but not limited to, the
likelihood of encountering underground storage tanks or regulated contaminants.
Subsurface Conditions Can Change
This geotechnical or geologic report is based on conditions that existed at the time the study was performed.
The findings and conclusions of this report may be affected by the passage of time, by man-made events
such as construction on or adjacent to the site, new information or technology that becomes available
subsequent to the report date, or by natural events such as floods, earthquakes, slope instability or
groundwater fluctuations. If more than a few months have passed since issuance of our report or work
product, or if any of the described events may have occurred, please contact GeoEngineers before applying
this report for its intended purpose so that we may evaluate whether changed conditions affect the
continued reliability or applicability of our conclusions and recommendations.
Geotechnical and Geologic Findings are Professional Opinions
Our interpretations of subsurface conditions are based on field observations from widely spaced sampling
locations at the site. Site exploration identifies the specific subsurface conditions only at those points where
subsurface tests are conducted or samples are taken. GeoEngineers reviewed field and laboratory data
and then applied its professional judgment to render an informed opinion about subsurface conditions at
other locations. Actual subsurface conditions may differ, sometimes significantly, from the opinions
presented in this report. Our report, conclusions and interpretations are not a warranty of the actual
subsurface conditions.
Geotechnical Engineering Report Recommendations are Not Final
We have developed the following recommendations based on data gathered from subsurface
investigation(s). These investigations sample just a small percentage of a site to create a snapshot of the
subsurface conditions elsewhere on the site. Such sampling on its own cannot provide a complete and
accurate view of subsurface conditions for the entire site. Therefore, the recommendations included in this
report are preliminary and should not be considered final. GeoEngineers’ recommendations can be
finalized only by observing actual subsurface conditions revealed during construction. GeoEngineers
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cannot assume responsibility or liability for the recommendations in this report if we do not perform
construction observation.
We recommend that you allow sufficient monitoring, testing and consultation during construction by
GeoEngineers to confirm that the conditions encountered are consistent with those indicated by the
explorations, to provide recommendations for design changes if the conditions revealed during the work
differ from those anticipated, and to evaluate whether earthwork activities are completed in accordance
with our recommendations. Retaining GeoEngineers for construction observation for this project is the most
effective means of managing the risks associated with unanticipated conditions. If another party performs
field observation and confirms our expectations, the other party must take full responsibility for both the
observations and recommendations. Please note, however, that another party would lack our project-
specific knowledge and resources.
A Geotechnical Engineering or Geologic Report Could Be Subject to Misinterpretation
Misinterpretation of this report by members of the design team or by contractors can result in costly
problems. GeoEngineers can help reduce the risks of misinterpretation by conferring with appropriate
members of the design team after submitting the report, reviewing pertinent elements of the design team’s
plans and specifications, participating in pre-bid and preconstruction conferences, and providing
construction observation.
Do Not Redraw the Exploration Logs
Geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation
of field logs and laboratory data. The logs included in a geotechnical engineering or geologic report should
never be redrawn for inclusion in architectural or other design drawings. Photographic or electronic
reproduction is acceptable, but separating logs from the report can create a risk of misinterpretation.
Give Contractors a Complete Report and Guidance
To help reduce the risk of problems associated with unanticipated subsurface conditions, GeoEngineers
recommends giving contractors the complete geotechnical engineering or geologic report, including these
“Report Limitations and Guidelines for Use.” When providing the report, you should preface it with a clearly
written letter of transmittal that:
■ advises contractors that the report was not prepared for purposes of bid development and that its
accuracy is limited; and
■ encourages contractors to confer with GeoEngineers and/or to conduct additional study to obtain the
specific types of information they need or prefer.
Contractors are Responsible for Site Safety on Their Own Construction Projects
Our geotechnical recommendations are not intended to direct the contractor’s procedures, methods,
schedule or management of the work site. The contractor is solely responsible for job site safety and for
managing construction operations to minimize risks to on-site personnel and adjacent properties.
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Biological Pollutants
GeoEngineers’ Scope of Work specifically excludes the investigation, detection, prevention or assessment
of the presence of Biological Pollutants. Accordingly, this report does not include any interpretations,
recommendations, findings or conclusions regarding the detecting, assessing, preventing or abating of
Biological Pollutants, and no conclusions or inferences should be drawn regarding Biological Pollutants as
they may relate to this project. The term “Biological Pollutants” includes, but is not limited to, molds, fungi,
spores, bacteria and viruses, and/or any of their byproducts.
A Client that desires these specialized services is advised to obtain them from a consultant who offers
services in this specialized field.