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Initial Report of BEc '"
Geotechnical Engineering Evaluatio ECG J'
Proposed Walmart Store #2516-05 Expansion Project
743 Rainier Avenue South City of Renton
Renton, Washington Planning Division
FEB - 8 2.010
RECENED
November 30, 2009
Terracon Project No. 81O95O71A
Prepared for:
PacLand
Seattle, Washington
Prepared by:
Terracon Consultants, Inc.
Mountlake Terrace, Washington
lierracon
November 30, 2009
PacLand
1505 Westlake Avenue N., Suite 305
Seattle, Washington 98109
Attn: Mr. Jeff Chambers, P.E.
Re: Initial Report of Geotechnical Engineering Evaluation
Proposed Walmart Store#2516-05 Expansion Project
743 Rainier Avenue South
Renton, Washington
Terracon Project No. 81095071A
Dear Mr. Chambers:
Terracon Consultants, Inc. (Terracon) has completed a Geotechnical Engineering Evaluation for
the above referenced project. These services were performed in general accordance with our
proposal number P81090190 which was authorized by PacLand by written contract on
September 21, 2009. Evaluation of the site was completed in two phases with the results of the
preliminary phase presented in a report dated September 3, 2009. This initial geotechnical
engineering report presents the results of the subsurface explorations completed in both phases
and provides geotechnical recommendations concerning earthwork and the design and
construction of the proposed building and parking lot additions.
We appreciate the opportunity to be of service to you on this project. If you have any questions
concerning this report, or if we may be of further service, please contact us.
Sincerely,
Terracon Consultants, Inc.
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Thomas A. Jones e s. o„ 2474 4a,� 4? -V John E. Zipper, P.E.
Principal si9IoPtAL `:' Senior Principal
Terracon Consultants, Inc. 21905—64th Avenue West, Suite 100 Mountlake Terrace, Washington 98043
P [4251 771 3304 F 14251 771 3549 terracon.com
Geotechnical • Environmental al Construction Materials s Facilities
11erracon
TABLE OF CONTENTS
Page
1.0 INTRODUCTION 1
2.0 PROJECT INFORMATION 1
2.1 Project Description 1
2.2 Site Location and Description 2
2.3 Previous Geotechnical Investigations 3
3.0 SUBSURFACE CONDITIONS 3
3.1 Site Geology 3
3.2 Natural Resource Conservation Service - Soil Maps 3
3.3 Typical Subsurface Profile 3
3.4 Groundwater 4
3.5 Seismicity 5
3.5 Faulting 5
3.7 Laboratory Testing 5
3.8 pH and Resistivity Testing 6
3.9 Climate Data 7
4.0 DESIGN RECOMMENDATIONS 7
4.1 Geotechnical Considerations 7
4.1.1 Liquefaction Analysis 8
4.2 Earthwork 9
4.2.1 Existing Structure and Utility Removal 9
4.2.2 Site Drainage 9
4.2.3 Dewatering 10
4.2.4 Site Stripping 10
4.2.5 Subgrade Preparation 10
4.2.6 Structural Fill Materials, Placement and Compaction 11
4.3 Underground Utilities 13
4.4 Foundations 16
4.4.1 Design Recommendations 16
4.4 Floor Slabs 18
4.4.1 Design Recommendations 19
4.5 Cast-in-Place Backfilled Walls 20
4.6 Drainage 22
4.7 Pavements 23
4.7.1 Asphalt Overlays 26
4.7.2 Construction Considerations 27
5.0 GENERAL COMMENTS 28
Appendix A — Figures
Figure Al: Site and Exploration Plan
Figure A2: Footing Drain Detail
1 Terracon
Figure A3: Typical Asphalt Pavement Section
_ Figure A4: Typical Concrete Pavement Section
Appendix B — Field Explorations
Field Exploration Description
Coordinates and Elevations of Borings
Boring Logs
General Notes
Unified Soil Classification System
Appendix C — Laboratory Testing
Laboratory Test Description
Test Results
Appendix D — Required Attachments
Geotechnical Investigation Fact Sheet
Foundation Design Criteria
Foundation Subsurface Preparation Notes
AASHTO Pavement Design
Appendix E — Previous Geotechnical Investigation Report
Subsurface Exploration and Geotechnical Engineering Evaluation Report by AGRA Earth &
Environmental
Initial Report of Geotechnical Engineering Evaluation
Proposed Walmart Store #2516-05 Expansion Project
743 Rainier Avenue South
Renton, Washington
Terracon Project No. 81095071
November 30, 2009
1.0 INTRODUCTION
This initial report presents the results of our geotechnical engineering services performed for the
geotechnical evaluation of the proposed expansion of Walmart Store #2516-05, located at 743
Rainier Avenue South in Renton, Washington. The report addresses the following site
development topics:
subsurface soil conditions groundwater conditions
• earthwork and grading 121 drainage
• underground utilities foundations
• floor slabs pavements
The scope of services for this project is referenced to the Geotechnical Investigation
Specifications and Report Requirements by Walmart dated September 10, 2009. Our field
geotechnical engineering scope of services for this project has been completed in two phases
and included the following:
• A preliminary subsurface evaluation consisting of 12 borings advanced to depths of 16 to
54 feet below existing site grades.
• A final subsurface evaluation consisting of 40 borings advanced to depths of 111/2 to 49
feet below existing site grades.
The Site and Exploration Plan (Exhibit A-1) is presented in Appendix A of this report while the logs
of the explorations are presented in Appendix B. The results of the laboratory testing performed on
representative soil samples obtained from the site during the field exploration are presented in
Appendix C. Descriptions of the field exploration and laboratory testing procedures are included in
their respective appendices.
2.0 PROJECT INFORMATION
2.1 Project Description
ITEM DESCRIPTION
Site layout Refer to the Site and Exploration Plan
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Geotechnical Engineering Evaluation lrerracon
Proposed Walmart Store#2516-05 Expansion ■ Renton, Washington
November 30, 2009 •Terracon Project No. 81095071
ITEM DESCRIPTION
15,892 square foot expansion to existing 134,352 square foot
Structures building. The existing building will be expanded to the north and
east.
Pavements New pavement north of building in existing soil and gravel covered
area and possible overlay of existing pavement or replacement.
Not provided. We have assumed existing parking lot grades will
Grading remain essentially unchanged and that new cuts and fills will be
less than 2 feet.
Detention/infiltration Not applicable
Note: Some assumptions were made regarding the proposed site improvements while preparing this report and are
listed above. These assumptions were necessary in cases where specific project information was not provided to us.
These assumptions should be verified by the owner and/or designers and any deviations from these assumptions
should be brought to our attention.
We anticipate that site grading would be minimal in the building expansion areas, as well as in
the existing asphalt covered areas. Some minor filling or cutting may be necessary in the
existing undeveloped areas. For purposes of preparing this report, we have assumed that site
grading will be limited.
For purposes of preparing this report, the following structural loads are anticipated:
Interior column gravity load 85 kips
Estimated maximum gravity load due to severe live loading 150 kips
Exterior column gravity load 50 kips
Maximum Column uplift forces from wind 30 kips
Masonry wall gravity loads, non load-bearing wall 1.5-2.0 kips/lin ft
Masonry wall gravity loads, load-bearing wall 4.0-6.0 kips/lin ft
Maximum uniform floor slab live load 125 psf
Maximum floor slab concentrated load 5.0 kips
2.2 Site Location and Description
ITEM DESCRIPTION
Location 743 Rainier Avenue South, Renton, Washington
Section, Township, Range Northwest Quarter of Section 16, T 23 N, R 5 E
Currently developed Walmart site with associated asphalt parking
Existing site features areas and driveways, expansion areas include undeveloped soil-
(site interior) covered area north of existing building and single-story wood-
framed building in future parking area.
North: Bank building and 7th Street SW beyond
Surrounding streets and/or South: Honda automobile dealership and parking lot
developments East: Commercial/Retail developments and Rainier Ave. S. and
Hardie Avenue SW beyond
West: Honda automobile dealership and commercial developments
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Proposed Walmart Store#2516-05 Expansion • Renton, Washington
November 30, 2009 •Terracon Project No. 81095071
Current ground cover Asphalt and concrete pavements and small area of bare soil and
gravel surfacing
Existing topography Relatively flat
2.3 Previous Geotechnical Investigations
Terracon prepared a Preliminary Geotechnical Engineering Evaluation report dated September 3,
2009. A geotechnical engineering report was prepared for the original Walmart development by
AGRA Earth & Environmental in October 1995. A copy of the AGRA report is included with this
report and is presented in Appendix E. Additionally, we reviewed the Preload Plan dated 1/17/96
by Washington Land Design for the original site development by Walmart.
3.0 SUBSURFACE CONDITIONS
3.1 Site Geology
According to the Geologic Map of the Renton Quadrangle, King County, Washington (1965) by
the U.S. Geological Survey, the surficial geologic conditions mapped at the site consist of
Recent Alluvial Deposits. The alluvium is described as sand and gravel deposited by the Cedar
River and associated thin beds of silt, clay and peat. Our borings encountered similar materials
to that described on the map.
3.2 Natural Resource Conservation Service - Soil Maps
According to the USDA Natural Resource Conservation Service, Soil Survey for King County
Area, Washington, the site is mapped as Urban land (Ur). Urban land is soil that has been
modified by disturbance of the natural layers with additions of fill material several feet thick to
accommodate development. Therefore, no soil characteristics were provided.
3.3 Typical Subsurface Profile
Soil descriptions presented in this report are based on the subsurface conditions encountered at
specific exploration locations across the site. Variations in subsurface conditions may exist
between the exploration locations and the nature and extent of variations between the
explorations may not become evident until construction. If variations then appear, it may be
necessary to reevaluate the recommendations presented in this report.
Specific conditions encountered at each boring location are presented on the individual logs.
Stratification boundaries on the logs represent the approximate location of changes in soil types; in
situ, the transition between materials may be gradual. Details for each of the borings can be found
on the logs included in Appendix B of this report. Variations at each specific boring location are
presented on the logs. However, the subsurface conditions on the project site can be generalized
as follows:
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Geotechnical Engineering Evaluation lrerracon
Proposed Walmart Store#2516-05 Expansion ■ Renton, Washington
November 30, 2009 o Terracon Project No. 81095071
Approximate Depth to
Description Bottom of Stratum Material Encountered Consistency/Density
Asphalt pavement and crushed
Stratum 1 6 to 7 inches Dense
aggregate base course
8%to 16 19 feet Interbedded clays, silts, sands and Soft/very loose to
Stratum 2 gravels stiff/dense
16-19 to >54 feet Sandygravel and gravellysand Med. dense to very
Stratum 3 dense
Laboratory tests were conducted on selected soil samples and the test results are presented in
Appendix C.
3.4 Groundwater
Groundwater was encountered in all but three of the borings at the time of drilling at depths of
about 9 to 14 feet below grade. Groundwater was not observed in borings B-16, B-19 and B-22
at the time of drilling. As part of a concurrent Phase II Environmental LSI, permanent
groundwater monitor wells were installed in borings B-37 through B-43 between October 7 and
9, 2009. On October 12, 2009, water level readings were taken by Terracon with the following
results:
Groundwater Levels
Boring Number Groundwater Depth at Groundwater Depth on
Time of Drilling (ft) October 12, 2009 (ft)
B-37 9.5 9.45
B-38 10 9.6
B-39 9 9.0
B-40 9 9.25
B-41 12 12.6
B-42 11 12.1
B-43 9.5 9.05
A single well was also installed during the September 1995 evaluation by AGRA and a water
level of 9.2 feet was measured. Additional well information obtained from the Washington State
Department of Ecology for nearby projects at the USA Petro Mart and Renton Honda indicate
that groundwater levels of 8 to 10 feet below grade were measured in monitor wells at those
sites. Groundwater conditions can change with varying seasonal and weather conditions and
other factors.
3.5 Seismicity
Based on the liquefaction potential of the site soils, the IBC requires a determination of Site
Class F. However, ground motions may be estimated on the basis of Site Class D provided that
the fundamental period of the new structure will be 0.5 seconds or less.
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Geotechnical Engineering Evaluation lrerracon
Proposed Walmart Store#2516-05 Expansion ■ Renton, Washington
November 30, 2009 ■Terracon Project No. 81095071
DESCRIPTION VALUE
2006 International Building Code Site Classification (IBC) ' F2
Site Latitude N 47°28'25"
Site Longitude W 122° 13' 04"
SS Spectral Acceleration for a Short Period 1.42g-
Si Spectral Acceleration fora 1-Second Period 0.49g
Fa Site Coefficient for a Short Period 1.00
F„Site Coefficient fora 1-Second Period 1.51
Note: In general accordance with the 2006 International Building Code, Table 1613.5.2, IBC Site Class is based
on the average characteristics of the upper 100 feet of the subsurface profile.
2 Note:The 2006 International Building Code (IBC) requires a site soil profile determination extending to a depth of
100 feet for seismic site classification. The current scope does not include the required 100 foot soil profile
determination. Borings extended to a maximum depth of 54 feet, and this seismic site class definition considers that
dense to very dense soil continues below the maximum depth of the subsurface exploration.
3.6 Faulting
According to the United States Geological Survey, Quaternary Fault and Fold Database for the
United States, the nearest mapped faults to the project site are the following:
Seattle Fault Zone: The Seattle fault zone is 4 to 7 kilometers wide and is described as
extending from the Cascade Range on the east to Hood Canal to the west. The zone consists
of 3 or more south-dipping thrust faults. It has an average strike of N85°W, dip direction to the
south, and is in a slip-rate category between 0.2 to 1.0 mm/yr. It appears that the southern
extent of the fault zone is approximately 5.5 kilometers to the north of the project site.
The risk of fault rupture and other geologic hazards at the site is considered to be very low. In our
opinion, a supplemental site specific seismic investigation and evaluation is not considered to be
necessary.
3.7 Laboratory Testing
Samples retrieved during the field exploration were returned to the laboratory for observation by
the project geotechnical engineer and were visually or manually classified in general
accordance with the Unified Soil Classification System described in Appendix C. At that time,
the field descriptions were confirmed or modified as necessary and an applicable laboratory
testing program was formulated to determine engineering properties of the subsurface
materials. Boring logs were prepared and are presented in Appendix B.
Laboratory tests were conducted on selected soil samples and many of the results are
presented on the boring logs and in Appendix B. The test results were used for the geotechnical
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Proposed Walmart Store#2516-05 Expansion • Renton, Washington
November 30, 2009 •Terracon Project No. 81095071
engineering analyses, and the development of foundation and earthwork recommendations.
Laboratory tests were performed in general accordance with the applicable local standards or
other accepted standards. Selected soil samples were tested for one or more of the following
engineering properties:
Moisture Content ' California Bearing Ratio
Grain Size Distribution , Natural density
Proctor Moisture-Density Relationship , Atterberg Limits
Testing referenced in the project scope but not completed for this project included the following:
• Topsoil Testing — No topsoil was encountered.
• Unconfined compression —Suitable samples were not collected in our Shelby Tube
samples.
• Consolidation — Suitable samples were not collected in our Shelby Tube samples.
• Swell — Swell tests were not completed as no soil potentially expansive clay layers were
encountered.
• BTEX — No BTEX testing was completed as we are not aware of any gas station
proposed as part of the expansion project. However, other environmental sampling and
testing has been completed by Terracon for this project as part of a Phase II
Environmental Site Assessment, the results of which have been submitted under
separate cover.
3.8 pH and Resistivity Testing
Three representative soil samples were submitted to AMTEST Laboratories for pH and
resistivity testing. Soil samples were also collected during the 1995 evaluation of the site and
were tested for pH, and resistivity. The results of the tests are presented below in the following
table:
Boring and Sample
Depth (ft) pH Resistivity (ohm-cm)
Numbers
B-14, S-2 5 - 6'/2 7.0 12,000
B-17, S-1 2%-4 7.2 9,400
B-33, S-2 5 - 6'/ 6.5 8,900
B-7, S-1 (1995) 0 - 1% 6.5 10,000
B-19, S-1 (1995) 5 - 6% 6.3 6,400
The electrical resistivity of each sample listed above was measured in the laboratory with
distilled water added to create a standardized condition of saturation. Resistivities are at about
their lowest value when the soil is saturated. Electrical Resistivities of soils are a measure of
their resistance to the flow of corrosion currents. Corrosion currents tend to be lower in high
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Proposed Walmart Store#2516-05 Expansion a Renton, Washington
November 30, 2009 •Terracon Project No. 81095071
resistivity soils. The electrical resistivity of the soils varies primarily with its chemical and
moisture contents. Typically, the lower the resistivity of native soils, the more likely that galvanic
currents may develop and increase the possibility of corrosion. Based on laboratory test results,
resistivity values for the near surface native soils ranged from 6,400 to 12,000 ohm-cm. Soils
with resistivity values between 5,000 and 10,000 ohm-cm are generally associated with soils
classified as "moderately corrosive" towards buried metal objects while soils with a pH between
10,000 and 20,000 ohm-cm are generally associated with soils classified as "mildly corrosive".
The pH of the soils tested ranges from 6.3 to 7.0 and could to be insignificant in evaluating
corrosivity of buried metal pipes. It is our opinion that Type I cement is suitable for this project.
With respect to the need for protection of buried metal pipes, we recommend that the design
engineers consult with the manufacturers of specific products in order to determine the need for
protection.
3.9 Climate Data
According to the U.S. Department of Commerce, Climatic Atlas of the United States, the project
site lies within the Puget Sound Lowlands Region of Washington. Mean monthly rainfall varies
from a low of 0.96 inches in July to a high of 5.56 inches in December. Between November and
March, there are about 20 per month where 0.01 inches or more of rainfall occurs. Average.
daily minimum temperatures are above freezing throughout the year. Mean annual total snowfall
is about 12 inches.
The mean total precipitation and snowfall (in inches), and the average minimum temperature (in
degrees F) for each month at the Seattle-Tacoma Airport weather station since 1948 are:
Month Precipitation Snowfall Avg. Min. Month Precipitation Snowfall Avg. Min.
(in.) (in.) Temp. (F°) (in.) (in.) Temp. (F°)
January 5.74 5.05 35.0 July 0.76 0.00 54.7
February 3.95 1.72 36.6 August 1.10 0.00 55.0
March 3.72 1.34 38.1 September 1.74 0.00 51.4
April 2.54 0.06 41.2 October 3.35 0.04 45.4
May 1.77 0.00 46.5 November 6.10 0.93 39.6
June 1.45 0.00 51.4 December 5.86 2.82 35.9
4.0 DESIGN RECOMMENDATIONS
4.1 Geotechnical Considerations
In our opinion, development of the site as proposed is feasible from the geotechnical
perspective, based upon subsurface conditions encountered in the borings for this evaluation.
Our design recommendations are based on our geotechnical engineering analyses, the
subsurface explorations and laboratory test results. Most of the proposed additions appear to
be underlain by variable thicknesses of very loose to medium dense sand with varying
proportions of silt and gravel that are susceptible to liquefaction during a design earthquake.
Our analysis indicates that settlements due to liquefaction could range from as much as 5
inches beneath the southern portion of the existing building and 11/2 inches beneath the
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Geotechnical Engineering Evaluation lrerracon
Proposed Walmart Store#2516-05 Expansion • Renton, Washington
November 30, 2009 •Terracon Project No. 81095071
proposed addition. For this reason, the existing building foundations are supported on
augercast piles.
Although isolated lenses of limited thickness of silt were encountered, our analysis indicates that
potential consolidation settlement will be less than the maximum allowable settlement for soils
supporting interior floor slabs of 0.75 inch total or 0.96 inches in 40 feet as required in the
Geotechnical Investigation Specifications and Report Requirements. Further investigation of the
consolidation potential is not considered to be necessary based on the limited additional loading
planned above the compressible soils.
Geotechnical engineering recommendations for earthwork-related phases of the project are
presented below. The recommendations are based upon the results of limited field and
laboratory testing (which are presented in Appendices B and C), engineering analyses, and our
current understanding of the proposed project.
4.1.1 Liquefaction Analysis
Liquefaction is a phenomenon where cyclic stresses, which are produced by earthquake-
induced ground motions, create excess pore pressures in cohesionless soils. As a result, the
soils may acquire a high degree of mobility, which can lead to consolidation and settlement of
loose sediments, ground oscillation, flow failure, loss of bearing strength, ground fissuring, sand
boils, and other damaging deformations. This phenomenon occurs only below the water table,
but after liquefaction has developed, it can propagate upward into overlying, non-saturated soil
as excess pore water escapes.
Our analysis was based on International Building Code 2006 guidelines for seismic analysis.
Based upon those guidelines we determined that a peak ground acceleration produced by an
earthquake of Richter magnitude 7.0 to 7.5 will be about 0.34g at the subject site.
Based on the depth to groundwater and the relative density of the soils encountered, we
performed a liquefaction analysis on representative soil profiles encountered in boring B-7. The
soils encountered in boring B-7 consisted of unsaturated, medium dense granular fill over
medium stiff silt and loose silty sand over saturated gravelly sand and sandy gravel with trace
silt. Dense gravelly sand and sandy gravel was generally encountered between 28 and 49 feet
below existing grades. Based on the results of our analysis, it appears that seismic related total
and differential settlement on the order of 1 inch within the zone of liquefaction while in boring B-
8, the settlement could be on the order of 5 inches. Our analysis indicates that the vertical
extent of the liquefiable soils extend to a depth of up to approximately 30 feet.
The report with maps titled Liquefaction Susceptibility for the Des Moines and Renton 7.5-
minute Quadrangles, Washington, (Geologic Map GM-41), prepared by the Washington State
Department of Natural Resources, delineates the site as being underlain by Category I soil
deposits. A Category I soil deposit is defined having a high susceptibility to liquefaction. The
report presents a written communication after the 1965, Richter magnitude 6.5, Seattle-Tacoma
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Geotechnical Engineering Evaluation lrerracon
Proposed Walmart Store#2516-05 Expansion • Renton, Washington
November 30, 2009 •Terracon Project No. 81095071
earthquake. Reportedly, a house about 2,000 feet west of the project site experienced
settlement of about 21/2 inches.
It is our experience that many property owners elect to accept the potential risks associated with
settlements induced during an earthquake rather than incur the additional expense associated
with the available foundation and ground improvement options to mitigate these settlements.
We understand that the structure can be designed to withstand the estimated settlements from
a life-safety standpoint. However, cosmetic and/or architectural damage should be expected
with or without deep foundations. Because the existing structure is supported on augercast
piles, we recommend the additions also be supported on piles in order for the additions to
perform similarly to the existing structure during a seismic event.
4.2 Earthwork
4.2.1 Existing Structure and Utility Removal
All existing underground structures (e.g., wells, foundations, utilities, etc.) within the building
expansion footprint should be relocated or abandoned in order to completely remove them from
the building expansion area. Utilities should be abandoned in accordance with all local, state
and federal regulations. Localized excavations made for removal of structures, utilities, and the
removal of unsuitable trench backfill materials (if encountered) should be prepared in
accordance with the Subgrade Preparation section of this report and the resulting excavations
backfilled with structural fill material placed and compacted in accordance with the Fill
Placement and Compaction sections of this report. Utilities outside the building envelope could
be abandoned in place, provided they are fully grouted with controlled density fill (CDF) and the
trench backfill is density tested to verify that it meets the compaction levels specified in this
report.
4.2.2 Site Drainage
Stripping, excavation, grading, and subgrade preparation should be performed in a manner and
sequence that will provide drainage and control of stormwater runoff and erosion at all times in
accordance with the project plans and local requirements. If prolonged or substantial
precipitation is anticipated, the site should be graded to prevent water from ponding in
construction areas and/or flowing into excavations. Sand bags or asphalt berms/curbing should
be considered to divert surface runoff away from the building addition excavations.
Exposed grades should be crowned, sloped, and smooth-drum rolled at the end of each day to
facilitate drainage if inclement weather is forecasted. Accumulated water should be removed
from subgrades and work areas immediately and prior to performing further work in the area.
Loose, disturbed soils and soils subjected to repeated construction traffic that are exposed to
wet weather will degrade and possibly become unstable. Equipment access may be limited and
the amount of soil rendered unfit for use as structural fill may be greatly increased if drainage
efforts are not accomplished in a timely manner.
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Geotechnical Engineering Evaluation 11.
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Proposed Walmart Store#2516-05 Expansion • Renton, Washington
November 30, 2009 •Terracon Project No. 81095071
4.2.3 Dewatering
Dewatering is not anticipated to be necessary within the foundation depths based on the
conditions encountered at the time of drilling. However, some localized dewatering of perched
groundwater may be necessary in deeper excavations. We anticipate that this type of condition
could be managed with shallow pumped sumps installed where it is necessary.
4.2.4 Site Stripping
Organic-rich topsoil was not encountered in our explorations or observed at the site, except for
small landscape areas. In general, site stripping of organic-rich materials will be limited to these
existing landscape areas. This should produce a relatively small amount of topsoil and
vegetation. Organic topsoil material is not considered suitable for use as "structural fill".
Therefore, topsoil materials should be disposed of off-site or used for landscaping purposes.
Asphalt pavement and concrete flatwork will need to be stripped from the building expansion
areas. These materials should be removed from the site unless they are crushed/milled to a
one-inch minus product. In this case, the products could be mixed with the recommended
pavement subbase. The crushed concrete could be substituted for aggregate at a one to one
ratio, while the asphalt should not exceed 20 percent by volume in the subbase mix.
4.2.5 Subgrade Preparation
After stripping and removing asphalt pavement, base course, and concrete flatwork, the
exposed subgrade would likely consist of a variety of fill soils such as gravelly sand with silt, silty
sand with gravel, silt, sandy silt, or silty sand. Subgrade preparation and initial construction
activities should be planned to reduce disturbance to the exposed ground surface. Therefore,
some consideration regarding the methods of stripping and filling without disturbing the soils will
be necessary, particularly if the earthwork is completed during periods of extended wet weather.
Subgrade soils that become disturbed due to elevated moisture conditions should be
overexcavated and backfilled with compacted structural fill. Wet season earthwork may require
additional mitigative measures to protect the subgrade beyond those that would be expected
during the drier summer and fall months.
We recommend that the exposed subgrades within the expansion areas that are at grade or will
receive structural fill be density tested and then proofrolled with heavy rubber-tired construction
equipment, such as a fully-loaded tandem-axle dump truck, to detect soft and/or yielding soils.
The exposed subgrade soils should be firm, unyielding, and meet a minimum compaction of 95
percent of the maximum laboratory density, as determined by ASTM D-1557. In the event that
compaction fails to meet the specified criteria, the upper 12 inches of subgrade should be
scarified and moisture conditioned, as necessary to obtain at least 95 percent of the maximum
laboratory density. Those soils which are soft, yielding, or unable to be compacted to the
specified criteria should be overexcavated and replaced with structural fill material.
Alternatively, wet soils that cannot be dried to a suitable moisture content could be cement
treated. Overexcavations should be backfilled with structural fill material placed and compacted
in accordance with the Structural Fill section of this report. Subgrade preparation and selection,
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Geotechnical Engineering Evaluation lierracon
Proposed Walmart Store#2516-05 Expansion ■ Renton, Washington
November 30, 2009 v Terracon Project No. 81095071
placement, and compaction of structural fill should be performed under engineering controlled
conditions in accordance with the project specifications.
In our opinion, earthwork should be completed during periods Of the year when the moisture
content can be controlled by aeration and drying. If earthwork or construction activities take
place during extended periods of wet weather, or if the in-situ moisture conditions are elevated
above the optimum moisture content, the soils could become unstable or not be compactable.
In the event the exposed subgrade becomes unstable, yielding, or unable to be compacted due
to high moisture conditions, we recommend that the materials be removed to a sufficient depth
in order to develop stable subgrade soils that can be compacted to the minimum recommended
levels. The severity of construction problems will be dependent, in part, on the precautions that
are taken by the contractor to protect the subgrade soils.
Subgrade Protection: If it becomes necessary to protect the subgrade from wet weather, we
recommend that dedicated haul roads or lay down areas be constructed with a minimum of 12
inches of 2- to 4-inch quarry spalls, free-draining crushed ballast, shoulder ballast, or crushed
recycled concrete of equivalent gradation. Ballast and shoulder ballast are defined by Section
9-03.9(1) and 9-03.9(2), respectively, of the Washington State Department of Transportation
(WSDOT) 2008 Standard Specifications for Road, Bridge and Municipal Construction
(Publication M 41-10). The level of floor lab subgrade protection will be a function of the type
and magnitude of traffic over the work areas and the effectiveness of draining precipitation or
other runoff from the excavations.
Frozen Subgrade Soils: If earthwork takes place during freezing conditions, all exposed
subgrades should be allowed to thaw and then be recompacted prior to placing subsequent lifts
of structural fill or foundation components. Alternatively, the frozen material could be stripped
from the subgrade to reveal unfrozen soil prior to placing subsequent lifts of fill or foundation
components. The frozen soil should not be reused as structural fill until allowed to thaw and
adjusted to the proper moisture content, which may not be possible during winter months.
4.2.6 Structural Fill Materials, Placement and Compaction
Structural fill includes any fill material placed under footings, pavements, or other permanent
structures or facilities. Materials typically used for structural fill include pit-run sand and gravel,
various mixtures of sand, silt and gravel, and crushed recycled concrete. Recycled concrete is
suitable for structural fill. Structural fill materials should be free of deleterious, organic, or frozen
matter and should contain no chemicals that may result in the material being classified as
"contaminated". We recommend that all fill materials have less than 5 percent organics, and
then only if the organic materials are relatively fine and disseminated throughout the soil. Soils
with roots or other woody debris should have all pieces larger than 1/2 inch in diameter removed
before compaction.
Subqrade Verification and Compaction Testing: Regardless of material or location, all fill
material should be placed over properly compacted subgrades in accordance with the Subgrade
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Preparation section of this report. The condition of all subgrades should be verified by the
owner's on-site representative before fill placement or earthwork grading begins. Earthwork
monitoring and field density testing should be performed during grading to provide a basis for
opinions concerning the degree of soil compaction attained.
Structural fill should be placed over a properly prepared subgrade in which the material below
the upper foot is compacted to a minimum of 95 percent of the modified Proctor maximum dry
density. Structural fill should be placed in 8-inch maximum loose lifts. Placing the initial lifts of
fill over the clayey subgrade may require thin lifts that are statically rolled in order to reduce the
risk of disturbing the subgrade.
Reuse of On-Site Soils: It is our opinion that the native granular soils encountered on the site
are suitable for reuse as structural fill from a compositional standpoint provided it is placed and
compacted in accordance with the compaction recommendations presented in this report. We
recommend that all fine grained silts encountered at the site only be used for non-structural
applications. Depending on the time of year that earthwork is completed, some drying of on-
site soils may be necessary at the time of earthwork and the feasibility of grading with on-site
soils will depend on whether adequate drying time occurs. Typically, drying is difficult or
impossible during cold and wet winter and spring months. Recompaction problems should be
expected in periods of extended wet weather, or after thawing of frozen soils, due to the
moisture sensitivity of the soil. The ability to use the existing fill soils from site excavations as
structural fill will depend on their moisture content at the time of earthwork and the prevailing
weather conditions when site grading activities take place.
Imported Structural Fill Material: Imported structural fill should consist of granular soils that are
not susceptible to degradation and weakening if they become wet. Materials typically used for
structural fill include clean pit-run sand and gravel and crushed recycled concrete. Recycled
concrete is suitable for structural fill provided the material is thoroughly crushed to a well-
graded, 2-inch minus product. We do not recommend that silt or clay soils be used for structural
fill on this project.
During wet weather conditions or if the native soils are unsuitable for reuse, "select" granular fill
may be necessary. Select fill consists of free-draining naturally occurring sand and gravel,
crushed aggregate, or crushed recycled concrete. Select structural fill should meet the
requirements of the 2008 WSDOT Standard Specifications Section 9-03.14(1), for Gravel
Borrow.
Fill Placement: Fill material should be moisture conditioned and compacted in controlled
horizontal layers not exceeding 10 inches in loose thickness, and each layer should be
thoroughly compacted with suitable equipment for the soil conditions.
Compaction Criteria: Each layer of fill should be compacted to the minimum recommended level
based on the maximum laboratory dry density as determined by the ASTM D 1557 Modified
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Proctor Compaction Test. Where the moisture content of the fill or density testing yields
compaction results less than the recommended levels, additional compactive effort and/or
moisture conditioning should be performed until the fill material is in accordance with the
compaction requirements. In the case of roadway and utility trench filling in municipal rights-of-
way, the backfill should be placed and compacted in accordance with current codes and
standards. Our recommendations for soil compaction as a function of location are summarized
in the table below.
RECOMMENDED SOIL COMPACTION LEVELS
Recommended Minimum
Location
Percent Compaction*
Subgrade and Fill Below Structures, Pavements and 95
Outparcels
Subgrade and Fill in All Other Areas 95
* ASTM D 1557 Modified Proctor Maximum Dry Density
Soil Moisture Content: All fill material placed must be moisture conditioned, as necessary, to
within ±2 percent of the optimum moisture content for compaction. If excessive moisture in the
fill results in failing results or an unacceptable "pumping" or yielding condition, then the fill
should be allowed to dry until the moisture content is within the necessary range to meet the
required compaction requirements or reworked until acceptable conditions are obtained. Some
drying of on-site soils may be necessary at the time of earthwork and the feasibility of grading
with on-site soils will depend on whether adequate drying time occurs. Typically, drying is
difficult or impossible during cold and wet fall, winter and spring months. Recompaction
problems should be expected in wet weather, or after thawing of frozen soils, due to the
moisture sensitivity of the soil.
Laboratory Testing: Representative samples of materials to be utilized as compacted fill should
be analyzed in a laboratory to determine their physical properties and Proctor density. Imported
and native samples should be submitted for laboratory testing at least 5 days prior to using on
the site.
4.3 Underground Utilities
Underground utilities may extend into the soft, native silty soils. Structures such as manholes
and catch basins which extend into soft soils should be underlain by at least 12 inches of
compacted crushed aggregate. Railroad ballast or quarry spalls may be necessary to create a
firm subgrade in the trenches. Coarse crushed concrete would also be a suitable bridging
material. Where water is encountered in the excavations, it should be removed prior to fill
placement. It may be necessary to place a geotextile fabric (such as Mirafi 600X or equivalent)
over the trench subgrade soils if they are too soft, to provide a separation between the bedding
and subgrade soils.
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After firm subgrades have been achieved, the utilities should be bedded for protection.
Backfilling for the remainder of the trenches should be completed utilizing granular, non-plastic
soil that is free of organics and other deleterious materials.
Utility Trenching: We recommend that utility trenching, installation, and backfilling conform to all
applicable federal, state, and local regulations, such as OSHA and WISHA for open
excavations. Some excavation bank stability problems during utility construction should be
expected where excavations extend into zones of perched groundwater. Flatter temporary
slopes, temporary bracing or conventional trench box shoring will likely be necessary to support
the utility excavations.
Utility Excavations and Dewatering: Deeper excavations such as utilities may encounter
groundwater during wetter periods of the year. The appropriate type of dewatering system
should be determined by the contractor based on the conditions encountered. Some caving of
utility trench sidewalls should be anticipated excavation depth and where groundwater seepage
is encountered. We recommend that any excavations within groundwater seepage zones be
undertaken only when suitable dewatering equipment and temporary excavation shoring are
available.
Depending on the season of the work, groundwater seepage elevations may be higher than that
encountered in our borings. It is possible that pumped sumps or well points may be necessary
for excavations that penetrate into the groundwater table.
Pipe Beddirig: We recommend that a minimum of 4 inches of bedding material be placed above
and below all utilities that are supported on gravelly and cobbly soils or in general accordance
with the utility manufacturer's recommendations and local ordinances. We recommend that
pipe bedding conform to Section 9-03.12(3), Gravel Backfill for Pipe Zone Bedding, as
presented in the 2008 WSDOT Standard Specifications for Road, Bridge, and Municipal
Construction. All trenches should be wide enough to allow for compaction around the haunches
of the pipe or materials such as pea gravel or CDF should be used below the spring line of the
pipes to eliminate the need for mechanical compaction in this portion of the trenches. If water is
encountered in the excavations, it should be removed prior to fill placement. Alternatively,
quarry spalls could be used for backfill below the water level.
Re-Use of On-Site Soil for Backfill Material: The granular native soils are considered suitable
for utility trench backfill, provided the moisture content of the soil is within ±2 percent of the
optimum moisture content and the utilities are adequately bedded for protection.
Trench Backfill Placement: Approved on-site or imported fill material should be evenly placed,
moisture conditioned, and compacted in controlled horizontal layers not exceeding eight inches
in loose thickness, and each layer should be thoroughly compacted with approved equipment.
However, initial lift thickness could be increased to levels recommended by the manufacturer to
protect utilities from damage by compacting equipment. The initial lift thickness should not
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exceed one foot over the utility. All fill material should be moisture conditioned, as necessary, to
within ±2 percent of the optimum moisture. All trench backfill above the initial lift should be
compacted to a minimum of 95 percent of the modified Proctor maximum dry density.
Temporary and Permanent Slopes
Safety: Construction site safety generally is the sole responsibility of the Contractor, who
selects and directs the means, methods, and sequencing of construction operations.
Temporary excavation slope stability is a function of many factors, including:
• The presence and abundance of groundwater;
• The type and density of the various soil strata;
• The depth of cut;
• Surcharge loadings adjacent to the excavation; and
• The length of time the excavation remains open.
As the cut is deepened, or as the length of time an excavation is open, the likelihood of bank
failure increases; therefore, maintenance of safe slopes and worker safety should remain the
responsibility of the contractor, who is present at the site, able to observe changes in the soil
conditions, and monitor the performance of the excavation.
Temporary Cut Slope Inclinations: It is exceedingly difficult under the variable circumstances to
pre-establish a safe and "maintenance-free" temporary cut slope angle. Therefore, it should be
the responsibility of the contractor to maintain safe temporary slope configurations since the
contractor is continuously at the job site, able to observe the nature and condition of the cut
slopes, and able to monitor the subsurface materials and groundwater conditions encountered.
Unsupported vertical slopes or cuts deeper than 4 feet are not recommended if worker access is
necessary. The cuts should be adequately sloped, shored, or supported to prevent injury to
personnel from local sloughing and spalling. The excavation should conform to applicable
Federal, State, and Local regulations.
Temporary slopes should be constructed in accordance with Chapter 296-155 of the
Washington Administrative Code (WAC). Temporary cuts will need to be constructed at flatter
angles based upon the soil moisture and groundwater conditions at the time of construction.
Adjustments to the slope angles should be determined by the contractor at that time.
For planning purposes, we recommend that temporary excavations be set back from property
lines, building foundations or other settlement sensitive structures a minimum distance equal to
two times the excavation depth.
Permanent Cut and Fill Slope Inclinations: We do not anticipate that new permanent slopes will
be constructed as part of the expansion project. However, if it occurs, slopes on the order of
2H:1V are recommended in those areas where groundwater seepage is not present.
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4.4 Foundations
The Geotechnical Investigation Specifications and Report Requirements limits total and
differential settlements to the following:
Maximum allowable differential settlement for soils supporting masonry walls — 0.53 inches
in 40 feet;
Maximum allowable differential settlement for soils supporting interior floor slabs and interior
isolated footings—0.96 inches in 40 feet;
Maximum allowable total settlement— 3/4 inch.
Based on our field explorations and preliminary analyses, it is our opinion that the proposed
development is feasible from a geotechnical standpoint. Because the results of our liquefaction
analysis and the fact that the existing building is supported on augercast piles, we recommend
the building addition foundations be supported on augercast pile (ACP) or small-diameter driven
pipe pile foundations. Grade beams would likely be necessary to tie the perimeter piles, and
possibly the interior column pile caps together, although this would need to be determined by
the structural engineer. Design recommendations for pile foundations are presented in the
following paragraphs.
4.4.1 Design Recommendations
Augercast Piles: The design recommendations listed below for building foundations are based on
the limiting settlement to tolerable limits. If the estimated settlements are considered to be
tolerable, we can provide design recommendations for conventional shallow foundations.
DESCRIPTION VALUE
Foundation Type Augercast piles and grade beams
Structure Single-story building addition
Bearing Material Dense to very dense soils below 28 feet
Minimum Embedment Depth Below Finished
Grade 25 feet on the north to 50 feet on the south
Pile Diameter 16 inches
Allowable Compressive Capacity 35 tons
Allowable Uplift Capacity 14 tons
Allowable Fixed-Head Lateral Capacity 6 tons
Estimated Total Settlement Less than '/. inch
1/2 inch in 40 feet under walls (Less than the
Estimated Differential Settlement maximum allowable Walmart criteria of 0.53
inches over 40 feet in length for walls)
'A inch between columns (Less than the
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DESCRIPTION VALUE
maximum allowable Walmart criteria of 0.96
inches over 40 feet in length for interior slabs and
between isolated interior footings)
The allowable capacities may be increased by one-third to resist short-term transient forces. If
the piles are spaced closer than three pile diameters, the allowable capacities should be
reduced. The reduction factor will be based on the actual center to center pile spacing and the
configuration of the group.
An augercast pile is formed by drilling to an appropriate pre-determined depth with a
continuous-flight, hollow-stem auger. Cement grout is then pumped down the stem of the auger
under high pressure as the auger is withdrawn. The final result is a cast-in-place pile.
Reinforcing can be lowered into the unset concrete column to provide lateral and/or tension
capabilities.
Pressure grouting methods such as this typically result in a grout column diameter in excess of
the nominal diameter of the drilled hole. We anticipate grout volumes within the soil column
could average about 1.2 to 1.5 times the theoretical volume of drilled holes. The contractor
should be required to stagger the pile grouting and drilling operations, such that all completed
piles within 10 feet of the pile being drilled have set for at least 24 hours.
Augercast piles would gain their vertical compressive capacity from side friction between the
pile and the native soils and from end bearing. Vertical uplift pile capacity will develop as a
result of side friction between the pile and the adjacent soil, along with the weight of the pile.
Due to the depth of the potentially liquefiable soils, we recommend that augercast piles with 35-
ton allowable capacities extend to a depth of 40 feet below the ground surface.
The vertical pile capacity presented assumes that adjacent piles are located at least 3 pile
diameters apart. If piles are located closer together, a reduced pile capacity should be used to
account for pile group effects. We would be pleased to provide capacities for specific pile group
arrangements, if requested. The allowable lateral capacities are based on fixed head conditions
and limiting the lateral deflection to 1/2 inch. The recommended vertical compressive capacity is
based on limiting total and differential settlements to 3/4 inch and '/2 inch (over 40 feet),
respectively.
Based on an assumed modulus of horizontal subgrade reaction of 3 pci in the loose and soft
near-surface soils, the stiffness factor (T) for a fixed-head, 16-inch diameter auger-cast pile was
calculated to be 80 inches. In order to limit the lateral deflection to 0.5 inch, we recommend
using an allowable lateral capacity of 9,900 pounds per pile.
For grade beams, we recommend using an allowable passive pressure of 275 pcf for that
portion of the beam that is more than 12 inches below finished grade. This value incorporates a
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static safety factor of at least 1.5. The recommended passive pressure is based on the
assumption that at least one foot of structural fill will be placed on each side of the footing/grade
beam and will be compacted to a minimum of 95 percent of the modified Proctor maximum dry
density. Except for drain rock around drainpipes, we do not recommend allowing pea gravel or
washed rock adjacent to foundations.
Pipe Piles:
In lieu of augercast piles, the walls and columns could be supported on small-diameter steel
pipe piles. This size of pile is driven with an excavator-mounted hydraulic hammer. The
advantage of using this size of pile is primarily a lower mobilization cost and a lower price per
foot of about $20/foot versus about $48/foot for augercast piles.
Pile Type and Size: We recommend utilizing 6-inch inside diameter, Schedule 40, steel pipe for
the project. These piles are installed with small trackhoe-mounted drivers. The piles should be
driven to "refusal", which is defined as one inch or less of penetration into the ground over about
10 seconds of sustained driving. Determination of the depth to suitable bearing soils and the
resultant pile capacities and depths will require field engineering decisions.
Pile Axial Compressive Capacity: An allowable 15 ton axial compressive load for each 6-inch
inside-diameter, Schedule 40 steel pile driven to refusal as described herein may be utilized for
design. Although piles driven to the designated refusal criteria could provide greater axial
compressive capacity, it would be necessary to load test the piles if higher capacities are to be
assessed. It will not be necessary to load test the 6-inch piles provided that they are designed
for a maximum axial compressive load of 15 tons.
Pile Lengths: The piles should be driven such that they penetrate through the very loose to
medium dense soils and into the dense to very dense alluvial soils. The depth to the dense
soils ranges from approximately 17 feet in boring B-5, 45 feet in boring B-8, 28 feet in boring B-
7, and 17 feet in boring B-13. The piles should be expected to penetrate at least a few feet into
the dense soils. We recommend that the contractor drive several test piles at the start of pile
driving in order to further assess driving characteristics and depths. If necessary to
predetermine pile lengths, it would be prudent to drive test piles prior to finalizing cost estimates
or bids for the piles.
Lateral Capacity: In order to develop lateral resistance, the piles should be continuous or have
welded splices, and possess adequate strength to accommodate the bending moments. Based
on an assumed modulus of horizontal subgrade reaction of 3 pci in the loose and medium stiff
near-surface soils, the stiffness factor (T) for a fixed-head, 6-inch diameter pipe pile is
calculated to be 54 inches. In order to limit the lateral deflection to 0.5 inch, we recommend
using an allowable lateral capacity of 4,500 pounds per pile.
4.5 Floor Slabs
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The site is generally underlain by lacustrine and alluvial deposits consisting of soft to medium
stiff silts and loose to very dense gravelly sand, sandy gravel and sand soils, with varying
proportions of silt. A portion of the main expansion area was preloaded during the original site
development. However, based on the Preload Plan dated 1/17/96, only about 50 to 60 percent
of the main addition was preloaded. The northeast vestibule addition is also supported on
partially preloaded soil but the native soils appear to be suitable for slab support. The vestibule
addition appears to have been entirely preloaded and is suitable for slab support. Based on
borings B-5, B-7, B-8, B-13, and B-14, it appears the existing slab is underlain by 21/2 to 41/2 feet
of granular structural fill. Dense native soils underlie the fill in boring B-5 while B-13 is
immediately underlain by medium dense soils. In the other building borings, the fill is underlain
by approximately 4%to 6 feet of loose silty sand to sand with trace silt. Based on the conditions
encountered, and the anticipated dead plus live loads of the floor of about 200 psf, our analyses
indicate that the floor settlements will not exceed the maximum allowable total settlement of 3/4
inch or differential settlement for soils supporting interior floor slabs of 0.96 inches in 40 feet.
4.5.1 Design Recommendations
Subgrade Preparation: Slab-on-grade floors should be prepared in accordance with the Site
Preparation and Structural Fill and Compaction sections of this report.
Floor Slab Section: We recommend that the floor slab be underlain by a 6-inch thick layer of
granular material consisting of crushed aggregate top course conforming to the gradation
requirements of Section 9-03.9(3), Crushed Surfacing Top Course, with the modification that 5
to 7.5 percent of the material passes the U.S. No 200 sieve, as presented in the 2008 WSDOT
Standard Specifications.
Vapor Barrier: From a geotechnical standpoint, it is our opinion that a vapor barrier is not
necessary for the proposed addition. However, we anticipate that moisture will develop beneath
the slab as a result vapor migration through the soil. We recommend that the floor slab designer
determine if the moisture collection beneath the slab will adversely affect the performance of the
floor and the various floor coverings that may be placed on the floors. If a vapor barrier is used,
we recommend using a puncture-resistant proprietary product such as RUFCO 3000B, Vapor
Block VB 10, Stego Wrap, or an approved equivalent that is classified as a Class A vapor
retarder in accordance with ASTM E 1745. To avoid puncturing of the vapor barrier,
construction equipment should not be allowed to drive over any vapor retarder material. The
slab designer and slab contractor should refer to ACI 302 for procedures and cautions regarding
the use and placement of a vapor retarder.
Floor Joints: In areas of exposed concrete, control joints should be saw cut into the slab after
concrete placement in accordance with ACI Design Manual, Section 302.1R-37 8.3.12 (tooled
control joints are not recommended). Additionally, dowels should be placed at the location of
proposed construction joints.
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Positive separations and/or isolation joints should be provided between slabs and all
foundations, columns or utility lines to allow independent movement. Interior trench backfill
placed beneath slabs should be compacted in accordance with recommendations outlined in the
Earthwork section of this report. Other design and construction considerations, as outlined in
the ACI Design Manual, Section 302.1R are recommended.
4.6 Cast-in-Place Backfilled Walls
The following parameters are recommended for the design of rigid, laterally loaded retaining
structures, such as loading dock walls. Based on the plans provided to us, it does not appear
that retaining walls other than the possible loading dock walls will be necessary. If new loading
dock walls are constructed, we recommend they be pile foundation supported. The lateral soil
pressure acting on backfilled walls will primarily depend on the degree of compaction and the
amount of lateral movement permitted at the top of the wall during backfilling operations.
Footings: Backfilled walls associated with the building should be supported on pile foundations
in order to limit static settlements to the specified limits in the Geotechnical Investigation
Specifications and Report Requirements.
Wall Drainage: To preclude the build-up of hydrostatic pressure, we recommend that a
minimum width of 2 feet of clean, granular, free-draining material should extend from the footing
drain at the base of the wall to the ground surface, to prevent the buildup of hydrostatic forces.
Wall drain aggregate should conform to the 2008 WSDOT Standard Specification 9-03.12(2),
Gravel Backfill for Walls. It should be realized that the primary purpose of the free draining
material is reduction in hydrostatic pressures. Some potential for moisture to contact the back
face in the wall may exist even with this treatment, which may require more extensive water
proofing be specified for walls which require interior moisture sensitive finishes.
Backfill Soil: Native or imported soils could be used for wall backfill behind the drainage course.
Soils with more than 10 percent fines should be separated from the drainage aggregate with a
non-woven filter fabric such as Mirafi 140N, or equivalent. If granular material with less than 10
percent fines is used for wall backfill, the filter fabric may be deleted.
Backfill Compaction: To prevent the build-up of lateral soil pressures in excess of the
recommended design pressures, over-compaction of the fill behind the wall should be avoided;
however, a lesser degree of compaction may permit excessive post-construction settlements.
In order to limit wall pressures resulting from over-compaction of wall backfill, we recommend
that backfill within 5 feet of a wall be compacted by small, hand-operated compaction equipment
to 90 to 92 percent of the modified Proctor maximum dry density. Remaining backfill should be
compacted in accordance with the compaction recommendations provided in the Structural Fill
and Compaction section of this report.
Grading and Capping: To retard the infiltration of surface water into the wall backfill soils, the
backfill surface of exterior walls should be adequately sloped to drain away from the wall. We
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also recommend that the backfill surface directly behind the wall be capped with asphalt,
concrete, or one foot of low-permeability soil. If low permeability soils are used as a cap, we
recommend that a separation fabric (similar to Mirafi 140N) be placed above the drainage
aggregate prior to placing the cap material.
Applied Loads: Overturning and sliding loads applied to retaining walls can be classified as
active, at-rest, surcharge, and hydrostatic pressures. Our recommended methods of calculating
design pressures are discussed in the following paragraphs.
■ Active and At-Rest Pressures: Yielding (cantilever) retaining walls should be designed to
withstand an appropriate active lateral earth pressure, whereas non-yielding (restrained)
walls should be designed to withstand an appropriate at-rest lateral earth pressure. The at-
rest case is applicable where retaining wall movement is confined to less than 0.005 H,
where H is the wall height. If greater movement is possible, the active case applies. A wall
movement of about 0.02 H will be required to develop the full passive pressure. These
pressures act over the entire back of the wall and vary with the backslope inclination. For
retaining walls up to 12 feet in height with a level backslope, we recommend using an active
and at-rest pressure (given as equivalent fluid unit weights) provided in the following table.
RECOMMENDED RETAINING PRESSURES
UP TO 12 FEET IN HEIGHT
Backslope Angle Active Pressure At-Rest Pressure
(pcf) (pcf)
Level 35 50
■ Surcharge Pressures: The above equivalent fluid pressures are based on the assumption of
a uniform horizontal backfill and no buildup of hydrostatic pressure behind the wall.
Surcharge pressures due to sloping ground, adjacent footings, vehicles, construction
equipment, etc. must be added to these values. For traffic loads, we recommend using an
equivalent two foot soil surcharge. For loading docks, point, continuous or evenly
distributed loads above the dock will result in horizontal pressure on the wall. The
appropriate loading conditions should be incorporated into the loading dock wall design, or
we can provide surcharge criteria for loading conditions behind the loading dock wall, if
requested.
• Seismic Pressures: For level backfill conditions, we recommend that a uniformly distributed
pressure of 4.5H psf, where H is the height of the wall, be applied to the walls.
• Hydrostatic Pressures: If groundwater is allowed to saturate the backfill soils, hydrostatic
pressures will act against a retaining wall; however, if the recommended drainage system is
included with each retaining wall, we do not expect that hydrostatic pressures will develop.
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Resisting Forces: Active and at-rest pressures for conventional concrete cantilever retaining
wall foundations are resisted by a combination of passive lateral earth pressure, base friction,
subgrade bearing capacity, and weight of soil above buried portions of the foundations. Passive
pressure acts over that portion of the embedded of the walls more than 18 inches below the
finished surface grade. For retaining walls with a level foreslope and zero hydrostatic pressure
behind the wall, we recommend the resisting design values presented in the following table,
which incorporates a static safety factor of at least 1.5. A soil unit weight of 130 pcf is
recommended when calculating the total weight of soil above buried portions of foundations.
RECOMMENDED RESISTING FORCES
Design Parameters Allowable Value
Bearing Capacity On pile foundations
275 pcf, neglecting the upper
Passive Pressure 12 inches of embedment plus lateral resistance of
pile foundations.
Utility Penetrations through Backfilled Walls: Care should be taken where utilities penetrate
through backfilled walls. Minor settlement of the wall backfill soils can impart significant soil
loading on utilities, and some form of flexible connection may be appropriate at backfilled wall
penetrations.
4.7 Drainage
Footing Drains: A perimeter footing drain system is recommended around the proposed
addition. Drains are also recommended behind all retaining and loading dock walls. Footing
drains should consist of a minimum 4-inch diameter, Schedule 40, rigid, perforated PVC pipe
placed at the base of the heel of the footing with the perforations facing down. The pipe should
be underlain and surrounded by a minimum of 4 inches of clean free-draining granular material.
We recommend placing a non-woven geotextile, such as Mirafi 140N, or equivalent, between
the free draining backfill and the surrounding fill material. Footing drains should be directed
toward appropriate storm water drainage facilities. Water from downspouts and surface water
should be independently collected and routed to a suitable discharge location.
Perimeter Building Grades: Final exterior grades should promote free and positive drainage
from the building areas at all times. Water must not be allowed to pond or to collect adjacent to
foundations or within the immediate building area. We recommend that a gradient of at least 3
percent for a minimum distance of 10 feet from the building perimeter be provided, except in
paved locations. In paved areas, a minimum gradient of one percent should be provided.
Infiltration: We understand that no infiltration systems are planned for this project.
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4.8 Pavements
Asphalt Pavements
Pavement Life and Maintenance: It should be realized that asphaltic pavements are not
maintenance-free. The following pavement sections represent our minimum recommendations
for an average level of performance during a 20 year design life. Thicker asphalt, base, and
subbase courses would offer better long-term performance, but would cost more initially; thinner
courses would be more susceptible to "alligator" cracking and other failure modes. As such,
pavement design can be considered a compromise between a high initial cost and low
maintenance costs versus a low initial cost and higher maintenance costs.
Soil Design Values: A California Bearing Ratio (CBR) test was completed on a composite
sample of the native sandy silt soil collected from borings B-4, B-7, B-10, and B-11. The
material has a CBR value of about 17 percent when compacted to 95 percent of the modified
Proctor (ASTM D 1557) maximum dry density. At 95 percent compaction, the unit weight of the
soil is approximately 113 pcf. A sample collected in boring B-4 between 2% and 4 feet had a
dry unit weight of 81.2 pcf and a moisture content of about 26 percent. The optimum moisture
content of the Proctor sample was about 14 percent. At the in-situ moisture content level
measured, a CBR value of about 2 percent would be more suitable for pavement design
purposes. Given the wet nature of this soil sample, it appears that compaction of the soils will
be difficult to impossible. For all new asphalt pavement sections, we recommend placing a
layer of Tensar BX 1100 below the pit-run subbase. We recommend the subbase material have
a CBR value of 30 or more.
It should be noted that the recommended pavement sections presented in this report are
different than the originally-recommended pavement sections by AGRA, primarily due to the
higher traffic loading contained in the scope of services for this project.
Traffic Design Values: Traffic loading provided for heavy-duty pavements consists of 335,800
18-kip ESALs over 20 years and 109,500 18-kip ESALs for standard-duty pavements. Other
design parameters used in the design included initial serviceability = 4.2, terminal serviceability
= 2.0, reliability = 85%, and standard deviation = 0.45 for flexible pavements and 0.35 for rigid
pavements.
Subgrade Preparation: Prior to placement of the pavement section materials (subbase, base, or
asphalt), the subgrade should be prepared as recommended in Site Preparation section of this
report.
Subgrade Compaction: The subgrade should be compacted to a minimum of 95 percent of the
modified Proctor maximum dry density and be firm and unyielding when proof-rolled with a
loaded dump truck or other suitable heavy equipment.
General Fill: All fill should be compacted to a minimum of 95 percent of the materials modified
Proctor maximum dry density. Given the moisture condition of the subgrade soils, this may be
23
Geotechnical Engineering Evaluation lierracon
Proposed Walmart Store#2516-05 Expansion • Renton, Washington
November 30, 2009 •Terracon Project No. 81095071
difficult to achieve except during the drier summer months when the subgrade would likely be
more stable. If imported soils are used to grade areas that will support pavement, we
recommend that a sample be submitted to the owner's CTL for laboratory testing to determine
the Proctor and CBR values of the material.
Base and Asphalt Materials: The manufacturing and placement of pavements and crushed
base course should conform to specifications presented in Divisions 5 and 4, respectively, of the
2008 Washington State Department of Transportation, Standard Specifications for Roads,
Bridges, and Municipal Construction, as well as the project plans and specifications. Specific
recommendations for asphalt concrete, crushed base course, and asphalt treated base are
provided below. Based on contacting local aggregate and asphalt suppliers, these materials are
expected to be locally available and are considered suitable and economical materials for
construction of pavements.
• Asphalt Concrete: We recommend that the asphalt concrete conform to Section 9-02.1(4)
for PG 64-22 Performance Grade Asphalt Cement as presented in the 2008 WSDOT
Standard Specifications. We recommend that the gradation of the aggregate conform to the
aggregate gradation control points for '/2-inch mixes as presented in Section 9-03.8(6), HMA
Proportions of Materials.
• Crushed Aggregate Base Course: We recommend that the crushed aggregate base
conform to Section 9-03.9(3), Crushed Surfacing Base Course, as presented in the 2008
WSDOT Standard Specifications.
• Pit-Run Subbase: Where subgrades are below design elevations, we recommend that the
subbase course consist of pit-run sand and gravel that has a minimum CBR value of 30
when compacted to 95 percent of the modified Proctor maximum dry density. We
recommend that the material conform to Section 9-03.14(1), Gravel Borrow, of the 2008
WSDOT Standard Specifications.
• Asphalt Treated Base: In lieu of crushed gravel base, asphalt-treated base (ATB) can be
substituted. The ATB would provide a more durable wearing surface if the pavement
subgrade areas will be exposed to construction traffic prior to final paving with hot-mix
asphalt. ATB should be prepared and placed in accordance with WSDOT Standard
Specification 4-06 for Asphalt Treated Base.
• Compaction — Asphalt, Base, and Subbase: All subbase and base materials should be
compacted to at least 95 percent of the maximum dry density determined in accordance with
ASTM: D-1557. We recommend that all subgrade and base courses be proofrolled with a
loaded dump truck prior to placing the following lift of material. We recommend that asphalt
be compacted to a minimum of 92 percent of the Rice (theoretical maximum) density or 96
percent of Marshall (Maximum laboratory) density. ATB should be compacted to a minimum
of 80 percent of the maximum theoretical density.
24
Geotechnical Engineering Evaluation lrerracon
Proposed Walmart Store#2516-05 Expansion • Renton, Washington
November 30, 2009 •Terracon Project No. 81095071
Asphalt Pavement Sections: The following table presents recommended pavement sections for
anticipated standard- and heavy-duty traffic levels.
RECOMMENDED ASPHALT PAVEMENT SECTIONS
20-YEAR LIEFESPAN
Minimum Thickness (in.)
Pavement Section Standard-Duty Traffic Heavy-Duty Traffic
109,500 ESALs 335,800 ESALs
Asphalt Pavement 3 4
Crushed Aggregate Base (CAB) 5 5
Pit-Run Subbase 7 7
ATB Substitute for CAB 2.5 2.5
Concrete Pavements
Concrete Properties and Thickness: Cement concrete pavement should be produced and
placed in accordance with 5-05, Cement Concrete Pavement, as presented in the 2008 WSDOT
Standard Specifications for Road, Bridge and Municipal Construction. Concrete pavement
design recommendations are based on an assumed modulus of rupture of 600 psi and a
minimum 28-day compressive strength of 4,000 psi for the concrete. The concrete should have
a minimum air entrainment of 3 percent and a maximum of 7 percent. We recommend that the
aggregate grade conform to WSDOT Standard Specification 9-03.1(5)B, Grading, for maximum
nominal aggregate size of 1 inch.
It is our opinion that concrete pavements should have relatively closely spaced control joints on
the order of 12 to 14 feet. Reinforcing is not required. Reinforcement consisting of 6x6-
W2.0xW2.0 welded wire could be used if additional interlock is desired across cracks that could
develop in the pavement. We recommend that, at a minimum, loading dock pavements be
reinforced with #3 bars on 15 inch centers, each direction. Given the relatively thin section of
standard-duty concrete pavements, we recommend that load transfer dowels be omitted. In
heavy-duty sections, we recommend using 1-inch diameter dowels placed 24 inches on center
on all joints. The dowels should be placed at mid-height in the slabs. We recommend that all
contraction joints be cut to a depth of T/4, where T = thickness of the concrete slab. In this
case, the contraction joints should be cut to depths of 1-3/8 inch and 1-5/8 inch in 5.5 and 6.5
inch thick slabs. All contraction joints should be sawed as soon as practical to control cracking.
The contraction joints should be sealed in accordance with WSDOT Standard Specification
Section 5-05.3(8)C, Sealing Sawed Contraction Joints. Joint filler properties should be in
accordance with WSDOT Standard Specification Section 9-04..2, Joint Sealants. Concrete
pavements should be protected from construction traffic until a compressive strength of 3,000
25
Geotechnical Engineering Evaluation lrerracon
Proposed Walmart Store#2516-05 Expansion • Renton, Washington
November 30, 2009 •Terracon Project No. 81095071
psi has been achieved. The following table presents recommended concrete pavement
sections for anticipated standard- and heavy-duty traffic levels.
RECOMMENDED CONCRETE PAVEMENT SECTIONS
Minimum Thickness (in.)
Pavement Course Standard-Duty Traffic Heavy-Duty Traffic
Concrete Pavement 5.5 6.5
Crushed Aggregate Top Course 4 4
Pit-Run Subbase 5 5
4.8.1 Asphalt Overlays
Based upon our visual reconnaissance of the existing pavement, it appears that the existing
asphalt is in fair condition. Areas of observed alligatored cracking should be completely
removed and replaced with the recommended sections for new pavement. Without proper
crack repairs, reflective cracking in the overlay should be anticipated.
The primary goal of patching linear cracks or removing severely alligatored areas is to reduce
the risk of reflection cracks and the associated degradation of the new overlay. The basic
mechanism of reflection cracking is strain concentration in the overlay due to movement in the
area of cracks in the original pavement. This movement may be bending or shear induced by
loads or contraction created by temperature changes. Pre-overlay repair may help delay the
occurrence of reflection cracks. Paving fabrics may also help to control reflection cracking.
Reflection cracks have a considerable influence on the life of an overlay. They require frequent
maintenance such as sealing and patching. Reflection cracks allow water to enter the pavement
structure that may result in a loss of bond between the layers of asphalt.
We recommend that the entire existing pavement surface be thoroughly cleaned and the cracks
pressure washed to remove debris. After drying, the cracks should be sealed with an emulsified
or cut-back asphalt. Immediately after, the cracks should be overlain with a paving fabric such
Tensar GlasPave 25 or approved equivalent. We recommend that the cracks be covered with
minimum 1-foot wide strips of the fabric or the minimum recommended by the manufacturer,
whichever is greatest. In general, the fabric should be installed in accordance with the
manufacturer guidelines. Additional surface preparations such as tack-coating the existing
asphalt should be completed in accordance with applicable subsections of Section 5-04.3 of the
2008 WSDOT Standard Specifications. Because the original pavements were designed for
significantly less traffic than the current requirements, we recommend the following minimum
asphalt overlay sections:
• Standard-duty over existing standard-duty: 2 inches
• Standard-duty over existing heavy-duty: 11/2 inches
• Heavy-duty over existing heavy-duty: 3 inches
• Heavy-duty over existing standard-duty: 4 inches
26
Geotechnical Engineering Evaluation lierracon
Proposed Walmart Store#2516-05 Expansion • Renton, Washington
November 30, 2009 •Terracon Project No. 81095071
If the recommended overlay thicknesses are too great to tie into existing grades, we
recommend removing the existing sections and replacing with new sections as recommended in •
Section 4.7 above.
Alligator Cracks: Alligator cracks are usually associated with granular base that has failed or
soft, unstable subgrades. Severe alligator cracking requires removal of the distressed asphalt,
overexcavating and replacing the unstable soils, patching, and a structural overlay to prevent
this distress from reoccurring. In areas where the asphalt is removed, we recommend that the
owner's on-site geotechnical representative determine the need for repairing the base course
and subgrade. Moderately severe alligator cracking should also be replaced unless a paving
fabric is used to control reflective cracking. Areas of alligator cracking were observed during our
evaluation. Therefore, we recommend that shallow subsurface explorations be completed in
those areas after the asphalt is removed in order to determine the appropriate level of subgrade
repair.
Linear Cracks: Cracks in traffic lanes that are parallel to the flow of traffic are referred to as
longitudinal cracks. Those that are perpendicular to the flow of traffic are referred to as
transverse cracks. Linear cracks can be caused by shrinkage of the asphalt over time or at the
joints between successive paving runs where a poor bond was developed. Other linear cracks
are sometimes created by settling utility trench backfill, the location of construction joints, or
possibly soft subgrades. For severe linear cracks that are open more than 0.25 inch, we
recommend that they be filled with a sand-asphalt mixture or other suitable crack filler. A paving
fabric should be placed over all filled linear cracks and cracks less than 0.25 inch to control
reflective cracking.
4.8.2 Construction Considerations
Materials and construction methods for pavements should be in accordance with the
requirements and specifications of the Washington State Department of Transportation, or other
approved local governing specification.
Surface drainage should be provided away from the edge of paved areas to minimize lateral
moisture transmission into the subgrade.
Preventative maintenance should be planned and provided for through an on-going pavement
management program in order to enhance future pavement performance. Preventative
maintenance activities are intended to slow the rate of pavement deterioration, and to preserve
the pavement investment. Preventative maintenance consists of both localized maintenance
(e.g. crack sealing and patching) and global maintenance (e.g. surface sealing). Preventative
maintenance is usually the first priority when implementing a planned pavement maintenance
program and provides the highest return on investment for pavements.
27
Geotechnical Engineering Evaluation lrerracon
Proposed Walmart Store#2516-05 Expansion o Renton, Washington
November 30, 2009 ■Terracon Project No. 81095071
5.0 GENERAL COMMENTS
The preliminary conclusions and recommendations presented in this report are based on
review, our surface reconnaissance and the explorations accomplished for this study. The
number, location, and depth of the explorations for this study were completed within the site and
scope constraints of the project so as to yield the preliminary information necessary to formulate
our conclusions and recommendations.
The integrity and performance of the foundation systems at this site depend greatly on proper
design, site preparation and construction procedures. The wide spacing of explorations for the
current study introduces a higher risk of unanticipated variations between the exploration
locations. We recommend that the widely-spaced explorations completed for this preliminary
evaluation be supplemented by additional borings.
The analysis and recommendations presented in this report are based upon the data obtained
from the explorations performed at the indicated locations and from other information discussed
in this report. This report does not reflect variations that may occur between explorations,
across the site, or due to the modifying effects of construction or weather. The nature and
extent of such variations may not become evident until during or after construction. If variations
appear, a qualified geotechnical engineer should be immediately notified so that further
evaluation and supplemental recommendations can be provided as necessary.
The scope of services for this project does not include either specifically or by implication any
environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or
prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the
potential for such contamination or pollution, other studies should be undertaken.
This report has been prepared for the exclusive use of PacLand and Wal-Mart Stores, Inc. for
specific application to the project discussed and has been prepared in accordance with
generally accepted geotechnical engineering practices. No warranties, either express or
implied, are intended or made. Site safety and excavation support are the responsibility of
others. After the site layout has been determined, we recommend completing additional
subsurface explorations in order to satisfy the Walmart requirements. The conclusions and
recommendations contained in this report can then be modified and expanded as necessary for
design purposes.
28
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Q ( ) � � ' .
F- � TOTAL AREA: 150,244 SF i' " � � 8 � • •
� ADDITIONAL AREA = 15,892 SF T I '', I I I � ( I I � I I ( . —
r 8-41 C-150E-CR-NO ..C.� �_j � , I���j�� I 8�7� �
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� = - - - - " — _ --- -�_ —
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TIGHTLINE ROOF DRAIN
(Do not connect to footing drain) .
v : a. :-
•
*�4` FREE-DRAINING v'°. V
V BACKFILL .
v J.
v.
� (See text for0 Q o
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# •1'•'...x:.4•.'.:4: •. •.. • Ar.��.70,01 0..�.���*-4.1:��.��� 6 COARSE AGGREGATE
��' •SA p.. .. v : V'.'. V V . . V V'.'. V v ..i�tt.�tv�.��.�i�.� viii .��.��q�.��.��.i�.,�.�- BAS E
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\N4y,.\7i�di ,,`, COMPACTED SUBGRADE
WASHED ROCK OR
PEA GRAVEL, MIN.
4" ENVELOPE 4" PERFORATED SMOOTH PVC OR
CORRUGATED PLASTIC PIPE
(Invert elevation to coincide with bottom
of footing)
NOTE:
REFER TO REPORT TEXT FOR ADDITIONAL DRAINAGE AND
WATERPROOFING CONSIDERATIONS.
Project Mng. TAJ Project No 81095071A FOOTING DRAIN DETAIL FIG. No.
Drawn By Seale u ie«acOn
JD AS SHOWN Proposed Wal-Mart Expansion
Checked By Fye no. Consulting Engineers and Scientists
TAJ FIg2.DWG Renton, Washington A2
Approved By Bete: 2190564th Avenue W.,Ste 100 MounUeke Terme,WA 96043 Prepared for: Pacland
TAJ Nov.,2009 PH.(425)771-3304 FAX(425)n1-3549
HEAVY DUTY
ASPHALT • a ° ASPHALT
a.° •°. a•. .a • (4 INCHES) . a_ ". (4 INCHES)
Vii
ASPHALT TREATED
�s044.6142025 44.• CRUSHED BASE ����4t;��tittt j���Oljtit: BASE (2 5 INCHES)
%•4**0+1 e•'��1+,4' COURSE (5 INCHES) ��Iwi��Iwi��Iwi��!Iwi��!Iwi�sVwi (
// / PIT-RUN SUBBASE ///j///j (7 INCHES)SUBBASE
///// ///' (7 INCHES)
TENSAR BX 1100
TENSAR BX 1100 BIAXIAL GEOGRID
BIAXIAL GEOGRID OR APPROVED
OR APPROVED EQUIVALENT.
EQUIVALENT.
STANDARD - DUTY
C • - ASPHALT ASPHALT(3 INCHES)
•• . •
° a ° a (3 INCHES) a.
424%-s+a,-544,-54��'-09pjta' � CRUSHED BASE -OR- 4�j�O��j�e��j�O�.�j�O4�j���� ASPHALT TREATED
��'24 42414��i��'424 �4r4,4i COURSE (5 INCHES) ���%:��%:dtrafraf4;:4$ BASE (2.5 INCHES)
�����=�����=I����=�����=��������� ' PIT-RUN SUBBASE
// /// PIT-RUN SUBBASE // /// / // (7 INCHES)
//// / (7 INCHES)
TENSAR BX 1100
TENSAR BX 1100 BIAXIAL GEOGRID
BIAXIAL GEOGRID OR APPROVED
OR APPROVED EQUIVALENT.
EQUIVALENT.
NOTES:
1. ASPHALT TO CONFORM WITH 2008 WSDOT SECTION 5-04, HOT MIX ASPHALT.
2. CRUSHED BASE COURSE TO CONFORM TO 2008 WSDOT SPECIFICATION
9-03.9 (3), CRUSHED SURFACING BASE COURSE.
3.ASPHALT TREATED BASE SHOULD BE WSDOT APPROVED MIX DESIGN
CONFORMING TO 2008 WSDOT SECTION 4-06,ASPHALT TREATED BASE.
4. SUBBASE TO CONFORM TO 2008 WSDOT SECTION 9-03.14 (1) GRAVEL
BORROW WITH MIN. CBR= 30.
`M` TAJ ProjectNa 81095071A TYP. ASPHALT PAVEMENT SECTION FIG. No.
Drawn By
JD swa AS SHOWN lierracon Proposed Wal-Mart Expansion
Consulting Engineers and Scientists
Checked BTAJ Fie No.
Fig3_4.DWG Renton, Washington A3
ABBY Date 2190564th Avenue W.,Ste 103 Mountlake Terrace,WA 98043Prepared for: Pacland
TM Nov.,2009 PH.(425)771-304 FAX.t4 n1-3549
HEAVY DUTY
WELDED WIRE
REINFORCEMENT
(W2xW2 -6x6)
.•• ••a CONCRETE
°a (6.5 INCHES) •
.d ° � e
o • d G •
jeVr4�."34.TOW� O4 � O4eO
CRUSHED BASE
4I4feN0.O4.44��
COURSE (4 INCHES)
at4,4.aVi1.aVi1.OI11.OIA.O,441
/// // PIT-RUN SUBBASE
////.//.// (5 INCHES)
TENSAR BX 1100
BIAXIAL GEOGRID
STANDARD DUTY OR APPROVED
EQUIVALENT.
WELDED WIRE
REINFORCEMENT
(W2xW2 -6x6)
° CONCRETE
a oa • (5.5 INCHES)
ei�i�ei4+ e4V49ei�+$+# CRUSHED BASE
4�pj��j�''�►�j��'�ft$1�4a COURSE (4 INCHES)
wi$IwiO_Iwi�!Iwi�VwiA!Iwi�!
/// //// PIT-RUN SUBBASE
/ / // (5 INCHES)
TENSAR BX 1100
BIAXIAL GEOGRID
OR APPROVED
EQUIVALENT.
NOTES:
1. CONCRETE TO CONFORM WITH 2008 WSDOT SECTION 5-05,
CEMENT CONCRETE PAVEMENT.
2. WELDED WIRE REINFORCEMENT TO CONFORM WITH 2008
WSDOT SECTION 9-07.9, COLD DRAWN WIRE.
3. CRUSHED BASE COURSE TO CONFORM TO 2008 WSDOT
SPECIFICATION 9-03.9 (3), CRUSHED SURFACING BASE COURSE.
4. SUBBASE TO CONFORM TO 2008 WSDOT SPECIFICATION
9-03.14 (1) GRAVEL BORROW WITH MIN. CBR = 30.
Prnioct 14.7. �TAJ "o 81095071A ���rr�COn TYP. CONCRETE PAVEMENT SECTION FIG. No.
Drawn JD '' AS SHOWN ConsultingEngineers andScientists
Proposed Wal-Mart Expansion
Checked By.
TAJ Fie No.
Fig3_4.DWG Renton, Washington A4
Approved 6y Date: 21905 6451 Avenue W.,Ste 100 Mountlake Terrace,WA 98M3 Prepared for: Pacland
TAJ Nov.,2009 PH.(425)711-3904 FAX(425)P1-3549
APPENDIX B
FIELD EXPLORATION
Initial Geotechnical Engineering Report 1��rracon
Proposed Walmart Store#2516-05 Expansion • Renton, Washington
November 30, 2009 •Terracon Project No. 81095071A
Field Exploration Description
Between August 10 and 12, 2009, a total of 12 borings were drilled as part of a preliminary
subsurface evaluation to depths between approximately 16 and 54 feet below the ground
surface. Subsequently, a total of 40 additional borings were completed as part of our final
geotechnical evaluation. These were completed between October 2 and 9, 2009. The
approximate locations are shown on the attached Site and Exploration Plan, Figure Al.
During both evaluations, the borings were completed using a truck-mounted drill rig operated by
Environmental Drilling, Inc. under subcontract to our firm. The explorations were located in the
field by using the proposed site plan and survey of the site and measuring from existing site
features with steel tapes and by pacing. The accuracy of exploration locations should only be
assumed to the degree implied by the method used. Subsequent to their completion, the
borings were surveyed by the project surveyor.
Continuous lithologic logs of each boring were recorded by the field geologist during the
exploration. Groundwater conditions were evaluated in each boring at the time of site
exploration. Groundwater was encountered in the explorations at the time of drilling.
•
Approximate Coordinates and Elevations of Explorations
Exploration Easting/Northing Approximate Exploration Easting/Northing Approximate
Number Elevation (ft) Number Elevation (ft)
B-1 E= 1297090.83 26.0 B-27 E= 1297520.34 24.9
N= 174894.08 N= 175217.34
B-2 E= 1297071.20 27.4 B-28 E= 1297602.16 24.4
N= 175061.00 N= 175096.97
B-3 E= 1297055.02 27.4 B-29 E= 1297516.37 25.5
N= 175319.74 N= 175313.18
B-4 E= 1297066.14 24.6 B-30 E= 1297516.78 24.7
N= 175775.80 N= 175411.06
B-5 E= 1297154.11 27.3 B-31 E= 1297518.08 25.2
N= 175578.97 N= 175512.15
B-6 E= 1297286.34 26.9 B-32 E= 1297605.34 25.1
N= 175041.46 N= 175504.22
B-7 E= 1297413.67 26.0 B-33 E= 1297723.69 25.1
N= 175549.14 N= 175500.36
B-8 E= 556,563.64 26.9 B-34 E= 1297793.60 25.2
N= 193,464.01 N= 175463.85
B-9 E= 1297606.83 24.6 B-35 E= 1297725.84 24.7
N= 175399.84 N= 175604.13
B-10 E= 1297635.22 25.4 B-36 E= 1297495.00 25.4
N= 175826.23 N= 175100.40
B-11 E= 1297700.11 24.7 B-37 E= 1297785.58 24.9
N= 175214.97 N= 175155.45
B-12 E= 1297913.24 24.5 B-38 E= 1297768.22 25.5
N= 175532.98 N= 175276.99
B-13 E= 1297412.76 26.4 B-39 E= 1297876.86 25.2
N= 175354.96 N= 175469.46
B-14 E=1297300.52 26.5 B-40 E= 1297605.43 24.7
N= 175547.88 N= 175219.11
B-15 E= 1297362.52 25.0 B-41 E= 1297051.12 27.4
N= 175619.04 N= 175174.29
B-16 E= 1297217.44 26.1 B-42 E= 1297048.47 27.0
N= 175623.79 N= 175479.07
B-17 E= 1297180.96 24.6 B-43 E= 1297540.99 25.4
N= 175687.38 N= 175836.09
B-18 E= 1297234.72 24.8 B-44 E= 1297893.91 24.4
N= 175688.54 N= 175357.08
B-19 E= 1297422.85 26.3 B-45 E= 1297792.94 24.9
N= 175242.31 N= 175380.34
B-20 E= 1297201.68 27.4 B-46 E= 1297712.76 24.6
N= 175059.25 N= 175413.80
B-21 E= 556,713.99 26.1 B-47 E= 1297456.34 24.4
N= 193,102.92 N= 175716.60
B-22 E= 1297099.80 25.5 B-48 E= 1297462.56 25.5
N= 175682.70 N= 175594.54
B-23 E= 1297554.22 24.5 B-49 E= 1297454.50 25.1
N= 175570.89 N= 175821.48
B-24 E= 1297651.36 25.2 B-50 E= 1297608.77 25.1
N= 175559.32 N= 175315.95
B-25 E= 1297664.37 25.3 B-51 E= 1297710.60 25.0
N= 175672.63 N= 175310.73
B-26 E= 1297559.63 24.9 B-52 E= 1297718.56 24.5
N= 175690.57 N= 175093.28
LOG OF BORING NO. B-1 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
o p p n
DESCRIPTION Z
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� • — SP S-1 SS 32
SM
SILT, trace fine sand, gray, soft to —
medium stiff, moist 5 — ML S-2 SS 4 36
.7
.`;. SILT, with fine sand, mottled gray and
brown,very loose, wet _ ML S-3 SS 3 34 200 WASH
10 —
SM S-4 SS 1
13 —_
SAND,with silt, trace gravel, gray, loose —
: to medium dense, saturated
• 15 — SP S-5 SS 10
:• .i-16.5 — SM
Boring completed at 16.5 feet on 8/12/09.
Groundwater observed at 12 feet while
drilling.
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1 [-err acon
° WL � 12 WD 1 BORING COMPLETED 8-12-09
o WL 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
O WL Mountlake Terrace,WA 98043
T: (425)771-3304 F:(425)771-3549 LOGGED RMS JOB# 81095071
LOG OF BORING NO. B-2 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
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WV. inches crushed gravel over SILTY
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mottling, medium stiff, wet —
P1=13, LL=41 10
,11 — ML S-4 SS 3
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SILT, trace fine sand and clay,
yellow-gray, soft, wet —
13 —
FINE SAND, with silt, gray, very loose, —
saturated -
15 — SP S-5 SS 2
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Boring completed at 16.5 feet on 8/10/09.
Groundwater observed at 14 feet while
drilling.
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lierracon° WL 14 WD
� 1 BORING COMPLETED 8-10-09
WL 21905 64th Avenue West,Ste. 100 RIG Truck CO. EDI
0;L Mountlake Terrace,WA 98043
T:(425)771-3304 F: (425)771-3549 LOGGED TAJ JOB# 81095071,
S 1
LOG OF BORING NO. B-3 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
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DESCRIPTION 2 w z _
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vrf 4.5
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— ML S-2 SS 10 37
7
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8.5 soft, wet - ML S-3 SS 6 41
FINE SAND, with silt, brown, loose, wet
10 — SP S-4 SS 6
.11.5 \SILTY CLAY, blue-gray, medium stiff, wet / — SM
FINE SAND, with silt, gray, very loose,
wet grading to saturated —
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Boring completed at 16.5 feet on 8/10/09.
Groundwater observed at 10 feet while
drilling.
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F` WL Mountlake Terrace,WA 98043
T: (425)771-3304 F: (425)771-3549 LOGGED TAJ JOB# 81095071,
LOG OF BORING NO. B-4 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
O c 0 a
DESCRIPTION Z
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wet. Dry unit wt.=81.57 pcf. — ML S-1 SS 4 37 unit wt.
5.5 5 — SM S-2 SS 14 39
SILTY FINE SAND, orange-brown, —
medium dense, moist —
8 — SP S-3 SS 5 29
FINE SAND, with silt, gray, loose,wet — SM
10 —
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SM
"• 13.5
6::•9•'• SAND, trace silt, brown-gray, —
medium dense, saturated 15 —
j;.:•.:.;:. — SP S-5 SS 12
16.5 Boring completed at 16.5 feet on 8/10/09.
Groundwater observed at 12 feet while
drilling.
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WL 12 WD 1 �e rr acon
° � 1 BORING COMPLETED 8-10-09
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0WL Mountlake Terrace,WA 98043
T: (425)771-3304 F: (425)771-3549 LOGGED TAJ JOB# 81095071,
I N
LOG OF BORING NO. B-5 Page 1 of 2
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
cn
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gravel over SILTY GRAVELLY SAND, _
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j0.0°.:‹ moist _ GP S-3 SS 35 3 SIEVE
13'.D:
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o... . damp _
'§. SANDY GRAVEL, with silt, brown,
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0.jo.CS4< dense, saturated —
.D: — GP S-6 SS 50/5"
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Continued Next Page
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2 between soil and rock types: in-situ,the transition may be gradual.
z- WATER LEVEL OBSERVATIONS, ft BORING STARTED 8-11-09
w i-ierracon WL Q 12 WDBORING COMPLETED 8-11-09
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WL T V 21905 64th Avenue West,Ste. 100 RIG Truck CO. EDI
0 WL Mountlake Terrace,WA 98043
` T:(425)771-3304 F: (425)771-3549 `LOGGED TAJ JOB# 81095071,
� 1
LOG OF BORING NO. B-5 Page 2 of 2
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
DESCRIPTION 00 >- z
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jet dense, saturated —
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t
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nr. 39
Boring completed at 39 feet on 8/11/09.
Groundwater observed at 12 feet while
drilling.
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a
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° WL V 12 WD 1 lierracon BORING COMPLETED 8-11-09
W
WL 7 V 21905 64th Avenue West,Ste. 100 RIG Truck CO. EDI
co, WL Mountlake Terrace,WA 98043
T: (425)771-3304 F:(425)771-3549 LOGGED TAJ JOB# 81095071,
LOG OF BORING NO. B-6 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
C7 p S \ p 0-
DESCRIPTION 2
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3 inches Asphalt over 4 inches crushed —
gravel over SANDY SILT to SILTY SAND, _
brown and gray, very stiff, moist -
- MLS-1 SS 17 13
•: 4.5
SANDY SILT, brown and gray, medium 5 — ML S-2 SS 6
stiff, moist
SILTY SAND, trace gravel, gray, dense,
moist to wet — SM S-3 SS 41
9.5 _
GRAVELLY SAND,with silt, gray, dense, 10
wet — SP S-4 SS 38
•_Qr13
o:...:.:., GRAVELLY SAND, trace silt, gray, —
o.. medium dense, saturated
15
�:..•. — SP S-5 SS 15
0 16.5 SM
Boring completed at 16.5 feet on 8/12/09.
Groundwater observed at 13 feet while
drilling.
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z WATER LEVEL OBSERVATIONS, ft BORING STARTED 8-12-09
WL 13 WD lierracon
° � t BORING COMPLETED 8-12-09
o WL V 21905 64th Avenue West,Ste. 100 RIG Truck CO. EDI
WL Mountlake Terrace,WA 98043
T: (425)771-3304 F:(425)771-3549 LOGGED RMS JOB# 81095071,
1
LOG OF BORING NO. B-7 Page 1 of 2
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
9 DESCRIPTION g z
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A o gravel over SILTY GRAVELLY SAND,
medium dense, wet (PROBABLE
E� a 2.5 gray, —
\FILL) • / — ML S-1 SS 4 34
CLAYEY SILT, trace fine sand and gravel, —
4.5 orange-brown and gray-brown, medium / _
stiff, wet / 5 — SM S-2 SS 5 18
SILTY FINE SAND, orange-brown and —
gray-brown, loose grading to medium
dense, moist
8.5 — SM S-3 SS 14 8
GRAVELLY SAND, with silt, brown-gray,
;. dense,wet 10 —
j:..•:.::, — SP S-4 SS 32
— SM
a: Q
Grades to gray, medium dense, saturated SP S-5 SS 20
°:...{ . - SM
'.. _
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a:::tS —
): Grades to trace silt — SP S-6 SS 26 11 SIEVE
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Continued Next Page
F
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= between soil and rock types: in-situ,the transition may be gradual.
a
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 8-10-09
WL SZ 12 WD 1 lbrracon BORING COMPLETED 8-10-09
WL 1 1 21905 64th Avenue West,Ste. 100 RIG Truck CO. EDI
m
WL Mountlake Terrace,WA 98043
%, T: (425)771-3304 F: (425)771-3549 LOGGED TAJ JOB# 81095071w
LOG OF BORING NO. B-7 Page 2 of 2
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
C7 p 0 n
DESCRIPTION2 >: F_-
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cn L Z zz
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GRAVELLY SAND, with silt, brown-gray, — SP S-9 SS 22
fl' dense, wet
.::.: Grades to medium dense —
d 35
Grades to dense — SP S-1 C SS 31
�:. 40
Grades to orange-brown, with silt — SP S-11 SSSM 38
°`.
Q:. 45
•`� Grades to very dense, gray — SP 3-12 SS 50/6"
`49 — SM
Boring completed at 49 feet on 8/10/09.
Groundwater observed at 12 feet while
drilling.
m
0
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° between soil and rock types: in-situ,the transition may be gradual.
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 8-10-09
° WL V lierracon
12 WD - BORING COMPLETED 8-10-09
m WL 7 V 21905 64th Avenue West,Ste. 100 RIG Truck CO. EDI
0' WL Mountlake Terrace,WA 98043
T: (425)771-3304 F: (425)771-3549 LOGGED TAJ JOB# 81095071,
I e 1
LOG OF BORING NO. B-8 Page 1 of 2
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
o .__I .E ED ii
9 DESCRIPTION o z=
_ w z ~ ��
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�„v 2.5 inches Asphalt over 3 inches crushed —
ef
;°A/ gravel over SILTY GRAVELLY SAND,
foo brown, medium dense to dense, damp —
�jv (PROBABLE FILL) — SM S-1 SS 50
•
4,,e 4.5 _,
SILTY FINE SAND, trace gravel, 5
orange-brown, loose, moist = SM S-2 SS 7 24
— SM S-3 SS 8 25
{: :`10.5 10 — GP S-4 SS 26 7
'. 4. SANDY GRAVEL, with silt, gray, medium — GM
6..1
1 z dense,wet 7 —
SAND,with silt and gravel, gray, loose, — SP S-5 SS 7 30 SIEVE
saturated — SM
15
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3: j...t..: SANDY GRAVEL, trace silt, gray, dense, —
0..C5``,
saturated —
o 'D — GP S-6 SS 38
0.c54
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N-$.'
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2 ,0c
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Continued Next Page
H
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The stratification lines represent the approximate boundary lines
2 between soil and rock types: in-situ,the transition may be gradual.
a
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 8-11-09
w 1 re rr ac®n
° WL Q 12 WD 1 BORING COMPLETED 8-11-09
L..Sc WL I V 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
�' WL Mountlake Terrace,WA 98043
` T: (425)771-3304 F: (425)771-3549 LOGGED TAJ JOB# 81095071,
1
LOG OF BORING NO. B-8 Page 2 of 2
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
o DESCRIPTION m } S z
U_ W Z H i CD
2 2 N mQ Z� W� D OZ
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cc
U)m
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oC)b< medium dense, saturated —
�C 35—
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QC Grades to very dense — GP S-12 SS 68
o b<
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o� 50
b< —
a°C0 .
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O(-54
Boring completed at 54 feet on 8/11/09.
Groundwater observed at 12 feet while
drilling.
it
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N
The stratification lines represent the approximate boundary lines
° between soil and rock types: in-situ,the transition may be gradual.
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 8-11-09
WL 12 WD lrerracon
° � 1 BORING COMPLETED 8-11-09
WL 21905 64th Avenue West,Ste. 100 RIG Truck CO. EDI
Mountlake Terrace,WA 98043
WL
` T: (425)771-3304 F: (425)771-3549 LOGGED TAJ JOB# 81095071,
r �
LOG OF BORING NO. B-9 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS •
DESCRIPTION 0° } z=
U >- W z 0
C/) W Z Z Z
mw Z W I- O
HZ > U
}} to W
o D Z I- Cr U)cU OU 0 1 Cr n
2.5 inches Asphalt over 4 inches crushed —
° gravel over SANDY GRAVEL to —_
)* •b RAVELLY SAND, trace silt, tan-gray, —
'� medium dense, damp (PROBABLE FILL)
030 — GP S-1 SS 30 3
t
.or 4.5 —
SILTY FINE SAND, orange-brown, loose, 5
damp = SM S-2 SS 9 4
GRAVELLY SAND, trace silt,
o...0. orange-brown, medium dense, damp — GP S-3 SS 20 4
9.5
'c'L SANDY GRAVEL, trace silt, gray, 10
°Q< medium dense, wet to saturated Q — GP S-4 SS 22
;t4C13
p::v:. GRAVELLY SAND, trace silt, gray, loose, —
a. saturated
j.., :..: 15
.... — SP S-5 SS 6
Q`. 16.5
Boring completed at 16.5 feet on 8/11/09.
Groundwater observed at 11 feet while
drilling.
•m
0
0 c7
of
0
0
N
0
9 J
Z
0)
67
Tr-
0 0
0
0
0)
0
0
0
0
0
0
0
The stratification lines represent the approximate boundary lines
° between soil and rock types: in-situ,the transition may be gradual.
a
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 8-11-09
w lrerracon
° WL 11 WD 1 BORING COMPLETED 8-11-09
w
WL V 21905 64th Avenue West,Ste. 100 RIG Truck CO. EDI
WL Mountlake Terrace,WA 98043
T: (425)771-3304 F: (425)771-3549 LOGGED TAJ JOB# 81095071
•
•
LOG OF BORING NO. B-10 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
-J
0
DESCRIPTION co z=
>W (r) WQ Z
Z
Cl- O 0 H Ow
HZ >- ctW S Z v)mJO EV S
V)
1.5 inches Asphalt over 4.5 inches —
crushed gravel over SILT, with fine sand,
orange-brown, soft, wet -
- ML S-1 SS 4 39
: 4.5 _
FINE SANDY SILT, orange-brown, very 5
•'l:r. 6 soft, wet — ML S-2 SS 13 39
SANDY GRAVEL to GRAVELLY SAND,
with silt, orange-brown and gray, medium
dense, moist — GP S-3 SS
— GM 22 5
°•3°..{.
:"•:. GRAVELLY SAND, trace silt, gray, 10
medium dense, wet — SP S-4 SS 26 12
GRAVELLY SAND to SANDY GRAVEL, —
o trace silt, gray, loose, saturated —
15
— SP S-5 SS 10
: .16.5 —
Boring completed at 16.5 feet on 8/10/09.
Groundwater observed at 11.5 feet while
drilling.
C7
rn
0
m
C7
C7
z
a
m
0
O
0
0
O
0
0
m
0
0
0
C0
H
U
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ,the transition may be gradual.
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 8-10-09
w lrerracon
W
WL 11.5 WD 1 BORING COMPLETED 8-10-09
WL 7 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
co, WL Mountlake Terrace,WA 98043
T: (425)771-3304 F: (425)771-3549 LOGGED TAJ JOB# 81095071
LOG OF BORING NO. B-11 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
0 p S U n
DESCRIPTION g z=
>- W W Z Z ZC�
COw Z WH OZ
a. 0 ? a. 0 IL HZ >- Ucc
} QO 'Pa Zf
o S Z F- L com �U eco
2.5 inches Asphalt over 3 inches crushed —
gravel over FINE TO MEDIUM SAND,
trace silt, gray, loose, damp -
- SP S-1 SS 8 5
4.5
SAND,trace silt and gravel, brown-gray, 5
medium dense, moist = SP S-2 SS 13 5
• 7
`� SANDY GRAVEL to GRAVELLY SAND,
ot with silt, gray-brown, medium dense, moist _ GM S -3 SS 26 7
O•' 9.5
?,7 SANDY GRAVEL to GRAVELLY SAND, 10
)0••1).Q trace silt, gray, loose, wet to saturated = GP S-4 SS 10
o •D.
•C)•••c• a —
'o.Ft
0.-E•y —
.0'.DS 15 — GP S-5 SS 6
r,P'c 16.5 —
Boring completed at 16.5 feet on 8/10/09.
Groundwater observed at 12 feet while
drilling.
O
•
a
rn
O
0
C
O
C7
Z
0
0)
m
O
N
0
O
0
O
0)
0
O
m
m
O
O
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ,the transition may be gradual.
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 8-10-09
lrerracon
° WL 12 WD 1 BORING COMPLETED 8-10-09
o WL V21905 64th Avenue West,Ste. 100 RIG Truck CO. EDI
0° Mountlake Terrace,WA 98043
WL
T:(425)771-3304 F: (425)771-3549 LOGGED TAJ JOB# 81095071
LOG OF BORING NO. B-12 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
1 C N
DESCRIPTION g w z z 11
_ _ > COaw Z Z
m Z w F- ow
El- 0
CO CL IL
a� <0 t z�
0 D Z I- ct co co s0 0 n �U)
3 inches Asphalt over 4 inches crushed —
gravel over SILTY FINE SAND, trace
gravel, gray, loose, moist -
- SM S-1 SS 6 13 SIEVE
d::...;. GRAVELLY SAND, trace silt, gray, 5 — SP S 2 SS 21 3
medium dense, moist
Grades to with silt
— SP S-3 SS 12
SM
°.{ .9.5
—
SILTY SANDY GRAVEL, gray, loose, SL 10 — GM S-4 SS 8
j' < saturated
, •b.
i0[•;'-'()°."<* 13
;;. SILTY FINE SAND, trace fine organics, —
gray, very loose, saturated
15 — SM S-5 SS 6
16.5
Boring completed at 16.5 feet on 8/11/09.
Groundwater observed at 10 feet while
drilling.
O
N
0 0
of
0
0
a
0
O
0
Z
0
m
0
N
0
0
m
0
O
O
0
0
a
0
0
0
N
F
U
The stratification lines represent the approximate boundary lines -
° between soil and rock types: in-situ,the transition may be gradual.
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 8-11-09
° WL 10 WD 1 lierracon BORING COMPLETED 8-11-09
WL V21905 64th Avenue West,Ste. 100 RIG Truck CO. EDI
0t Mountlake Terrace,WA 98043
WL
'1/4T: (425)771-3304 F:(425)771-3549 LOGGED TAJ JOB# 81095071,
F 1
LOG OF BORING NO. B-13 Page 1 of 2
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
J C N
DESCRIPTION >_ cc w z 1—Z i
Cl) w z z
E I— Cl) m w o z� WI D Ow
Q O CL U
O o 0 z I- CC O) 5O o a 0(~
3 inches Asphalt over 3 inches crushed —
a. 6. rock over GRAVELLY SAND, with silt, _
:.:.::.::. brown, medium dense, moist (PROBABLE —
' 3 FILL) — SP S-1 SS 18 24 SIEVE
SANDY SILT, trace gravel, brown, — SM
medium dense, wet —
5: — SM S-2 SS 26 7
: .5 SANDY GRAVEL to GRAVELLY SAND, —
,.:6. trace to with silt, brown, medium dense, _
:.:::•::.::: moist
. — SP S-3 SS 20
.°:::•••31 grades to loose 10 — SP S-4 SS 9
12 —
'`.) SANDY GRAVEL, trace silt, gray, loose,
...6•L',
saturated = GP S-5 SS 5 11 SIEVE
.
sg..0 —
0•c54 15 •
y ' Dt16 _
'.''' SANDY GRAVEL, trace silt, brown, —
° a.t dense, saturated —
�o D: — GP S-6 SS 43
DO"C _
o�x
m >� 'Dt 20
o YO''C 21 —
:. GRAVELLY SAND, trace silt, brown-gray, —
.o;..6. very dense, saturated —
j:::.:" •:: — SP S-7 SS 61
.
:"�': —
0o....•. 25
o ..::::(S.26
Z3.--J.-L SANDY GRAVEL, with silt, brown, dense, —
c.a......
' <
saturated —
"D. — GP S-8 SS 50/5"
E 042: — GM
• o.•.D: 30
E ]'Q'.0 31 —
E '.. SANDY GRAVEL, with silt, brown-gray, —
�Q t very dense, saturated
Continued Next Page
U
W The stratification lines represent the approximate boundary lines
° between soil and rock types: in-situ,the transition may be gradual.
a
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-2-09
W
lierracon° WL V 11.5 WD 1 BORING COMPLETED 10-2-09
L.
WL I V 21905 64th Avenue West,Ste. 100 RIG Truck CO. EDI
0 WL Mountlake Terrace,WA 98043
T: (425)771-3304 F:(425)771-3549 LOGGED TAJ JOB# 81095071
LOG OF BORING NO. B-13 Page 2 of 2
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES - TESTS
C7 p S o n
DESCRIPTION z=
U_ = U W W � Z Z Z Z
(/) W
H Z >- U
CL. ow
w U)i CL o a� ¢U o: ZZ�
c�
0 D Z �- o' CF) �0 0 a cn
'`J L — GP S-9 SS 81
0. 4
<34 — GM
Boring completed at 34 feet on 10/2/09.
Groundwater observed at 11.5 feet while
drilling.
0
a
0-
0 0
0
0
0
vi
0
O
O
Z
0
N
0
0
0
0
r7-
0
0)
0
0
m
rn
0
0
m
0 U
F-
W The stratification lines represent the approximate boundary lines
cc between soil and rock types: in-situ,the transition may be gradual.
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-2-09
WL � 11.5 WD lierracon 1 BORING COMPLETED 10-2-09
WL 21905 64th Avenue West,Ste. 100 RIG Truck CO. EDI
Mountlake Terrace,WA 98043
WL
T: (425)771-3304 F: (425)771-3549 LOGGED TAJ JOB# 81095071,
LOG OF BORING NO. B-14 Page 1 of 2
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
o
DESCRIPTION COm >: •=
U >- W W CL Z Z ZO
[0wZ WH D OZ
W
I-Z >- 0
C.
w CO D } 0 a� a0 Zr
0 0 D Z I- CL CO 00 50 0 a Dcn
3 inches Asphalt over 4 inches crushed —
rock over SILTY GRAVELLY SAND,
brown, medium dense, moist —
3 — SM S-1 SS 15 17 SIEVE
SILTY FINE SAND, with silt, —
orange-brown and gray, medium dense —
grading to loose, moist 5
— SP S-2 SS 7
• — SM
:7 —
SAND, trace silt and gravel,
yellow-brown, loose, moist = SP S-3 SS 6
9.5
a.:�'.;:; SANDY GRAVEL, with silt, gray-brown, 10 _— SP S-4 SS 26 7 SIEVE
°::.-6medium dense, wet
— SM
:. •:•::.12 0
•C'''L SANDY GRAVEL to GRAVELLY SAND, _
o < trace silt, gray, loose, saturated = GM S-5 SS 8
DOc —
c.(S4 15
13'.1): _
rg'[ —
Q —
o��
1,..b. grades to dense — GP S-6 SS 31
?P.:C —
o.cso. _
1,-..t?). 20
§, ) C21 —
GRAVELLY SAND, trace silt, gray, very —
dense, saturated —
j.::• :: — SP S-7 SS 62
25
o
'''•:....6
.26
2 ' ''-L SANDY GRAVEL, trace silt, gray-brown, —
?ac< very dense, saturated —
— GP S-8 SS 50/5"
>o. D:
m 30
� 'C31
)• ••Z:. SANDY GRAVEL, with silt, brown, —
Q< medium dense, saturated
Continued Next Page
U
ul The stratification lines represent the approximate boundary lines
= between soil and rock types: in-situ,the transition may be gradual.
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-2-09
W
•2 WL 12 WD lierracon
BORING COMPLETED 10-2-09
W
WL Y sz 21905 64th Avenue West,Ste. 100 RIG Truck CO. EDI
F
' WL Mountlake Terrace,WA 98043
` T: (425)771-3304 F:(425)771-3549 LOGGED ' TAJ JOB# 81095071,
1
LOG OF BORING NO. B-14 Page 2 of 2
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
o p S o p a
DESCRIPTION w z ~
z±. Cl) u Z Z
m wOZWw >- a_j F-Z
O 0 p Z H Cl)m U 0 c p V)
SANDY GRAVEL, with silt, brown, — GP S-9 SS 24
> �< medium dense, saturated — GM _
o .D.
?P'C 35—
o •D. —
j < grades to dense — GP S-1 C SS 35
•D. - GM
4C
40—
•D:
0—
•D. —
)0'pDz grades to very dense — GP 5-11 SS 53
. C
0.-C
)o".D. 45
)O.� —
a
o D.
o.�q — GP 5-12 SS 62
) 1<49
Boring completed at 49 feet on 10/2/09.
Groundwater observed at 12 feet while
drilling.
0
0
a
0
9
0
0
O
z
0
m
0
0
0
0
0
0
u)
0
0
0
0)
0
0
co0
F
U
W The stratification lines represent the approximate boundary lines
° between soil and rock types: in-situ,the transition may be gradual.
a
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-2-09
W lierracon
° WL � 12 WD � BORING COMPLETED 10-2-09
WL V21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
WL Mountlake Terrace,WA 98043
T: (425)771-3304 F: (425)771-3549 LOGGED TAJ JOB# 81095071,
F
LOG OF BORING NO. B-15 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
• Renton,Washington Renton Retail
SAMPLES TESTS
0 0 S o 0 0-
DESCRIPTION w z _ Z
cn w Z zZ
Cf) mw Z wf- .� o Lij
Hz >- O
0 w c, D >- W IL
a0 E zE-
0 0 z I- cn m v 0 a cn
Surface gravel over SILT, with trace clay
and sand, brown, soft to medium stiff, wet,
low plasticity —
LL=48, P1=16 — ML S-1 SS 4 36 90 200 WASH
ATTERBERG
5.5 5 — SM S-2 SS 11 23 SIEVE
SILTY SAND, with trace gravel, brown, —
medium dense grading to loose, wet -
- SP S-3 SS 9 12 SIEVE
SM
SAND,with gravel, trace silt, brown, 10 — SP S-4 SS 9
11.5 loose, wet to saturated —
Boring completed at 11.5 feet on 10/2/09.
Groundwater observed at 10 feet while
drilling.
O
N
O '
of
9
0
0
O
0
Z
Er
0
Q]
co
0,
0,
O
m
r
O
N
m
O
m
rn
O
O
U
w The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ,the transition may be gradual.
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-2-09
Li,
WL lrerracon
° -V10 WD � BORING COMPLETED 10-2-09
WL 3Z21905 64th Avenue West,Ste. 100 RIG Truck CO. EDI
WL Mountlake Terrace,WA 98043
T: (425)771-3304 F: (425)771-3549 LOGGED RMS JOB# 81095071,
LOG OF BORING NO. B-16 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
0 o 0-
DESCRIPTION DESCRIPTION g w z u~
ww Z Zz
0 Z w I- ow
I-Z } Ort
Q0
() )0 H LU a)0) 5U 0 n
Surface gravel over SILTY SAND, trace —
gravel, brown, medium dense, moist
— SM S-1 SS 14 13 SIEVE
4.5
; SAND, with gravel, trace silt, brown,
medium dense, moist 5 — SP S-2 SS 18 4 SIEVE
o::...
•
�' — SP S-3 SS 19
9.5
—
SANDY GRAVEL, trace silt, brown, 10
) . < medium dense, wet = GP S-4 SS 22
o .D. 11.5
Boring completed at 11.5 feet on 10/2/09.
No groundwater observed while drilling.
m
O
a
O
°i
0
0
CD
C)
O
z
0
m
r
O
0
O
a,
0
O
N
O
0
m
O
O
0
N
F
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ,the transition may be gradual.
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-2-09
WL lierraco
n
Q BORING COMPLETED 10-2-09
WL 721905 64th Avenue West,Ste. 100 RIG Truck CO. EDI
0 WL Mountlake Terrace,WA 98043
T: (425)771-3304 F: (425)771-3549 LOGGED RMS JOB# 81095071
� 1
LOG OF BORING NO. B-17 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
0tt n
DESCRIPTION C0 _Z
U Z H DC7
2 2 V) W > (n D W Z Z Z
a. [0Lu Z W H = O
H Z >- ()cc
(� 0 D Z I- O U)m *OU (7)
Surface gravel over SILT, with sand, trace
gravel, mottled gray and brown, medium
stiff to stiff, moist -
- ML S-1 SS 8
4.5 _
GRAVELLY SAND, trace silt, brown, 5 — SP S-2 SS 25
medium dense, moist
grades to loose, wet — SP S-3 SS 7
SANDY GRAVEL, trace silt, brown,
j medium dense, wet to saturated 10 — GP S-4 SS 21
o •D. _
O•f 11.5
Boring completed at 11.5 feet on 10/2/09.
Groundwater observed at 9 feet while
drilling.
0
of
0
a
N
0
0
J
0
Z_
0
m
a,
0
0
m
17-
a,0
0
m
rn
0
0
H
0
U
The stratification lines represent the approximate boundary lines
E; between soil and rock types: in-situ,the transition may be gradual.
a
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-2-09
w lrerracon
W
WL g WD BORING COMPLETED 10-2-09
WL 7 v 21905 64th Avenue West,Ste. 100 RIG Truck CO. EDI
Mountlake Terrace,WA 98043
• WL T: (425)771-3304 F:(425)7 771-371-3549 LOGGED RMS JOB# 81095071
i •
LOG OF BORING NO. B-18 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
0
DESCRIPTION C0 r z=
U 4 >- W Z = LL-(.9
_ = U COw > ZU wH OZ
H Z > U
uj
W } O (~..� Q0 v Z'-
0 0 Z I- CC (nm �U 0 n �U
Surface gravel over SANDY SILT, trace —
gravel, mottled gray and brown, stiff, moist
•
— ML S-1 SS 13 17 SIEVE
4.5 _
SILTY SAND, with gravel, brown, loose, 5
moist — SM S-2 SS 6
Driller reports cobbles at 6.5 feet. —
. `::8 — SP S-3 SS 24
GRAVELLY SAND, trace silt, gray-brown,
o;_ medium dense, moistio
�:.... — SP S-4 SS 26
`•�• 11.5 \grades to saturated
Boring completed at 11.5 feet on 10/5/09.
Groundwater observed at 11 feet while
drilling.
0
0
N
a
of
0
O
O
z
it
0
m
0
0)
0
0
m
0
0)
0
0
m
0
0
0
0)
U
The stratification lines represent the approximate boundary lines
° between soil and rock types: in-situ,the transition may be gradual.
z WATER LEVEL OBSERVATIONS,ft BORING STARTED 10-5-09
UJ
° WL 11 WD lierracon
� 1 BORING COMPLETED 10-5-09
WL 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
0' WL Mountlake Terrace,WA 98043
T:(425)771-3304 F: (425)771-3549 LOGGED RMS JOB# 810950710
I 1
LOG OF BORING NO. B-19 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
—J
cn
DESCRIPTION m } z=
U } Et Z �0
_ = Umw 00 ZU wuuJ Z OZ
I-Z >- U
o w 0w
D >- 0 a_QO c Z-
(� 0 D Z I- CC (1)CO U 0 a D v)
3.5 inches Asphalt over 3 inches crushed —
rock over SAND,with gravel and silt,
trace concrete debris, gray-brown, very —
dense, moist(FILL) — SP S-1 SS 50/4"
— SM
4.5
SILTY SAND, trace gravel, brown-gray, 5
loose, moist - SM S-2 SS 5
grades to very loose — SM S-3 SS 2
SAND, with silt and gravel, brown, 10
11.5 medium dense, moist to wet - SM S-4 SS 13
Boring completed at 11.5 feet on 10/5/09.
No groundwater observed while drilling.
O
C7
of
9
0
m
O
J
CD
Z
O
m
0
O
0)
0
O
0)
0
O
0)
0
O
m
0
O
0
U
w The stratification lines represent the approximate boundary lines
° between soil and rock types: in-situ,the transition may be gradual.
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-5-09
lierracon
o WL 1 BORING COMPLETED 10-5-09
WL 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
Mountlake Terrace,WA 98043
WL
T: (425)771-3304 F: (425)771-3549 LOGGED RMS JOB# 81095071,
LOG OF BORING NO. B-20 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
p c o -
o
DESCRIPTION 2 w ~
z
z
mw >0zU) w� Z Z
w
QOQ UcC
o a CO 0_1
H o' va)m U a n C/)
SILTY GRAVELLY SAND, gray-brown, —
medium dense, moist
— SM S-1 SS 23
:.5.5 5 — ML S-2 SS 6 39 ATTERBERG
SILT, with trace clay, sand and gravel, — LIMITS
gray, medium stiff, wet —
LL=41, PI=13
— ML S-3 SS 7 35
10.5 0 10 — ML S-4 SS 2 39
11.5 SANDY SILT, trace gravel, gray, very soft —
\to soft, wet to saturated
Boring completed at 11.5 feet on 10/5/09.
Groundwater observed at 10.5 feet while
drilling.
O
0-
9 O
0
0
0
J
0
0
m
h
O
O
m
N
;3-
P„O
N
U
The stratification lines represent the approximate boundary lines
° between soil and rock types: in-situ,the transition may be gradual.
a
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-5-09
W
WL 10.5 WD 1 lrerracon
BORING COMPLETED 10-5-09
o WL 721905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
F WL Mountlake Terrace,WA 98043
T: (425)771-3304 F: (425)771-3549 LOGGED RMS JOB# 810950710
•
F 1
LOG OF BORING NO. B-21 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
�
DESCRIPTION m >-7 z z
U >- cc w
Cl) W W z Z ZO
COZ W I- D O L-rj
HZ >- o
� W
w Cl0) D >- 0 IL ¢O Zi-
0 o o D Z I- o' COm $0 0 a DCO
7.5 inches Asphalt over 6 inches crushed —
rock over SANDY SILT, trace gravel,
' gray, very stiff, moist —
— MLS-1 SS 21
4.5
SILT, with trace clay and sand, mottled 5 ATTERBERG
brown and gray, medium stiff, moist to wet - MLL S 2 SS 7 37
LL=40, PI=12 LIMITS
— ML S-3 SH
9 —
11 SILTY SAND, brown, loose to medium 10 — SM S-4 SS 10
1. 1-1.-11.5 \dense,wet 7
SAND, with silt and gravel, brown,wet to
saturated
Boring completed at 11.5 feet on 10/5/09.
Groundwater observed at 11 feet while
drilling.
0
0
N
a
0
0i
0
0
m
0,
0
O
J
0
Z
IX
0
co
O
N
0
O
m
,17-
o O
0
0
0)
0
0
O
a
0,
0
w The stratification lines represent the approximate boundary lines
o between soil and rock types: in-situ,the transition may be gradual.
a
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-5-09
LuW IIBrraCDfl
R WL 11 WD 1 BORING COMPLETED 10-5-09
W WL V 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
L) WL Mountlake Terrace,WA 98043
` T: (425)771-3304 F:(425)771-3549 LOGGED RMS JOB# 81095071
LOG OF BORING NO. B-22 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
J C c W-
DESCRIPTION co
2 z
U � W CO D W Z ZZ
_ = co 0Z W F- OLu
0 2 a 0 HO oQO >- z
vo'
�–
Cl) D >- CL DnZm �0 0 n DO)
3 inches Asphalt over 3 inches crushed —
rock over SILT, with sand, trace organics,
gray, stiff, moist -
- ML S-1 SS 11 23 200 WASH
4.5 —
SANDY SILT, trace gravel, gray and 5
brown, stiff to very stiff, moist - ML S-2 SS 16
7 —
SAND,with silt, trace gravel, brown,
loose, moist — SP S-3 SS 7
SM
SILTY SAND, with gravel, brown, medium 10
dense, moist — SM S-4 SS 13
Boring completed at 11.5 feet on 10/5/09.
No groundwater observed while drilling.
a
C
ai
0
0
0
C
0
J
C�
Z
0
0
0]
0
O
0
0
0
r7-
0
0)
0
0
m
0
0
0
0
U
U
U
LU The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ,the transition may be gradual.
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-5-09
W
° WL lrerraco
n
1 BORING COMPLETED 10-5-09
o WL 1 V 21905 64th Avenue West,Ste. 100 RIG Truck CO. EDI
WL Mountlake Terrace,WA 98043
T: (425)771-3304 F: (425)771-3549 LOGGED RMS JOB# 81095071,
LOG OF BORING NO. B-23 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
2 DESCRIPTION co
ET-
>.
LL
z z Cl) CO > Z( ww Z z
F-Z> - U
CL W U) ) >- WW 0- w
1 <0 C j Z�
(� 0 Z I- CC U)rO �0 0 a U)
3 inches Asphalt over 3.5 inches crushed —
rock over SILTY SAND, with gravel,
brown, loose, moist(PROBABLE FILL)
— SM S-1 SS 6
• ;'':5 Drilled through 6-8 inch empty concrete 5 — SP S-2 SS 22
,pipe at 4.5-5 feet. / — SM
.7 SAND,with silt and gravel, brown,
. \medium dense, moist /
j(Y•<
SANDY GRAVEL, trace silt, gray and — GP S-3 SS 43 6
brown, dense, wet to saturated
grades to medium dense 10 — GP S-4 SS 26
n..r-11.5
Boring completed at 11.5 feet on 10/5/09.
Groundwater observed at 9 feet while
drilling.
0
a
0
0
0
0
N
0
0
J
z
0
m
r7-
0 0
m
0
a,
0
0
CT)
0 0
0
0
N
H
0
w The stratification lines represent the approximate boundary lines
° between soil and rock types: in-situ,the transition may be gradual.
a
Z WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-5-09
W lrerracon
w
WL g WD 1 BORING COMPLETED 10-5-09
WL 21905 64th Avenue West,Ste. 100 RIG Truck CO. EDI
0Mountlake Terrace,WA 98043
WL
T: (425)771-3304 F: (425)771-3549 LOGGED RMS JOB# 81095071,
LOG OF BORING NO. B-24 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
UDESCRIPTION wz ?
w > cn o_ Z Z Z
mw 0 Z wF- O
F-Z >- 0 w
w a) ) >- 0 a� Q0 C Z�
0 D Z I- CC (r)CO 5.U 0 a Du)
2.5 inches Asphalt over 3.5 inches —
crushed rock over SILTY SAND, with
gravel, brown, loose, moist -
- SM S-1 SS 7
•
5 —
SM S-2 SS 6
7
SAND,with silt and gravel, brown and
gray, loose, moist
:. — SP S-3 SS 6
•
— SM
GRAVELLY SAND, with silt, gray, 4 10 — SP S-4 SS 18
11.5 medium dense, wet to saturated — SM
Boring completed at 11.5 feet on 10/5/09.
Groundwater observed at 10 feet while
drilling. .
0
rn
0
0
Cl)
O
0
O
Q]
0
O
0)
0
O
m
r7-
0 0
0)
0
O
0 -
0 O
O
0
N
F
Lu O
The stratification lines represent the approximate boundary lines
cc between soil and rock types: in-situ,the transition may be gradual.
a
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-5-09
° WL 10 WD 1 err acon BORING COMPLETED 10-5-09
m WL V21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
1
WL Mountlake Terrace,WA 98043
T: (425)771-3304 F: (425)771-3549 LOGGED RMS JOB# 81095071
/ a
LOG OF BORING NO. B-25 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
J C U1
UDESCRIPTION CO w z z
w z Z
W COv)Z WF- o
Z >- U
o w cUn D n_ 0 IL H Q O C Z-
o 0 D Z >- Cr)CO 0 0 a �V)
2.5 inches Asphalt over 3.5 inches —
crushed rock over SILT, with trace sand,
mottled brown and gray, medium stiff, —
moist — ML S-1 SS 5 32 200 WASH
4.5 —
SANDY SILT, mottled brown and gray, 5
very soft to soft, wet — ML S-2 SS 2
—
o:;` GRAVELLY SAND, trace silt, gray-brown, — SP S-3 SS 43 4
a;. dense,wet _
9.5
SANDY GRAVEL, trace silt, gray, SZ 10
—0.3°: medium dense,wet to saturated
— GP S-4 SS 18
o •D. 11.5
Boring completed at 11.5 feet on 10/5/09.
Groundwater observed at 10 feet while
drilling.
0
a
of
O
0
0
0
9 J
U
0
p.
O
N
O
O
m
0)
0
a
w
m
O
0
U
0,
H
0
The stratification lines represent the approximate boundary lines
° between soil and rock types: in-situ,the transition may be gradual.
a
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-5-09
W lierracon
° WL 10 WD 1 BORING COMPLETED 10-5-09
w
ci3WL 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
0� WL Mountlake Terrace,WA 98043
LOGGED RMS JOB# 81095071
T: (425)771-3304 F: (425)771-3549 /
LOG OF BORING NO. B-26 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
J C e W n
DESCRIPTION z
_ Cl) m w O Z� wF- D Ow
>-ELI <0 CC4- zi-
0
❑ ❑ Z i- CC CO CD �U 0 a ❑cn
2.5 inches Asphalt over 3.5 inches —
crushed rock over SILT, with sand,
mottled brown and gray, soft to medium —
stiff, wet — ML S-1 SS 4 33
4.5 —
SAND,with gravel and silt, brown, 5
medium dense, moist — SP S-2 SS 13
— SM
GRAVELLY SAND to SANDY GRAVEL,
trace silt, brown, dense, moist to wet — SP S-3 SS 32
6`r SANDY GRAVEL, trace silt, brown, 10 — GP S-4 SS 20
j <11.5 medium dense, wet to saturated —
Boring completed at 11.5 feet on 10/5/09.
Groundwater observed at 10.5 feet while
drilling.
0
o
0
0
0
0
2 J
Z
K
0
0
O
N
0
0
m
0
O
N
0
0
m
0 O
O
0
N
F
0
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ,the transition may be gradual.
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-5-09
w 1 re rr acon
W
WL 10.5 WD BORING COMPLETED 10-5-09
m WL 21905 64th Avenue West,Ste. 100 RIG Truck CO. EDI
0 WL Mountlake Terrace,WA 98043
` T: (425)771-3304 F: (425)771-3549 LOGGED RMS JOB# 81095071,
LOG OF BORING NO. B-27 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
J C 0 0-
Lu
DESCRIPTION w z -
Cl i- (/) m w 0 Z� wH Ow
QOr j zi-
o z t}- CC COC O 0 a cn
2.5 inches Asphalt over 3.5 inches —
. crushed rock over SILTY SAND, trace
gravel, brown, medium dense, moist -
- SM S-1 SS 14
•
GRAVELLY SAND, trace silt, brown, 5 — SP S-2 SS 10
loose to medium dense, moist —
grades to medium dense — SP 5-3 SS 26
10
° — SP S-4 SS 15
11.5 grades to saturated —
Boring completed at 11.5 feet on 10/6/09.
Groundwater observed at 10.5 feet while
drilling.
O
0
0
rn
0
0
CO
0
O
0
z
0
0
0
O
0
O
0)
r
O
V)
0
O
O
0
0
O
0
F-
W
w The stratification lines represent the approximate boundary lines
° between soil and rock types: in-situ,the transition may be gradual.
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-6-09 WL 10.5 WD rerracon
� 1 BORING COMPLETED 10-6-09
o WL 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
WL Mountlake Terrace,WA 98043
'1/4T: (425)771-3304 F: (425)771-3549 LOGGED RMS JOB# 81095071,
S
LOG OF BORING NO. B-28 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
w a
co
DESCRIPTION wz Z
� m w 0 Z� WI oW
o_
HZ >- OcK
W U) } W o 0 QO CC Z
Z H C co co 50 1 a )U)
3 inches Asphalt over 4 inches crushed —
rock over SILT, trace sand, gravel and
organics, dark brown, medium stiff, moist -
- ML S-1 SS 5 22 200 WASH
3.75 —
.1..5
SILTY SAND, brown, loose, moist —
? L. SANDY GRAVEL, trace silt, brown, 5 — GP S-2 SS 17
) z medium dense, moist to wet
0 .D. 7 —
o: ';:; GRAVELLY SAND, trace silt, gray-brown, — SP S-3 SS 14
a • • medium dense, wet —
):: -SANDY GRAVEL, trace silt, gray, Q 10
) . medium dense, wet to saturated (STRONG - GP S-4 SS 19
o .D. 11.5 \PETROLEUM ODOR)
Boring completed at 11.5 feet on 10/6/09.
Groundwater observed at 10 feet while
drilling.
C7
0
0
t
0
O
0
Z
0)
m
0
O
0 •
0
0
9
0
O
0)
0
0
m
0
0
0
m •
Lu
The stratification lines represent the approximate boundary lines
° between soil and rbck types: in-situ,the transition may be gradual.
W WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-6-09
llèrracon
° WL 10 WD BORING COMPLETED 10-6-09
w
WL 721905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
WL Mountlake Terrace,WA 98043
T: (425)771-3304 F: (425)771-3549 LOGGED RMS JOB# 81095071,
•
LOG OF BORING NO. B-29 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
J C e 0 a
co
o-J DESCRIPTION 2 ct w z
Cl) w > w Z ZZ
a I- CO m w 0 ZWI- Ow
FZ >- 0X
Q 0 o_
Z I-
0 Z I} - CC U)CO 50 0 n amu)
2.5 inches Asphalt over 4 inches crushed —
rock over SILTY SAND, with gravel,
brown, loose to medium dense, moist -
- SM S-1 SS 10
5.5 5 — SP S-2 SS 12
SAND, with silt, light brown, medium — SM
7 dense, moist —
' SANDY GRAVEL to GRAVELLY SAND,
o:� — SP S-3 SS 24
) < trace silt, brown, medium dense, moist
DO � —
o• < 10 = GP S-4 SS 19
11.5 \grades to saturated
Boring completed at 11.5 feet on 10/6/09.
Groundwater observed at 11 feet while
drilling.
0
0
N
a
C,
m
O
0
th
I
0
z
K
0
m
0 O
N
0
0
m
0 0
0)
0
0
m
0
0
0
U
U
W The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ,the transition may be gradual.
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-6-09
W IBrracon° WL 11 WD BORING COMPLETED 10-6-09
W
WLZ
co 21905 64th Avenue West,Ste. 100 RIG Truck CO. EDI
WL Mountlake Terrace,WA 98043
T: (425)771-3304 F: (425)771-3549 LOGGED RMS JOB# 81095071/
� 1
LOG OF BORING NO. B-30 Page 1 of I
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
J C 7)
0
DESCRIPTION 2
Z ZZ
a I- U m w 0 Z� WI Ow
co 0 QOz
Lu Z F} - WF-
Ci) 5c� 0 a �CO
2.5 inches Asphalt over 4 inches crushed —
rock over SILTY SAND, with gravel,
mottled gray and brown, medium stiff, —
moist — ML S-1 SS 5 24 200 WASH
4.5 _
SANDY GRAVEL, trace silt, brown, 5
0.3°: dense, moist — GP S-2 SS 32
o •D.
0.30-
)
.aa) • .< grades to medium dense, wet — GP S-3 SS 29
o.. 4 —
0. D. grades to saturated 10 — GP S-4 SS 36
3Q'c11.5
Boring completed at 11.5 feet on 10/6/09.
Groundwater observed at 10 feet while
drilling.
m
N
of
0
m
0
0
O
0
Z
co
m
O
0,
m
O
0
a,
O
LU
O
0
U
The stratification lines represent the approximate boundary lines
cc between soil and rock types: in-situ,the transition may be gradual.
a
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-6-09
w
° WL 10 WD 1 ii?rr ac®n
1 BORING COMPLETED 10-6-09
o WL 21905 64th Avenue West,Ste. 100 RIG Truck CO. EDI
F' WL Mountlake Terrace,WA 98043
T: (425)771-3304 F: (425)771-3549 LOGGED RMS JOB# 81095071,
LOG OF BORING NO. B-31 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
J C Q d
0
DESCRIPTION 2 wz H
U
_ _ m w p Z� WFW- Ow
0
QO o z-
U D LLI _J
z I}- CO - U
0 n amu)
3 inches Asphalt over 4 inches crushed —
rock over SILTY SAND, with trace gravel,
dark brown, medium stiff, moist -
- ML S-1 SS 6 24 200 WASH
3.75 —
4.75 SAND,with silt, light brown, loose, moist
SANDY SILT, gray, loose, wet 5 — SM S-2 SS 5 48
7
Medium to coarse SAND, with gravel,
trace silt, gray and brown, loose, wet = SP S-3 SS 6
grades to saturated 10
— SP S-4 SS 7
11.5
Boring completed at 11.5 feet on 10/6/09.
Groundwater observed at 9.5 feet while
drilling.
N
C)
C7
of
0
0
0
(7
C7
Z
O
Q1
0
O
0
0
O
0)
0
0
m
0
0
0
0
U,
F-
U
The stratification lines represent the approximate boundary lines
° between soil and rock types: in-situ,the transition may be gradual.
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-6-09
lierracori
° WL V 11.5 WD 1 BORING COMPLETED 10-6-09
W
m WL 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
0WL Mountlake Terrace,WA 98043
T: (425)771-3304 F: (425)771-3549 LOGGED RMS JOB# 81095071,
I S
LOG OF BORING NO. B-32 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
J C e Q Q
Lu
DESCRIPTION w z ~ —
1— co co w 0 Z� wH ow
<0 �"- U
(� 0 Z H CC CO CO �U 0 a D )
2.5 inches Asphalt over 3.5 inches —
crushed rock over SANDY SILT, gray,
medium stiff, moist —
1 inch gray SAND seam at 3 feet - ML S-1 SS 6
5.5 5 —
SP S-2 SS 19
GRAVELLY SAND, trace silt, brown, —
e medium dense, moist —
�::..,. grades to dense, wet — SP S-3 SS 31
SANDY GRAVEL,trace silt, brown, loose, 10
) < wet to saturated - - GP S-4 SS 9
o••I3. 11.5
Boring completed at 11.5 feet on 10/6/09.
Groundwater observed at 10.5 feet while
drilling.
m
O
o
0
U)
0
9 J
Z
0
0
Q]
N
W
O
W_
O
N
0
O
m
m
O
O
0
U)
F
U
W The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ,the transition may be gradual.
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-6-09
W 111!rr ac®n
° WL 10.5 WD 1 BORING COMPLETED 10-6-09
WL 21905 64th Avenue West,Ste. 100 RIG Truck CO. EDI
�` WL Mountlake Terrace,WA 98043
T: (425)771-3304 F: (425)771-3549 LOGGED RMS JOB# 81095071
i 1
LOG OF BORING NO. B-33 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
C7 p o p 0_
DESCRIPTION 2z=
>.. 0! W Z W 0
2 V) W Z Z Z
0 Lill- Ow
a- Cl)0 a_ 01-U QO )- z�
0 0 D H 0 aim �U 0 n )V)
3.5 inches Asphalt over 5 inches crushed —
rock over SILT, with trace sand, mottled
brown and gray, soft to medium stiff, moist —
• — ML S-1 SS 4 31 200 WASH
grades to stiff 5 — ML S-2 SS 9 35
• 6.25•
7.25 SAND,with silt, light brown, loose, moist
8 GRAVELLY SAND, trace silt, brown, — SP S-3 SS 6
loose, moist / —
SAND,with silt, gray, loose, wet SZ —
grades to with gravel, saturated 10 — SP S-4 SS 7
11.5 — SM
Boring completed at 11.5 feet on 10/6/09.
Groundwater observed at 9.5 feet while
drilling.
O
a
m
O
0
U)
O
0
z
U
0
Q]
0
O
m
0
U)
0
O
0
O
O
0
0
O
0
F
0
The stratification lines represent the approximate boundary lines
abetween soil and rock types: in-situ,the transition may be gradual.
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-6-09
WL 9.5 WD rerracon
� 1 BORING COMPLETED 10-6-09
WL 721905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
WL Mountlake Terrace,WA 98043
T: (425)771-3304 F:(425)771-3549 LOGGED RMS JOB# 81095071
LOG OF BORING NO. B-34 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
J C an
-J DESCRIPTION CO II w z i z
_ = cn w > co truJ Z zZ
mLij Z WI— Ow
17,--Z >- O
o W COUD } w a_1 <0 ZF-
0 a D Z H o' U)m SO C a DCO
2.5 inches Asphalt over 3.5 inches —
crushed rock over SILT, with sand, gray,
stiff, moist -
- ML S-1 SS 9 28
4.5
—
SAND,with silt and gravel, light brown, 5
loose, moist — SP S-2 SS 6
:7
SM
—
SILTY SAND, trace gravel, gray, loose,
wet — SM S-3 SS 9
1p —
10.5 ,SAND, with gravel, trace silt, gray, loose, 10 — SP S-4 SS 5
11.5 wet —
SILT, with clay, trace sand, gray, medium I
stiff, wet to saturated
oring completed at 11.5 feet on 10/6/09.
Groundwater observed at 10.5 feet while
drilling.
m
0
N
a
of
0
0
m
N
oJ
o
Z
cc
0
m
n
0
0
.
0
m
N-
0
0
0
0
m
830
0
0
0
Cl)
1-
0
W The stratification lines represent the approximate boundarylines
S
between soil and rock types: in-situ,the transition may be gradual.
Z WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-6-09
W WL 10.5 WD lrerracon
1 BORING COMPLETED 10-6-09
cr
m' WL 21905 64th Avenue West,Ste. 100 RIG Truck CO. EDI
FWL Mountlake Terrace,WA 98043
T: (425)771-3304 F:(425)771-3549 LOGGED RMS JOB # 81095071
1
LOG OF BORING NO. B-35 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
DESCRIPTION C } z__
O w W Z u-C5
2 2 > In w Z ZZ
[0 Z W 2 Ow
QO � - O
rt
LU
C/) D I rt uaim 50 0 a D�
4 inches Asphalt over 1.5 inches crushed —
rock over SILT, with sand, gray, soft to
medium stiff, moist -
- MLS-1 SS 4 37
4.5s.
SILTY SAND to SANDY SILT, gray, 5
loose, moist — SM S-2 SS 5 33
SAND• , with gravel, trace silt, gray,
• medium dense, wet _ SP S-3 SS 14
GRAVELLY SAND, trace silt, gray, 10 — SP S 4 SS 17
medium dense, saturated _
11.5
Boring completed at 11.5 feet on 10/6/09.
Groundwater observed at 9.5 feet while
drilling.
•
0 O
rn
0 •
0
Co
0
0
•Z
0
co
m
0 0
h
0
0
m
0 0
a)
0
0
m
0 0
0
0
)H
0
The stratification lines represent the approximate boundary lines
cc between soil and rock types: in-situ,the transition may be gradual.
d
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-6-09
w lrerracon
WL 9.5 WD BORING COMPLETED 10-6-09
WL 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
WL Mountlake Terrace,WA 98043
T: (425)771-3304 F: (425)771-3549 LOGGED RMS JOB# 81095071
•
LOG OF BORING NO. B-36 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
0 o_
-
DESCRIPTION z
0
_ _ W U) W Z Z Z
Ca Lij 0 Z WF-- O Lij
I-Z >- O
Lu co Dr w
D Z r Q: 0))0) 500 0 n 0C
3 inches of asphalt over 3.5 inches —
crushed rock over SANDY SILT, trace
gravel, moist, brown, stiff -
- ML,S-1 SS 6 9
.
SILT WITH SAND, moist, brown, soft, 5 — ML S-2 SS 9 4
slight weathering —
7.5 —
•: GRAVELLY SAND, trace silt, moist, — SW S-3 SS 9 32
e brown, dense —
•'' • grades to saturated, medium dense SZ 10 — SW S-4 SS 6 28
e4:4: 11.5
B-36 completed at 11.5 feet on 10/7/09.
Groundwater observed at 10.5 feet while
drilling.
0
0
0
9
0
c
C
0
0
0
ccZ
0
0
m
1
0
0,0,
0
O
m
0
O
0,
0,
0
DD
0)
O
U
H
0
W The stratification lines represent the approximate boundary lines
abetween soil and rock types: in-situ,the transition may be gradual.
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-7-09
WL 10.5 WD lrerracon
� � BORING COMPLETED 10-7-09
WL 721905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
WL Mountlake Terrace,WA 98043
T: (425)771-3304 F: (425)771-3549 LOGGED LCS JOB # 81095071,
LOG OF BORING NO. B-37 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
WELL
o DESCRIPTION DETAIL m o
-J g $ o_2
v 0 w > co o 'w >a
mLi z F- p
MW 1 w vUi D > 0 0_ w a0 Ww
0 WELL DIA.: 2 in p p z I- ix o m s U U H
2 inches of asphalt over 2.5 inches of —
crushed rock over SILTY SAND, trace
gravel, moist, brown, loose —
SM S-1 SS 14 8 18 10 SIEVE
• ts. 4.5 _
GRAVELLY SAND, trace silt, moist to • 5
wet, brown, loose • — SP S-2 SS 6 9 ND
'•'4' — — SP S-3 SS 10 21 20
"•••• No recovery due to rock stuck in sampler _ — SM S-4 SS 0 8
•�;�•S,; •
11.5 =_ —
SILTY SAND, saturated, blue/gray, — —
medium dense grades to GRAVELLY • = — SM S-5 SS 11 22 360
SAND, trace silt, saturated, gray, medium — —
dense, ODORS — • —
••••—.•••: 15
No odors — SM S-6 SS 9 27 35
19 —
B-37 completed on 10/7/09 with 2-inch
piezometer(WELL ID: BBA904)
Groundwater observed at 9.5 feet while
drilling.
C7
0
0
•
0
0
0
m
0
rn
0 0
The stratification lines represent the approximate boundary lines *ND indicates a reading of less than the field detection limit
L between soil and rock types: in-situ,the transition may be gradual. (FDL)of one(1)part per million isobutylene equivalents(ppmi).
W
WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-7-09
2 WL 9.5 WD 1 lbrracon BORING COMPLETED 10-7-09
WL 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
WL Mountlake Terrace,WA 98043
T: (425)771-3304 F: (425)771-3549 LOGGED LCS JOB# 81095071
•
LOG OF BORING NO. B-38 Page 1 of 2
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
WELL
o DESCRIPTION DETAILGL H
m c o
W > (/) w
Z
a. = mz w I—
g MW-2 w c0i> > a 0 d0 QO
O WELL DIA.: 2 in o z cn ma
U 0
3 inches of asphalt over 2.5 inches —
crushed rock over SAND, with silt, trace
gravel, moist, brown, medium dense -
- SM S-1 SS 10 17 5 SIEVE
.`4.5 —
GRAVELLY SAND, trace silt, brown, 5
:e::, moist, loose = SP S-2 SS 8 6
— — SP S-3 SS 3 9
• _•
•
a :,• 10 10
No recovery due to rock stuck in sampler — — SM S-4 SS 0 6
•
SILTY SAND, wet to saturated, brown, • — — SM S-5 SS 12 15
medium dense grades to GRAVELLY = —
SAND, saturated, medium dense -
- . 15
— SM S-6 SS 17 21
:• 19 —
B-38 completed at 19 feet on 10/7/09 with
2-inch piezometer(WELL ID: BBA905)
Groundwater observed at 10 feet while
drilling.
O
rn
0
0
cnco
m
0
O
0
O
07
0
O
O
Continued Next Page
0
The stratification lines represent the approximate boundary lines
r, between soil and rock types: in-situ,the transition may be gradual.
W
BORING
10-7-09
z WATEROLEVEL OBSERVATIONS, ft WD lbrracon BORING COMPLEDTED 10-7-09
WL 21905 64th Avenue West,Ste. 100 RIG Truck CO. EDI
�' WL Mountlake Terrace,WA 98043
T: (425)771-3304 F: (425)771-3549 LOGGED LCS JOB# 81095071,
I 1
LOG OF BORING NO. B-39 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
WELL
°o DESCRIPTION DETAIL mo a -
J >- z Q d
U W > (/) 0'W >a
CL u) COw Z W F- 0
MW-3 w S) Z 2 )- LU 05m <OU Y[
O WELL DIA.: 2 in o
2 inches of asphalt over 3.5 inches of —
crushed rock over SANDY SILT, trace
gravel, moist, gray, soft -
- ML S-1 SS 15 8 21 ND
grades to no gravel, medium stiff • — ML S-2 SS 14 7 ND
7 -_
SILT WITH SAND,wet, gray, soft
— ML S-3 SS 16 3 35 ND 200 WASH
10 -
SILTY SAND, saturated, gray, very loose 10 — SM S-4 SS 10 4 ND
— ML S-5 SS 16 4 ND
SILT WITH SAND, moist to wet, gray, soft — —
= 15
•
19 grades to SILTY SAND, wet, gray, loose = ML S-6 SS 15 10 ND
B-39 completed at 19 feet on 10/7/09 with
2-inch piezometer(WELL ID: BBA906)
Groundwater observed at 9 feet while
drilling.
C7
rn
m
m
O
O
m
O
cn
O
O
The stratification lines represent the approximate boundary lines *ND indicates a reading of less than the field detection limit
between soil and rock types: in-situ,the transition may be gradual. (FDL)of one(1)part per million isobutylene equivalents(ppmi).
WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-7-09
WL 9 WD 1 lrerracon BORING COMPLETED 10-7-09
WL V 21905 64th Avenue West,Ste. 100 RIG Truck CO. EDI
WL Mountlake Terrace,WA 98043
• T: (425)771-3304 F: (425)771-3549 LOGGED LCS JOB# 81095071
LOG OF BORING NO. B-40 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
WELL
o DESCRIPTION DETAIL mo o
2 cc o-
C.) CO W > (/) W
>- >a
rDZ W F- p
!–Z J
CL MW4 W (n D 0 a0 <o WW
O WELL DIA.: 2 in 0 D Z I- o! Cl)CO U LL I-
2.5 inches asphalt over 3.5 inches of —
crushed rock over SILTY FINE SAND/
SANDY SILT, trace gravel, moist,
brown/gray, medium stiff, mottled — SM S-1 SS 12 6 ND
weathering —
`4.5
SILTY SAND, moist, brown, stiff • 5
— SM S-2 SS 11 15 ND
SAND WITH SILT, moist, brown, medium
stiff grades to GRAVELLY SAND, moist — SW S-3 SS 13 26 ND
9 5 to wet, brown, medium dense Q - - SM
•SILTY SAND, with gravel,saturated, —• 10
brown, medium dense = — SM S-4 SS 4 21 ND
SM S-5 SS 14 18 ND
grades to trace gravel, gray/brown - —
= 15—
L id
5—rd
COARSE SAND, with silt,with gravel, — SW S-6 SS 14 44 ND
;•: . : 19 ,saturated, gray, dense — SM
B-40 completed at 19 feet on 10/8/09 with
2-inch piezometer(WELL ID: BBA907)
Groundwater observed at 9 feet while
drilling.
O
of
0
th
O
0
O
O
O
0
'rn
The stratification lines represent the approximate boundary lines *ND indicates a reading of less than the field detection limit
r, between soil and rock types: in-situ,the transition may be gradual. (FDL)of one(1)part per million isobutylene equivalents(ppmi).
W
WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-8-09
Z WL 9 WD 1 lrerracon BORING COMPLETED 10-8-09
5 WL 3Z 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
WL Mountlake Terrace,WA 98043
T: (425)771-3304 F:(425)771-3549 LOGGED LCS JOB# 81095071,
LOG OF BORING NO. B-41 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
WELL
o DESCRIPTION DETAIL m o k
J g o_
U >- W Z Q
m > ZN WI-- 0�
CL MW-5 w w j >>-- w ILO HZ
<0 W w
O WELL DIA.: 2 in 0 z I- o' u)m 0
3 inches of asphalt over 3.5 inches of —
crushed rock over SILTY SAND, with
gravel, brown, dense (PROBABLE FILL) -
- SM S-1 SS 12 31 ND
grades to gray, medium dense — SM S-2 SS 6 11 ND
7
ELASTIC SILT WITH SAND, trace clay — ML S-3 SS 8 5 ND
and gravel, wet, brown, medium stiff, —
mottled weathering —
grades to soft, no gravel = 10 — ML S-4 SS 9 3 45 ND ATTERBERG
LL=50, P1=21 — — LIMITS
lML S 5 SS 8 1 ND
•
grades to gray, very soft — =
•— 15—
17.5 ML S-6 SS 12 10 ND
SILTY FINE SAND, moist gray, loose
•
B-41 completed at 19 feet on 10/8/09 with
2-inch piezometer(WELL ID: BBA908)
Groundwater observed at 12 feet while
drilling.
O
rn
O
cri
co
m
O
O
O
O
The stratification lines represent the approximate boundary lines *ND indicates a reading of less than the field detection limit
between soil and rock types: in-situ,the transition may be gradual. (FDL)of one(1)part per million isobutylene equivalents(ppmi).
W
3 WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-8-09
Z WL 12 WD 1 lrerracon BORING COMPLETED 10-8-09
WL 7 V 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
0' WL Mountlake Terrace,WA 98043
T: (425)771-3304 F:(425)771-3549 LOGGED LCS JOB# 81095071
� 1
LOG OF BORING NO. B-42 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
WELL
oo DESCRIPTION DETAIL m o o.
o >- r w -- z Qa
cn w
mw zwtw- pv
MW-6 w ccnn r 0w a� QO ww
C9 WELL DIA.: 2 in O D Z o cn m U U-1.-
3.5 inches of asphalt over 3 inches of —
crushed rock over SANDY SILT, trace
gravel, moist, brown, medium stiff —
ML S-1 SS 7 8 14 ND
grades to no gravel, mottled weathering — ML S-2 SS 14 7 32 ND
•
grades to moist to wet = — ML S-3 SS 13 5 34 ND
grades to stiff, wet to saturated = 10 — ML S-4 SS 8 9 60
12,5 — SM S-5 SS 11 4 26 25 SIEVE
SAND,with silt, trace gravel,wet to ••—•
—
saturated, brown, very loose — —
15
SM S-6 SS 12 16 30
grades to gray, medum dense
19
B-42 completed at 19 feet on 10/8/09 with
2-inch piezometer(WELL ID: BBA909)
Groundwater observed at 11 feet while
drilling.
C7
rn
C7
0
0
z
O
a1
0 o
N
m
O
0
0
0
0 0
0
N The stratification lines represent the approximate boundary lines *ND indicates a reading of less than the field detection limit
between soil and rock types: in-situ,the transition may be gradual. (FDL)of one(1)part per million isobutylene equivalents(ppmi).
WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-8-09
WL Q 11 WD 1 lbrracon BORING COMPLETED 10-8-09
5 WL 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
WL Mountlake Terrace,WA 98043
T: (425)771-3304 F: (425)771-3549 LOGGED LCS JOB# 81095071,
� 1
LOG OF BORING NO. B-43 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
WELL
o DESCRIPTION DETAIL m o o
r
J Q
U � W > C/) C z >d
m 0 Z HZ
0 WELL DIA.: 2 in o Z H CO 0 FL m 0 ii.co
3.5 inches of asphalt over 3.5 inches of —
crushed rock over SANDY SILT, moist to
• wet, brown/gray, medium stiff, mottled —
weathering — ML S-1 SS 14 6 29 ND
grades to moist, trace gravel 5 — ML S-2 SS 13 4 24 ND
6.5 SILTY SAND, moist to wet, brown, loose, —
slight organics = — SM S-3 SS 9 6 ND
-
grades to with gravel, saturated, and dense = 10 — SM S-4 SS 7 32 ND
••
• 12
b: ::. SILTY GRAVELLY SAND, brown, — SP S-5 SS 8 24 ND
o:.. saturated, medium dense — —
—
Q..{ — • —
):::::' 17.5 SM S-6 SS 9 50/6" ND
:•• grades to SILTY COARSE SAND, with —
.• ::19 ,gravel, brown, saturated, very dense —
B-43 completed at 19 feet on 10/9/09 with
2-inch piezometer(WELL ID: BBA 910)
Groundwater observed at 9.5 feet while
drilling.
of
O
c
C7
0
m
O
N
m
O
N The stratification lines represent the approximate boundary lines *ND indicates a reading of less than the field detection limit
r, between soil and rock types: in-situ,the transition may be gradual. (FDL)of one(1)part per million isobutylene equivalents(ppmi).
w
WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-9-09
Z WL 9.5 WD 1 lrerracon BORING COMPLETED 10-9-09
WL 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
F WL Mountlake Terrace,WA 98043
T:(425)771-3304 F: (425)771-3549 LOGGED LCS JOB# 81095071
1
LOG OF BORING NO. B-44 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
0
J C in
U DESCRIPTION w z
LL 0
_ c mLij 00 ZN CL Z Ow
<0 C3 U
ly
o Z >- W canm �O 0 a :ai
2.5 inches asphalt over 3 inches crushed —
rock over SILT WITH SAND, trace clay,
moist to wet, gray, stiff —
LL=40, P1=11 — ML S-1 SS 12 10 35 ATTERBERG
LIMITS
grades to wet, medium stiff 5 — ML S-2 SS 14 5 44
7.5
SILTY FINE SAND, wet to saturated, — SM S-3 SS 13 2
gray, very loose —
SZ
grades to SANDY SILT, saturated, gray, 10 — ML S-4 SS 6 3
11.5 soft
B-44 completed at 11.5 feet on 10/9/09.
Groundwater observed at 9.5 feet while
drilling.
0
N
0 0
of
0
0
N
O
z
iY
0
m
0
N
0
0
0
0
a)
0
0
m
0 0
0
U
Lf, The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ,the transition may be gradual.
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-9-09
° WL 9.5 WD lierracon
� t BORING COMPLETED 10-9-09
WL V 21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
WL Mountlake Terrace,WA 98043
` T:(425)771-3304 F: (425)771-3549 LOGGED LCS JOB# 81095071,
I 1
LOG OF BORING NO. B-45 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
J C o Q Q
UDESCRIPTION 2 w z ~ �-
_a. mw 0 z� Un— Ow
Q0 j U
U 0 Z I}– CC vim �U o �a D�
3 inches of asphalt over 2.5 inches of —
crushed rock over SILT, with sand, moist,
brown, medium stiff -
- ML S-1 SS 8 6 27 200 WASH
grades to moist to wet, brown/gray 5 — ML S-2 SS 8 7 45
grades to wet, trace gravel — ML S-3 SS 7 3
•
grades to moist 10 — ML S-4 SS 10 2
11.5
B-45 completed at 11.5 feet on 10/9/09.
Excess moisture observed on the sampler
at 9.5 feet.
0
O
N
0
of
N
0
O
0
z
0
m
0
N
0
0
0
N
0
0
m
0 0
0
0
N
O or
U
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ,the transition may be gradual.
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-9-09
WL 9 WD lierracon
° � � BORING COMPLETED 10-9-09
m WL 21905 64th Avenue West,Ste. 100 RIG Truck CO. EDI
0
▪ WL' Mountlake Terrace,WA 98043
T: (425)771-3304 F: (425)771-3549 LOGGED LCS JOB# 81095071/
r
LOG OF BORING NO. B-46 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
(.9 p .- o O n
co
DESCRIPTION 2 w>- z F_ -
f11-1 m w 0 Z wI Ow
>- H Z > U
Lu coU c4 z
0 Z 1- o U)CO SOU 0 o_ CO
2.5 inches asphalt over 3.5 inches —
crushed rock over SANDY SILT, trace
gravel, brown, moist, medium stiff -
- ML S-1 SS 12 6
• . •.5 —
•
�::`':. GRAVELLY SAND, with silt, damp, 5 — SW S-2 SS 6 15
d:. brown, medium dense —
):. 7.5 —
SILTY SAND, with gravel, saturated, — SM S-3 SS 8 7
brown, loose Q —
grades to wet,without gravel 10 — SM S-4 SS 14 5
.•:.11.5 —
B-46 completed at 11.5 feet on 10/9/09.
Groundwater observed at 9 feet while
drilling.
0
0
N
a
of
0
0
y
0
U
J
co
m
LL)
0
0
m
0
0
N
0
0
0 0
0
N
0
U
W The stratification lines represent the approximate boundary lines
abetween soil and rock types: in-situ,the transition may be gradual.
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-9-09
WL 9 WD lierracon
� � BORING COMPLETED 10-9-09
WL V21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
WL Mountlake Terrace,WA 98043
T: (425)771-3304 F: (425)771-3549 LOGGED LCS JOB# 81095071,
/ 1
LOG OF BORING NO. B-47 Page 1 of 1
CLIENT
PacLand
SITE PROJECT •
Renton,Washington Renton Retail
SAMPLES TESTS
(7 O o 0-
DESCRIPTION2
w z
LL 0
aa.. I— N m w 0 Z� wI OW
<0
C� Z
D Z H cc �m �O 0 n D(i)
3 inches of asphalt over 3.5 inches —
crushed rock over SILT, with sand, moist,
brown, medium stiff, mottled weathering —
• — ML S-1 SS 11 6 28 200 WASH
••••5
SILTY FINE SAND, moist, brown, loose, 5 — SM S-2 SS 14 9
mottled weathering —
SILTY SAND, with gravel, wet to
saturated, brown, dense = SM S-3 SS 10 32
SZ —
No recovery 10 — SM S-4 SS 0 33
11.5
B-47 completed at 11.5 feet on 10/9/09.
Groundwater observed at 9.5 feet while
drilling.
0
0
N
0_
U'
Oi
O
0
N
0
0
J
0
Z
0
co
0
0,
0
O
17-
0 0
0 O
O
00
0
0
U)
U
The stratification lines represent the approximate boundary lines
° between soil and rock types: in-situ,the transition may be gradual.
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-9-09
WL 9.5 WD rerr c n
° � t BORING COMPLETED 10-9-09
o WL V 21905 64th Avenue West,Ste. 100 RIG Truck CO. EDI
0' WL Mountlake Terrace,WA 98043
` T: (425)771-3304 F: (425)771-3549 LOGGED LCS JOB# 81095071
•
LOG OF BORING NO. B-48 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
a
DESCRIPTION g w z ~ u
> u) �w z zz
mw z WI— >- Ow
w a) r O a� QO C j zH
0 Z I- O CO CO 5.0 D a CO
SANDY SILT,trace gravel, moist, brown, —
stiff
— ML S-1 SS 6 10
:5
SANDY SILT, brown, moist, very stiff 5 — ML S-2 SS 13 20
grades to SILTY FINE SAND, moist, —
7 brown, medium dense —
SILTY SAND,with gravel, moist to wet, — SM S-3 SS 8 13
brown, medium dense —
SILTY GRAVELLY SAND, saturated, a 10 — SP s-4 SS 5 26
11.5 brown, medium dense
B-48 completed at 11.5 feet on 10/9/09.
Groundwater observed at 10.5 feet while
drilling.
0
N
c7
of
0
0
O
O
z
0
a)
m
0
O
17-
0 O
0)0
O
m
m
0
0
co
co
F
O
• The stratification lines represent the approximate boundary lines
o between soil and rock types: in-situ,the transition may be gradual.
a
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-9-09
WL 10.5 WD lrerracon
° BORING COMPLETED 10-9-09
o WL 7 3Z21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
WL Mountlake Terrace,WA 98043
T: (425)771-3304 F: (425)771-3549 LOGGED LCS JOB# 81095071,
LOG OF BORING NO. B-49 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
J C to
CD 0-
DESCRIPTION g w>- z z
(1) > �w z z
mcn Z U o
<0 o U
w
C7 0 z >- f C/) �U 0 Q. m ai
• 4 inches of asphalt over 3.5 inches —
crushed rock over SANDY SILT, moist,•
brown, soft -
- MLS-1 SS 4 3
.5
•'~` SILTY SAND, with gravel, moist, brown, 5 — SM S-2 SS 5 4
very loose —
,7 —
`•: :•C SAND WITH SILT, trace gravel, moist to
wet, brown, very dense _ SM S-3 SS 5 55
o�. SILTY GRAVELLY SAND, saturated, 10 — SP S-4 SS 13 42
o f 11.5 brown, dense —
B-49 completed at 11.5 feet on 10/9/09.
Groundwater observed at 9.5 feet while
drilling.
m
0
a
0
of
0
0
0
0
2 J
0
z
0
Q
m
0
O
N
0
0
a0
0 O
0)
0
O
0
0
0
0
0
U
The stratification lines represent the approximate boundary lines
° between soil and rock types: in-situ,the transition may be gradual.
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-9-09
w
WL 9.5 WD lrerracon
BORING COMPLETED 10-9-09
WL 721905 64th Avenue West,Ste. 100 RIG Truck CO. EDI
F` WL Mountlake Terrace,WA 98043
` T: (425)771-3304 F: (425)771-3549 LOGGED LCS JOB# 81095071/
LOG OF BORING NO. B-50
Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
•
J C o 0
UDESCRIPTION w z z I-
(1) w > cn D'w z z z
a F- cn m u o z3 wF- o w
0 U 2 o- U F-O
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O 0 Z Fes- CC cpm 0 0 0_ JU)
2 inches of asphalt over 3 inches of —
crushed rock over SANDY SILT, with
gravel, damp, brown, very stiff grades to —
SILTY SAND, damp, brown, medium — ML S-1 SS 7 17
•
dense —
4.5
SANDY SILT, trace gravel, moist, 5
brown/gray, medium stiff = ML S-2 SS 3 6
7 —
SILTY SAND, with gravel, brown, moist,
medium dense — SM S-3 SS 4 30
9.5 —
b\ SILTY GRAVEL, with sand, saturated, 10
j C < brown, medium dense — GM S-4 SS 8 14
D, 11.5
B-50 completed at 11.5 feet on 10/9/09.
Groundwater was observed at 10.5 feet
while drilling.
0
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0
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Lu The stratification lines represent the approximate boundary lines
° between soil and rock types: in-situ,the transition may be gradual.
a
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-9-09
WL Herr
° 10.5 WD BORING COMPLETED 10-9-09
w
WL 721905 64th Avenue West,Ste. 100 RIG Truck CO. EDI
F' Mountlake Terrace,WA 98043
WL
LOGGED LCS JOB# 81095071
• T: (425)771-3304 F: (425)771-3549 ,
� 1
LOG OF BORING NO. B-51 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
J C UI
o DESCRIPTION 01 I zW
Z� WN OZ
d Lu
0 2 as} 0 HO QO >- 0
C7ta/)m �O O n ��
2 inches of asphalt over 3 inches of —
crushed rock over SILTY SAND, trace
gravel, moist, brown, medium stiff No recovery due to rock stuck in sampler — ML 'S-1 SS 0 5
: 4.5 —
�:: :. SILTY GRAVELLY SAND, brown, moist, 5
loose — SP S-2 SS 6 8
o:.
.:: grades to trace gravel, moist to wet — SP S-3 SS 8 9
•
9.5
—
d SILTY SANDY GRAVEL, saturated, 10
)o C <11.5 brown, medium dense — GP S-4 SS 8 26
B-51 completed at 11.5 feet on 10/9/09.
Groundwater observed at 10 feet while
drilling.
m
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00
0
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F
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w The stratification lines represent the approximate boundary lines
cr between soil and rock types: in-situ,the transition may be gradual.
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-9-09
W
° WL lierracon
Q 10 WD BORING COMPLETED 10-9-09
o WL 7 V21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
Mountlake Terrace,WA 98043
WL
T: (425)771-3304 F: (425)771-3549 LOGGED LCS JOB # 81095071,
LOG OF BORING NO. B-52 Page 1 of 1
CLIENT
PacLand
SITE PROJECT
Renton,Washington Renton Retail
SAMPLES TESTS
0 p o ❑ n.
DESCRIPTION w z -
_ = NcL co mw 0 z� wi ow
w
>- '-O C5 U
cC
❑ Z I— 0_ Nm a a ❑co
2.5 inches of asphalt over 3.5 inches of —
crushed rock over SILTY SAND, with
trace gravel, moist, gray, loose, slight —
odors — SM S-1 SS 10 6 22 SIEVE
4.5
SILTY GRAVELLY SAND, moist, gray, 5 — SP S-2 SS 3 18
medium dense
SM
>: 7
SILTY SAND, with gravel, moist to wet,
gray, medium dense, strong odors = SM S-3 SS 7 14
SZ —
grades to without gravel, wet to saturated 10 — SM S-4 SS 12 18
11.5 —
B-52 completed at 11.5 feet on 10/9/09.
Groundwater observed at 10 feet while
drilling.
•
0
0
N
0
0)
9
0
0
0
0 •
J
0
Z
0
m
0
0
O •
w
0
N
0
0
m
0 O
O
0
U
w The stratification lines represent the approximate boundary lines
° between soil and rock types: in-situ,the transition may be gradual.
a
z WATER LEVEL OBSERVATIONS, ft BORING STARTED 10-9-09
WL 10 WD rerrac
° � 1 BORING COMPLETED 10-9-09
WL 7 V21905 64th Avenue West, Ste. 100 RIG Truck CO. EDI
WL Mountlake Terrace,WA 98043
T: (425)771-3304 F:(425)771-3549 LOGGED LCS JOB# 81095071
GENERAL NOTES
DRILLING&SAMPLING SYMBOLS:
SS: Split Spoon- 1-3/8" I.D.,2"O.D., unless otherwise noted HS: Hollow Stem Auger
ST: Thin-Walled Tube-2"O.D., unless otherwise noted PA: Power Auger
RS: Ring Sampler-2.42" I.D.,3"O.D., unless otherwise noted HA: Hand Auger
DB: Diamond Bit Coring-4", N, B RB: Rock Bit.
BS: Bulk Sample or Auger Sample WB: Wash Boring or Mud Rotary
The number of blows required to advance a standard 2-inch O.D. split-spoon sampler (SS) the last 12 inches of the total 18-inch
penetration with a 140-pound hammer falling 30 inches is considered the"Standard Penetration"or"N-value".
WATER LEVEL MEASUREMENT SYMBOLS:
WL: Water Level WS: While Sampling N/E: Not Encountered
WCI: Wet Cave in WD: While Drilling
DCI: Dry Cave in BCR: Before Casing Removal
AB: After Boring ACR: After Casing Removal
Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other
times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location of groundwater. In
low permeability soils,the accurate determination of groundwater levels may not be possible with only short-term observations.
DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Classification System. Coarse Grained Soils have
more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine
Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are
plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be
added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis
of their in-place relative density and fine-grained soils on the basis of their consistency.
CONSISTENCY OF FINE-GRAINED SOILS RELATIVE DENSITY OF COARSE-GRAINED SOILS
Standard
Unconfined Penetration or Standard Penetration
Compressive N-value(SS) or N-value(SS)
Strength, Qu, psf Blows/Ft. Consistency Blows/Ft. Relative Density
<500 0- 1 Very Soft 0—3 Very Loose
500 — 1,000 2-4 Soft 4—9 Loose
1,000 — 2,000 4-8 Medium Stiff 10—29 Medium Dense
2,000 — 4,000 8- 15 Stiff 30—49 Dense
4,000 — 8,000 15-30 Very Stiff >50 Very Dense
8,000+ >30 Hard
RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY
Descriptive Term(s)of other Percent of Major Component
constituents Dry Weight of Sample Particle Size
Trace < 15 Boulders Over 12 in. (300mm)
With 15—29 Cobbles 12 in.to 3 in. (300mm to 75 mm)
Modifier >30 Gravel 3 in.to#4 sieve(75mm to 4.75 mm)
Sand #4 to#200 sieve(4.75mm to 0.075mm)
RELATIVE PROPORTIONS OF FINES Silt or Clay Passing#200 Sieve(0.075mm)
Descriptive Term(s) of other Percent of PLASTICITY DESCRIPTION
constituents Dry Weight
Term Plasticity Index
Trace <5 Non-plastic 0
With 5—12 Low 1-10
Modifiers > 12 Medium 11-30
High >30
llerracon ________
UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests" Soil Classification
Group
Symbol Group Name'
Coarse Grained Soils Gravels Clean Gravels Cu>_4 and 1 s Cc<-3E GW Well-graded gravel`
More than 50%retained More than 50%of coarse Less than 5%fines` Cu<4 and/or 1 >Cc>3E GP Poorly graded gravel'
fraction retained on
on No.200 sieve No.4 sieve Gravels with Fines Fines classify as ML or MH GM Silty gravel "
More than 12%fines° Fines classify as CL or CH GC Clayey graver"
Sands Clean Sands Cu>_6 and 1 s Cc<_3E SW Well-graded sand'
50%or more of coarse Less than 5%fines° Cu<6 and/or 1 >Cc>3E SP Poorly graded sand'
fraction passes
No.4 sieve Sands with Fines Fines classify as ML or MH SM Silty sand•m"
More than 12%fines° Fines Classify as CL or CH SC Clayey sand°H'
Fine-Grained Soils Silts and Clays inorganic PI>7 and plots on or above"A"line' CL Lean clay'"•M
50%or more passes the Liquid limit less than 50 PI<4 or plots below"A"line' ML Silt"
No.200 sieve
organic Liquid limit-oven dried <0.75 OL Organic clay"-I-:"
Liquid limit-not dried Organic siltK•4M.o
Silts and Clays inorganic PI plots on or above"A"line CH Fat clayKLM
Liquid limit 50 or more K,�M
PI plots below"A"line MH Elastic Silt
organic Liquid limit-oven dried
<0.75 OH Organic clay""-""
Liquid limit-not dried Organic siltK'-M.0
Highly organic soils Primarily organic matter,dark in color,and organic odor PT Peat
"Based on the material passing the 3-in. (75-mm)sieve Hlf fines are organic, add"with organic fines"to group name.
Blf field sample contained cobbles or boulders, or both,add"with cobbles ' If soil contains>-15%gravel,add"with gravel"to group name.
or boulders, or both"to group name. J If Atterberg limits plot in shaded area,soil is a CL-ML, silty clay.
°Gravels with 5 to 12%fines require dual symbols: GW-GM well-graded KIf soil contains 15 to 29%plus No.200,add"with sand"or"with
gravel with silt,GW-GC well-graded gravel with clay,GP-GM poorly gravel,"whichever is predominant.
graded gravel with silt,GP-GC poorly graded gravel with clay. L If soil contains>_30%plus No.200 predominantly sand, add
o
Sands with 5 to 12%fines require dual symbols: SW-SM well-graded "sandy"to group name.
sand with silt,SW-SC well-graded sand with clay, SP-SM poorly graded M °
sand with silt,SP-SC poorly graded sand with clay If soil contains>_30%plus No.200, predominantly gravel,
add"gravelly"to group name.
ECU=D6o/D10 Cc= (D30)2 "PI>_4 and plots on or above"A"line.
D10 x D60 ° PI<4 or plots below"A"line.
FIf soil contains>_15%sand,add"with sand"to group name. PPI plots on or above"A"line.
GIf fines classify as CL-ML,use dual symbol GC-GM, or SC-SM. ° PI plots below"A"line.
60 i � I
For classification of fine-grained
soils and fine-grained fraction
50 —of coarse-grained soils •ape,' e - .
Equation of"A"-line ,J 1 ,P
0 Horizontal at P1=4 to LL=25.5.
X 40 — then P1=0.73(LL-20) O
0 Equation of"U"-line �°t
Z Vertical at LL=16 to P1=7, G
H 30 — then PI=0.9(LL-8) • --- -
Z:-.) '`o o
CD
G�
a MH or OH
10 i
7 - - ACL- i L .,
4 ML or OL
I
0
0 10 16 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT(LL)
lierracon _
Form 111-6/98
APPENDIX C
LABORATORY TESTING
Initial Geotechnical Engineering Report lierracon
Proposed Walmart Store#2516-05 Expansion • Renton, Washington
November 30, 2009 •Terracon Project No. 81095057A
Laboratory Testing
Samples retrieved during the field exploration were taken to the laboratory for further
observation by the project geotechnical engineer and were classified in general accordance with
the Unified Soil Classification System (USCS) described in Appendix A. At that time, the field
descriptions were confirmed or modified as necessary and an applicable laboratory testing
program was formulated to determine engineering properties of the subsurface materials.
Laboratory tests were conducted on selected soil samples and the test results are presented in
this appendix. The laboratory test results were used for the geotechnical engineering analyses
and the development of foundation, infiltration and earthwork recommendations. Laboratory
tests were performed in general accordance with the applicable ASTM, local or other accepted
standards.
Representative soil samples obtained from the site were tested for the following properties:
• Sieve Analysis Moisture Content
• Unit Weight g California Bearing Ratio
Modified Proctor ® Atterberg Limits
• pH and Resistivity
Moisture Content Determinations
Moisture content determinations were performed on representative samples obtained from the
explorations in order to aid in identification and correlation of soil types. The determinations
were made in general accordance with the test procedures described in ASTM D 2216. The
results are shown on the grain size distribution curves in this appendix.
Sieve Analysis
Sieve analysis indicates the range in diameter of soil particles included in a particular sample.
Sieve analyses were performed on representative samples in general accordance with ASTM D
422. The results of the grain size determinations for the samples were used in classification of
the soils and are presented in this appendix.
Atterberg Limits
Atterberg limits are used primarily for classification and indexing of cohesive soils. The liquid
and plastic limits are two of the five Atterberg limits and are defined as the moisture content of a
cohesive soil at arbitrarily established limits for liquid and plastic behavior, respectively. Liquid
and plastic limits were established for selected samples in general accordance with ASTM: D-
423 and ASTM: D-424, respectively. The results of the Atterberg limit tests are presented on
the exploration logs in Appendix A.
Initial Geotechnical Engineering Report lrerracon
Proposed Walmart Store#2516-05 Expansion ■ Renton, Washington
November 30, 2009 •Terracon Project No. 81095057A
Unit Weight- Natural Density
Wet and dry unit weights were determined on representative samples obtained from relatively
undisturbed ring samples in general accordance with the procedures outlined in ASTM D 2166.
Laboratory Maximum Density Test
The laboratory maximum density represents the highest degree of density that can be obtained
from a particular soil type by imparting a predetermined compaction effort. The test determines
the "optimum" moisture content of the soil at the laboratory maximum density. The laboratory
maximum density test was performed on a bulk sample of material in general accordance with
ASTM: D-1557. The test result is shown in this appendix and presented as a curve where the
soil dry density is compared to the moisture content.
California Bearing Ratio Test
A California Bearing Ratio test was performed on a sample of the site soils in general
accordance with ASTM: D-1883, to provide an evaluation of the relative quality and support
characteristics of subgrade soils. Representative portions from the sample were compacted in
a mold, in general accordance with ASTM: D-1557 to provide a moisture-density relationship
curve. Following compaction, a 64 psf surcharge was applied to each sample which was then
totally immersed in water and allowed to soak for a period of time, during which, it was
monitored for swell. At the end of this period, the sample was removed, drained and a vertical
load applied to the surcharged soil with a penetration piston at a constant rate of strain.
Measurements of the applied vertical load were obtained at selected penetration depths. CBR
test results and moisture-density relationships plotted in terms of percent water content versus
percent corrected CBR and dry density are presented in this appendix.
pH and Resistivity Tests
Soil chemical analytical tests were completed on two representative soil samples by AMTEST
Laboratories in Kirkland, Washington. The results of the pH and resistivity tests were used to
assess the corrosion potential to concrete and unprotected steel.
Testing not Completed for this Project
Topsoil Testing — No topsoil was encountered.
Unconfined compression —Suitable samples were not collected in our Shelby Tube samples.
Consolidation — Suitable samples were not collected in our Shelby Tube samples.
Swell — Swell tests were not completed as no soil potentially expansive clay layers were
encountered.
BTEX - No BTEX testing was completed as we are not aware of any gas station proposed as
part of the expansion project.
CALIFORNIA BEARING RATIO ASTM D 1883
Exploration: Soil Description: brown clayey SILT with sand,trace gravel
Sample No.: B-4, B-7, B-10, B-11 composite Tested By: ARC
Depth: 2-5.0 Comments: As received moisture=26.2 %
10 Blows/Lift 25 Blows/Lift 56 Blows/Lift
Condition of Sample: soaked soaked soaked
Dry Density Before Soaking: 108 pcf 116 pcf 120 pcf
Dry Density After Soaking: 106 pcf 113 pcf 116 pcf
Moisture Content:
Before Compaction: 11.9 % 11.5 % 12.0
After Compaction: 12.6 % 12.8 % 12.7 %
Top 1-in Layer After Soaking: 20.5 % 17.4 % 14.8 %
Average After Soaking: 17.6
Swell: 1.1 % 1.3 % 0.4 %
Surcharge Amount: 64.8 psf 64.8 psf 64.8 psf
Compaction Curve CBR Curve
ASTM D 1557 B
125 - 70
60 —4—Lab Data Points
0 CBR at 95°A MDD
120
50.
Jam,
0
a
�• m 40'
115 - V m
Q7 U
j 30
110 - 20
10• •
•
•
105 , r t •
5.0 10.0 15.0 20.0 o.
105 110 115 120 125
Moisture Content(%) Dry Density(pcf)
Max. Dry Density (MDD)*= 119.5 pcf 95% of MDD = 113.5 pcf
Optimum Moisture*= 13.8 % CBR at 95% of MDD = 17
*Rock Corrected Values
PROJECT NO: 81095071 PROJECT NAME:
1lerracon DATE OF TESTING: 8/27/2009 Renton Wal-Mart Expansion
Geotechnical and Environmental Consulting
PLASTICITY CHART
ASTM D 4318
60
I-line
50 A-lino
I . ganic clay-of
40 lily plasticity
Cli
K acPous o diatomare us fine
Low past'. inorganic
2 30 clays; san.y and s.ndy and sil y soils;el. tic silts;
cilty clays Medium organic silts, lays,and Ity clays
plastic
N inorganic OH
ca 20 clays or
tl Silty cl; s; MH
clayey-fits
and sa dsdi
10 °
7 ML I .rganic a • organic silts and silty • ys
CL-ML #. v% low plasti ;rock flour;silty or cl- ey
4 f fi e sands
0
0 10 20 30 40 50 60 70 80 90 100
Liquid Limit%
USCS Received Liquid Plastic Plasticity
Symbol Boring Sample Description M.C. (%) Limit Limit Index Comments
• B-2 S-3 ML 36 41 28 13 gray SILT,trace to with sand
Remarks:
PROJECT NO: 81095071 PROJECT NAME:
1lerracon DATE OF TESTING: 8/18/2009 Renton Wal-Mart Expansion
Geotechnical and Environmental Consulting
GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422
SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER
36" 12" I" 3" 2" 1 12 q0 X50"I1"3/4" 3/8" 4 10 10 1I 0 200
100
90 _ _
I—
= 80
LTJ
70
>-
m —
IX - -
Z _
1- 50— — N
W
U
N .
W 40-
a
30- ti
—
20- U.
—.- sieve
— _i__ hydrometer N .
III
10-
0— i
1000.000 100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
Coarse Fine Coarse Medium Fine Silt Clay
BOULDERS COBBLES GRAVEL SAND FINE GRAINED
Comments:
Exploration Sample Depth (feet) Moisture(%) Fines(%) Description
B-4, B-7, B-10, B-11 composite 2-5.0 26 74 clayey SILT with
sand,trace gravel
PROJECT NO: 81095071 PROJECT NAME:
11erracon DATE OF TESTING: 8/21/2009 Renton Wal-Mart
Geotechnical and Environmental Consulting Expansion
GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422
SIZE OF OPENING IN INCHES U.S. STANDARD SIEVE SIZE HYDROMETER
36" - 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200
100,1 I
90
F-
2 80-
0
W
70
}
m —
W 60
Z
50 -
W —
U
W40 — — - -
0
30—
20-
10-
0-
1000.000 100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
Coarse Fine Coarse Medium Fine Silt Clay
BOULDERS COBBLES GRAVEL SAND FINE GRAINED
Comments:
Exploration Sample Depth (feet) Moisture (%) Fines(%) Description
B-2 S-1 &S-2 2.5-4&5-6.5 10 12.5 silty gravelly SAND
JOB NO: 81095071 PROJECT NAME:
1Terracon DATE OF TESTING: 8/18/2009 Renton Wal-Mart
Geotechnical and Environmental Consulting Expansion
GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422
SIZE OF OPENING IN INCHES U.S. STANDARD SIEVE SIZE HYDROMETER
36" 12" 6" 3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 140 200
10014'‘‘. 11\
90 --
80
W
70
>-
m —
W 60 —
Z
Z 50 — — --
W _
W 40-- — . — —
30-
20-
10-
0
1000.000 100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
Coarse Fine Coarse Medium Fine Silt Clay
BOULDERS COBBLES GRAVEL SAND FINE GRAINED
Comments:
Exploration Sample Depth (feet) Moisture (%) Fines(%) Description
B-5 S-1 2.5-4 7 12.1 silty gravelly SAND
JOB NO: 81095071 PROJECT NAME:
11erracon DATE OF TESTING: 8/18/2009 Renton Wal-Mart
Geotechnical and Environmental Consulting Expansion
GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422
SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER
36" 12" 6" 3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 140 200
100.1 I 1 1
90 - -
I-
1 80 — --
W -
70
w60
z
L —
I— 50 — —
W
W 40–
CL
30–
20– .
10 •
–
•0-
1000.000 100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
Coarse Fine Coarse Medium Fine Silt Clay
BOULDERS COBBLES GRAVEL SAND FINE GRAINED
Comments:
•
Exploration Sample Depth (feet) Moisture (%) Fines(%) Description
B-5 S-3 7.5-9 3 2.8 sandy GRAVEL,trace
silt
JOB NO: 81095071 PROJECT NAME:
1lerracon DATE OF TESTING: 8/18/2009 Renton Wal-Mart
Geotechnical and Environmental Consulting Expansion
GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422
SIZE OF OPENING IN INCHES U.S. STANDARD SIEVE SIZE HYDROMETER
36" 12" 6" 3" 1 112 3/4" 3/6" 4 10 20 40 60 140 200
1001
•
90
I-
2 80 — - • •
0
W -
70
m
W 60
Z _
Z 50
W -
U
W 40 -
0
30-
20-
10-
0-
1000.000 100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
Coarse Fine Coarse Medium Fine Silt Clay
BOULDERS COBBLES GRAVEL SAND FINE GRAINED
Comments:
Exploration Sample Depth (feet) Moisture(°/a) Fines (%) Description
B-5 S-5 12.5-14 9 5.8 sandy GRAVEL with
silt
JOB NO: 81095071 PROJECT NAME:
lferracon DATE OF TESTING: 8/18/2009 Renton Wal-Mart
Geotechnical and Environmental Consulting Expansion
GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422
SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER
36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200
1001 •
90 ---
2 80 -
W
70
m -
W 60
Z
LL
Z50 - — - - -
W _
W 40-- - — - ' -
a-
30-
20-
10-
0-
1000.000 100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
Coarse Fine Coarse Medium Fine Silt Clay
•
BOULDERS COBBLES GRAVEL SAND FINE GRAINED
Comments:
Exploration Sample Depth (feet) Moisture (%) Fines(%) Description
B-7 S-1 2.5-4 34 87.2 SILT,trace sand and
graver
JOB NO: 81095071 PROJECT NAME:
1(erracon DATE OF TESTING: 8/18/2009 Renton Wal-Mart
Geotechnical and Environmental Consulting Expansion
GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422
SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER
36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200
1001 If I I
90 -
4\1\
80 —
70
CO —
W 60
Z
L
Z 50 —
W _
Ce U
40
a-
30
20,
10-
0-
1000.000 100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
Coarse Fine Coarse Medium Fine Silt Clay
BOULDERS COBBLES GRAVEL SAND FINE GRAINED
Comments:
Exploration Sample Depth (feet) Moisture (%) Fines (%) Description
B-7 S-6 17.5-19 11 1.5 gravelly SAND,trace
silt
JOB NO: 81095071 PROJECT NAME:
11erracon DATE OF TESTING: 8/18/2009 Renton Wal-Mart
Geotechnical and Environmental Consulting Expansion
GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422
SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER
36" 12" 6" 3" 112" 3/4" 3B" 4 10 20 40 60 140 200
100J _ . .
90
F-
2 80 — - -
0
LTJ —
70
m —
w 60
Z
—
I— 50 — — —
W _
W40-
W0-
30-
20-'
10-
0-
1000.000 100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
Coarse Fine Coarse Medium Fine Silt Clay
BOULDERS COBBLES GRAVEL SAND FINE GRAINED
Comments:
Exploration Sample Depth (feet) Moisture (%) Fines (%) Description
3-8 S-5 12.5-14 30 5.5 SAND with gravel and
silt
JOB NO: 81095071 PROJECT NAME:
1(erracon DATE OF TESTING: 8/18/2009 Renton Wal-Mart
Geotechnical and Environmental Consulting Expansion
GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422
SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER
36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200
100-1 - , •
90
1-
80 --
70 70
>-
m —
W 60
LIZ
Z 50-
W _
W 40
CL
30- -
20-
10- -
•
0-
1000.000 100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
Coarse Fine Coarse Medium Fine Silt Clay
BOULDERS COBBLES GRAVEL SAND FINE GRAINED
Comments: Sample smaller than specified by ASTM D2216
Exploration Sample Depth (feet) Moisture (%) Fines(%) Description.
B-8 S-8 27.5-29 5 0.5 GRAVEL,trace sand
and silt
JOB NO: 81095071 . PROJECT NAME:
lierracon DATE OF TESTING: 8/18/2009 Renton Wal-Mart
Geotechnical and Environmental Consulting Expansion
GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422
SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER
36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200
100
90- - - •
—
I-
180-
W -
• 70
>-
CO —
CC
60 -
Z _
L
I- 50 —
W _
U
W 40 -- - - —
a
30-
20-
10-
0-
1000.000 100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
Coarse Fine Coarse Medium Fine Silt Clay
BOULDERS COBBLES GRAVEL SAND FINE GRAINED
Comments:
Exploration Sample Depth (feet) Moisture (%) Fines (%) Description
B-12 S-1 2.5-4 13 18.7 silty SAND,trace
gravel
JOB NO: 81095071 PROJECT NAME:
1lerracon DATE OF TESTING: 8/18/2009 Renton Wal-Mart
Geotechnical and Environmental Consulting Expansion
GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422
SIZE OF OPENING IN INCHES U.S. STANDARD SIEVE SIZE HYDROMETER
36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200
100 ,
90 •
80-
W —
70
m —
w 60
Z _
LL
50-- —
W _
W 40-
O.
•
30-
20-
10-
0-
1000.000 100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
Coarse Fine Coarse Medium Fine Silt Clay
BOULDERS COBBLES GRAVEL SAND FINE GRAINED
Comments:
Exploration Sample Depth (feet) Moisture (%) Fines (%) Description
B-13 S-1 2.5-4 24 67.3 sandy SILT,trace
gravel
JOB NO: 81095071 PROJECT NAME:
1lerracon DATE OF TESTING: 10/9/2009 Renton Retail
Geotechnical and Environmental Consulting
GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422
SIZE OF OPENING IN INCHES U.S. STANDARD SIEVE SIZE HYDROMETER
36" 12" 6" 3" 1 12" 3/4" 3/8" 4 10 20 40 60 140 200
• 100-3 I -
90 —
I-
180 — -
W —
70
03 —
W 60
Z _
I- 50 -
W _
W 40 — — —
0-
30 30
20-
10-
0-
1000.000 100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
Coarse Fine Coarse Medium Fine Silt Clay
BOULDERS COBBLES GRAVEL SAND FINE GRAINED
Comments:
Exploration Sample Depth (feet) Moisture (%) Fines(%) Description
B-13 S-5 12.5-14 11 2.9 sandy GRAVEL,trace
silt
JOB NO: 81095071 PROJECT NAME:
1lerracon DATE OF TESTING: 10/9/2009 Renton Retail
Geotechnical and Environmental Consulting
GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422
SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER
36" 12" 6" 3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 140 200
1001 1 >
90 -
2 80 —
C�
W —
70
CO —
W 60
Z _
Z 50
—
U
W 40
a
30-
20-
10-
0-
1000.000 100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
Coarse Fine Coarse Medium Fine Silt Clay
BOULDERS COBBLES GRAVEL SAND FINE GRAINED
Comments:
Exploration Sample Depth (feet) Moisture(%) Fines (%) Description
B-14 S-1 2.5-4 17 48.5 silty SAND,trace
gravel
JOB NO: 81095071 PROJECT NAME:
1Ierracon DATE OF TESTING: 10/9/2009 Renton Retail
Geotechnical and Environmental Consulting
GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422
SIZE OF OPENING IN INCHES U.S. STANDARD SIEVE SIZE HYDROMETER
36" 12" 6" 3" 1 1/2 3/4" 3/6" 4 10 20 40 60 140 200
100_1
90
I—
I 80 -
0
W —
70
03 —
W 60
Z _
L
Z50 - -- - —
W _
U
IX IJJ 40-
30-
20-
10- - -
0-
1000.000 100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
Coarse Fine Coarse Medium Fine Silt Clay
BOULDERS COBBLES GRAVEL SAND FINE GRAINED
Comments:
Exploration Sample Depth (feet) Moisture (%) Fines (%) Description
B-14 S-4 10-11.5 . 7 6.3 sandy GRAVEL with
silt
JOB NO: 81095071 PROJECT NAME:
1lerracon DATE OF TESTING: 10/9/2009 Renton Retail
Geotechnical and Environmental Consulting
GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422
SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER
36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200
1001 I I -I---♦
90
I-
180 —
W —
70
CO —
w 60
Z
1- 50 — - - . —
W —
W 40 - — — - -
a-
30-
20-
10-
0-
1000.000 100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
Coarse Fine Coarse Medium Fine Silt Clay
BOULDERS COBBLES GRAVEL SAND FINE GRAINED
Comments:
Exploration Sample Depth (feet) Moisture (%) Fines (%) Description
B-15 S-2 5-6.5 23 42.2 silty SAND,trace
gravel
JOB NO: 81095071 PROJECT NAME:
11erracon DATE OF TESTING: 10/9/2009 Renton Retail
Geotechnical and Environmental Consulting
GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422
SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER
36" 12" 6" 3" 1 1/2' 3/4" 3B" 4 10 20 40 60 140 200
1001
90
I-
2 80 - --
W _
70
>-
m —
W 60 •
Z _
I— 50 - - -
_
U
W 40 —
a
30- .
20-
10
0— -
1000.000 100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
Coarse Fine Coarse Medium Fine Silt Clay
BOULDERS COBBLES GRAVEL SAND FINE GRAINED
Comments:
Exploration Sample Depth (feet) Moisture(%) Fines(%) Description
B-15 S-3 7.5-9 12 24.5 silty SAND,trace
gravel
A JOB NO: 81095071 PROJECT NAME:
11r`rr co,^I DATE OF TESTING: 10/9/2009 Renton Retail
Geotechnical and Environmental Consulting
GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422
SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER
36" 12" 6" 3" 1 1/2" 3/4" 3/6" 4 10 20 40 60 140 200
1001
90-- -
I—
= 80-
W -
• 70
03 —
W 60.
z
Z 50 —
W _
U
W 40 — — —
d
30-
20-
•
10-
0-
1000.000 100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
Coarse Fine Coarse Medium Fine Silt Clay
BOULDERS COBBLES GRAVEL SAND FINE GRAINED
Comments:
Exploration Sample Depth (feet) Moisture(%) Fines(%) Description
B-16 S-1 2.5-4 13 39.2 silty SAND,trace
gravel
JOB NO: 81095071 PROJECT NAME:
11erracon DATE OF TESTING: 10/9/2009 Renton Retail
Geotechnical and Environmental Consulting
GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422
SIZE OF OPENING IN INCHES U.S. STANDARD SIEVE SIZE HYDROMETER
36" 12" 6" 3" 1 12" 3/4" 3/8" 4 10 20 40 60 140 200
100-1 I I l
90
F-
2 80 — -
a
W .--
70 70
m —
W 60
Z _
LL
Z 50 — — —
W —
C-)
W 40-
a
—
4\1 ,,.... .
30-
20-
10-
0-
1000.000 100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
Coarse Fine Coarse Medium Fine Silt Clay
BOULDERS COBBLES GRAVEL SAND FINE GRAINED
Comments:
Exploration Sample Depth (feet) Moisture(%) Fines (%) Description
B-16 S-2 5-6.5 4 4.2 SAND with gravel,
trace silt
JOB NO: 81095071 PROJECT NAME:
1lerracon DATE OF TESTING: 10/9/2009 Renton Retail
Geotechnical and Environmental Consulting
PLASTICITY CHART
ASTM D 4318
60
l i-line
50 A-line
Inorganic clays of
40 Illy 1 plasticity
0
CH
K MirsrAnus or diatnmaceoiis fine
a) Low plastic inorganic
e30 sandy and sily soils;elastic silts;
clays; sandy and
Medium organic silts, Jays,and silly clays
silty clays
plastic
inorgani OH
R 20 clays or
Et Silty clays;
clayey silts CL MH
and sands 40 OL
10
MLIrorganic ails organic silts and silty days
7 CL-ML /��f/ of low plasticity;rock flour;silty or clayey
4 M fine sands
or
0
0 10 20 30 40 50 60 70 80 90 100
Liquid Limit%
USCS Received Liquid Plastic Plasticity
Symbol Boring Sample Description M.C. (%) Limit Limit Index Comments
• B-20 S-2 ML 39 41 28 13 dark gray SILT
A B-21 S-2 ML 37 40 28 12 brown SILT
• B-41 S-4 MH 45 50 29 21 brown ELASTIC SILT
O B-44 S-1 ML 35 40 29 11 dark gray SILT
Remarks:
PROJECT NO: 81095071 PROJECT NAME:
1lerracon DATE OF TESTING: 10/27/2009 Renton Retail
Geotechnical and Environmental Consulting
APPENDIX D
REQUIRED ATTACHMENTS
GEOTECHNICAL INVESTIGATION FACT SHEET
PROJECT LOCATION: 743 Rainier Avenue South Renton, Washington
Engineer: Thomas Jones, P.E. Phone No: 425-771-3304 Email: tajones(a�terracon.com
Geotechnical Engineering Co.: Terracon Consultants, Inc. Report Date: November 30, 2009
Ground Water Elevation: 9 to 12 feet below grade
Date Groundwater Measured: 10/12/09
Fill Soil Characteristics:
Topsoil/Stripping Depth: N/A Maximum Liquid Limit: 30
Undercut: 2 feet for<4-foot tall retaining Maximum Plasticity Index: 0
walls supported on shallow foundations Specified Compaction: 95% Max. Proctor Density
Moisture Content Range: Granular soils—2 to +2
Modified Proctor Results: See Appendix B
pH: 6.3—7.0
Resistivity: 6,400— 12,000 ohm-cm
Cement Type: I
Recommended Compaction Control Tests:
1 Test for Each 10,000 Sq. Ft. each Lift(Bldg. Area)
1 Test for Each 25,000 Sq. Ft. each Lift(Parking Area)
Engineered/Structural Fill Maximum Lift Thickness 10 inches (Measured loose)
Subgrade Design CBR-value = 2
Minimum Recommended Pavement Thickness
Asphalt Portland Cement- Base Course Subbase Total
Traffic Area Alternative Concrete Concrete Thickness Thickness Thickness
Thickness(in) Thickness(in) (in) (in) (in)
Standard-Duty A 3 - 5 7 15
Pavements
109,500 ESALs B - 5.5 4 5 14.5
Heavy-Duty A 4 - 5 7 16
Pavements
335,800 ESALs B - 6.5 4 5 15.5
All new asphalt pavement sections should be underlain with Tensar BX 1100. For areas subject to concentrated and
repetitive loading conditions such as dumpster pads,truck delivery docks and ingress/egress aprons,we recommend
using a Portland cement concrete pavement with a thickness of at least 7 inches underlain by at least 4 inches of
crushed aggregate base course and 5 inches subbase. This information shall not be used separately from the
Geotechnical Report
FOUNDATION DESIGN CRITERIA
PROJECT LOCATION: 743 Rainier Avenue South Renton, Washington
Engineer: Thomas Jones, P.E. Phone No: 425-771-3304 Email: tajones@terracon.com
Geotechnical Engineering Co.: Terracon Consultants, Inc. Report Date: November 30, 2009
Foundation Type: 16-inch dia. augercast piles or 6-inch dia. pipe piles
Allowable Bearing Capacity: AC piles: 35 tons, 6-in. pipe piles: 15 tons
Factor of Safety: 2
Frost Depth: 18"
*Maximum Foundation Movements: Total: 3/4 "
Differential:
Slab: Potential Vertical Rise: < '/4 inch
Capillary Break: 6 inches coarse base aggregate
Subgrade Reaction Modulus: 200 psi/in Method Obtained: CBR with 6" granular layer below slab
Active Equivalent Fluid Pressures: 35 pcf
Passive Equivalent Fluid Pressures: 275 pcf
Perimeter Drains: Building: 4" dia. rigid, perforated PVC pipe at base of footings
Retaining Walls: 4" dia. rigid, perforated PVC pipe at base of wall
Retaining Wall: At-rest pressure: 50 pcf
Coefficient of friction: 0.33 allowable
COMMENTS: This information shall not be used separately from the Geotechnical Report
FOUNDATION SUBSURFACE PREPARATION NOTES
RENTON, WASHINGTON
11/30/09
UNLESS SPECIFICALLY INDICATED OTHERWISE IN THE DRAWINGS AND/OR SPECIFICATIONS,
THE LIMITS OF THIS SUBSURFACE PREPARATION ARE CONSIDERED TO BE THAT PORTION OF
THE SITE DIRECTLY BENEATH AND 5 FEET BEYOND THE BUILDING AND APPURTENANCES.
APPURTENANCES ARE THOSE ITEMS ATTACHED TO THE BUILDING PROPER (REFER TO
DRAWING SHEET SP1) TYPICALLY INCLUDING, BUT NOT LIMITED TO, THE BUILDING
SIDEWALKS, GARDEN CENTER, PORCHES, RAMPS, STOOPS, TRUCK WELLS/DOCKS,
CONCRETE APRONS AT THE AUTOMOTIVE CENTER, COMPACTOR PAD, ETC. THE BASE AND
THE VAPOR BARRIER, WHERE REQUIRED, DOES NOT EXTEND BEYOND THE LIMITS OF THE
ACTUAL BUILDING AND THE APPURTENANCES.
ESTABLISH THE FINAL SUBGRADE ELEVATION TO ALLOW FOR THE CONCRETE SLAB, CHOKER
COURSE AND BASE. REFERENCE ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR
REQUIRED SLAB THICKNESS. THE 6 INCH THICK BASE MATERIAL SHALL CONFORM TO
THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ACCURATE MEASUREMENTS FOR
ALL CUT AND FILL DEPTHS REQUIRED. ANY PROPOSED ALTERNATIVE BASE MATERIAL MUST
BE SUBMITTED FOR APPROVAL WITHIN 30 DAYS AFTER AWARD OF CONTRACT. ANY
EQUIVALENT ALTERNATIVE SHALL ONLY BE USED IF APPROVED IN WRITING BY THE CEC AND
AOR.
EXISTING FOUNDATIONS, SLABS, PAVEMENTS, AND BELOW GRADE STRUCTURES SHALL BE
REMOVED FROM THE BUILDING AREA. REMOVE SURFACE VEGETATION, TOPSOIL, ROOT
SYSTEMS, ORGANIC MATERIAL, EXISTING FILL, AND SOFT OR OTHERWISE UNSUITABLE
MATERIAL FROM THE BUILDING AREA. PROOFROLL EXPOSED SUBGRADE. REMOVE AND
REPLACE UNSUITABLE AREAS WITH SUITABLE MATERIAL. SUBGRADE MATERIAL SHALL BE
FREE OF ORGANIC AND OTHER DELETERIOUS MATERIALS AND SHALL MEET THE FOLLOWING
REQUIREMENTS:
LOCATION WITH RESPECT TO FINAL GRADE P.I. L.L.
BUILIDNG AREA, BELOW UPPER 4 FEET 10 MAX. 40 MAX.
BUILIDNG AREA, UPPER 4 FEET 0 MAX. 30 MAX.
SUBGRADE MATERIAL SHALL BE PLACED IN LOOSE LIFTS NOT EXCEEDING 10 INCHES IN
THICKNESS AND COMPACTED TO AT LEAST 95 PERCENT OF THE MODIFIED PROCTOR
MAXIMUM DRY DENSITY (ASTM D-1557) AT A MOISTURE CONTENT WITHIN 2 PERCENT BELOW
TO 2 PERCENT ABOVE THE OPTIMUM.
THE FOUNDATION SYSTEM SHALL BE AUGERCAST PILES OR DRIVEN PIPE PILES AND GRADE
BEAMS.
THIS FOUNDATION SUBSURFACE PREPARATION DOES NOT CONSTITUTE A COMPLETE SITE
WORK SPECIFICATION. IN CASE OF CONFLICT, INFORMATION COVERED IN THIS
PREPARATION SHALL TAKE PRECEDENCE OVER THE WAL-MART SPECIFICATIONS. REFER TO
THE SPECIFICATIONS FOR SPECIFIC INFORMATION NOT COVERED IN THIS PREPARATION.
THIS INFORMATION WAS TAKEN FROM A GEOTECHNICAL REPORT PREPARED BY TERRACON
CONSULTANTS, INC. DATED 11/30/09. (GEOTECHNICAL REPORT IS FOR INFORMATION ONLY
AND IS NOT A CONSTRUCTION SPECIFICATION).
GEOTECHNICAL ENGINEERS EMAIL ADDRESS: TAJONES@TERRACON.COM
AASHTO 1993 METHOD FOR DESIGN OF ASPHALT PAVEMENT STRUCTURES
FOR: PROPOSED RETAIL DEVELOPMENT, RENTON, WASHINGTON
DESIGN LIFE:20 YEARS
DESIGN CALIFORNIA BEARING RATIO: 2%
INPUT VALUES FOR STRUCTURAL NUMBER (SN) REFERENCE
18-kip ESAL (20 yrs) = 109,500 (Std.), 335,800 (Hvy.) Specified
Reliability (R) = 85% Specified
Standard Normal Deviation (Zr) = 1.037 1-62
Overall Standard Deviation (So) = 0.45 Specified
Resilient Modulus (MR) = 3,000 psi 1-14
Effective Resilient Modulus (MR, seasonally adjusted) = 3,000 psi II-15
Initial Serviceability (Po) = 4.2 Specified
Terminal Serviceability (Pt) = 2.0 Specified
Design Serviceability Loss (PSI) = 2.2 11-10
Structural Number (SN) = 3.5 (Hvy.), 3.1 (Std.) 11-35
Input values for thickness calculations
Asphalt layer coefficient (a,) = 0.42 11-18
Base course layer coefficient (a2) = 0.14 11-19
Base course drainage coefficient (m2) = 1.30 11-25
Subbase layer coefficient (a3) = 0.11 11-21
Subbase drainage coefficient (m3) = 1.20 11-25
Recommended Pavement Section Thicknesses (inches)
Asphalt Concrete Crushed Base Course Pit-Run Subbase
Standard 3 5 7
Heavy 4 5 7
Note: Subbase should have a minimum CBR value of 30% when compacted.
AASHTO 1993 METHOD FOR DESIGN OF CONCRETE PAVEMENT STRUCTURES
FOR: PROPOSED RETAIL DEVELOPMENT, RENTON, WASHINGTON
DESIGN LIFE: 20 YEARS
DESIGN CBR-VALUE: 2%
INPUT VALUES FOR STRUCTURAL NUMBER (SN) REFERENCE
Estimated ESAL (20 yrs) = 109,500 (standard duty), 338,500 (heavy duty) Specified
Reliability (R) = 85% Specified
Standard Normal Deviation (Z1) = 1.037 1-62
Overall Standard Deviation (So) = 0.35 Specified
Resilient Modulus (MR) = 18,000 psi 11-21
Effective Resilient Modulus (MR, seasonally adjusted) = 3,000 psi 11-15
Effective Modulus of Subgrade Reaction = 250 pci 11-39
Initial Serviceability (Po) = 4.2 Specified
Terminal Serviceability (Pt) = 2.0 Specified
Design Serviceability Loss (PSI) = 2.2 II-10
Input values for thickness calculations:
Mean Concrete Modulus of Rupture = 600 psi Recommended
Base Modulus (EB) = 30,000 psi 11-19
Subbase Modulus (ESB) = 15,000 psi 11-21
Recommended Concrete Pavement Section Thicknesses (inches)
Concrete Crushed Base Course Pit-Run Subbase
Standard 5.5 4 5
Heavy 6.5 4 5
Note: Subgrade and subbase should be compacted to a minimum of 95 percent of the
modified Proctor maximum dry density. Subbase should have a minimum CBR value of 30
when compacted.
APPENDIX E
PREVIOUS GEOTECHNICAL INVESTIGATION REPORT
AG RA AGRA Earth&
Environmental, Inc.
Earth & Environmental 11335 NE 122nd Way
Suite 100
Kirkland. Washington
17 October 1995 u.s.A1 1x11800
Tel (206) 820-4669
Washington Land Design Fax (206) 821-3914
10700 Meridian Avenue North, Suite 503
Seattle, Washington 98133
Attention: Mr. Jim Towslee
Subject: Subsurface Exploration and Geotechnical Engineering Evaluation
' Proposed Renton Retail Store
SW 7th Street and Hardie Avenue SW
Renton, Washington
Dear Mr. Towslee:
This report presents the results of our geotechnical engineering evaluation for the above
referenced project. The scope of services for this project consisted of field exploration,
geotechnical engineering analyses, laboratory testing, and preparation of this report. The
scope of work for this report was performed in accordance with our Proposal for Geotechnical
and Phase I Environmental Studies dated 12 September 1995. Written authorization to
proceed with this project was provided by Washington Land Design in your letter dated 15
September 1995.
This report has been prepared in accordance with generally accepted geotechnical engineering
practices for the exclusive use of Washington Land Design and their agents for specific
application to this project. In the event of any changes in the nature of the project which may
affect conclusions and recommendations presented in this report, we should be allowed to
review and modify them, as necessary, to reflect those changes.
We appreciate this opportunity to be of service to you, and are available to answer any
questions you have regarding this report or other geotechnical aspects of the project.
Respectfully submitted,
AGRA Earth and Environmental, Inc.
_
Thomas A. Jones
Senior Project Engin--r
Engineering& Environmental Services
Subsurface Exploration and Geotechnical Engineering Evaluation
Proposed Renton Retail Store
SW 7th Street and Hardie Avenue SW
Renton, Washington
Prepared For
Washington Land Design
10700 Meridian Avenue North
Seattle, Washington 98133
Prepared by,
AGRA Earth and Environmental, Inc.
11335 NE 122nd Way, Suite 100
Kirkland, Washington 98034
October 1995
11-10521-00
*AGRA
Earth & Environmental
TABLE OF CONTENTS
11-10521-00
1 .0 SUMMARY 1
2.0 PROJECT DESCRIPTION 3
3.0 SITE CONDITIONS 3
3.1 Site Description 3
3.2 Surface Conditions 4
3.3 Subsurface Conditions 4
3.4 Groundwater 5
4.0 CONCLUSIONS AND RECOMMENDATIONS 5
4.1 Liquefaction Analysis 5
4.2 Site Preparation 6
4.3 Structural Fill 7
4.4 Utility Trenching and Backfilling 8
4.5 Foundations 10
4.5.1 Shallow Foundations 10
4.5.2 Pile Foundations 10
4.6 Slab-On-Grade Floors 12
4.7 Backfilled Walls and Retaining Structures 13
4.8 Drainage Considerations 13
4.9 Temporary and Permanent Slopes 14
4.10 Seismic Criteria 14
5.0 PAVEMENT DESIGN 15
6.0 CLOSURE 17
Figure 1 - Site and Exploration Plan
Appendix A - Field Exploration Procedures and Logs
Appendix B - Laboratory Test Procedures end Results
Appendix C - AASHTO Pavement Design
Appendix D - Geotechnical Investigation Fact Sheet and Foundation Design Criteria
SUBSURFACE EXPLORATION AND GEOTECHNICAL 11-10521-00
ENGINEERING EVALUATION
PROPOSED RENTON RETAIL STORE
SW 7TH STREET AND HARDIE AVENUE SW
RENTON, WASHINGTON
1.0 SUMMARY
The proposed project is considered feasible from a geotechnical standpoint with respect to the
subsurface conditions encountered at the site. A brief summary of project geotechnical
considerations is presented below:
• The subsurface exploration program for this project consisted of advancing 19
hollow-stem auger soil borings across the site. Subsurface soil conditions
encountered in the borings were somewhat variable, but generally consisted of
interlayered loose to medium dense sand and gravel, with varying silt content,
and some layers of silty sand and silt. Looser surficial soils were generally
underlain by medium dense to very dense sand and gravel deposits below about
20 feet depth. Much of the site was covered with about 2 inches of asphalt
paving, with varying thicknesses of paving base course and granular fill material
immediately beneath the pavement section. A significant portion of the site
was covered with an existing concrete masonry building, located mostly in
planned parking areas east of the proposed retail building, but covering a
narrow strip of the proposed building along its eastern side. No explorations
were completed within the footprint of the existing building.
• Groundwater was encountered in several of our explorations at depths ranging
from 7 1/2 to 14 feet, and was measured in one groundwater monitoring well on
the site at a depth of 9.2 feet. Borings which did not encounter groundwater
were shallow and were terminated at or slightly above the groundwater table
• Due to the very loose to loose density and grain-size distribution of the near-
surface soils, there is a high likelihood of liquefaction within these soils during
an earthquake of moderate size and duration which is typically used in design
in the Puget Sound area.
• The soils within the proposed building pad vary substantially and include soft
compressible silts and liquefaction susceptible soils. Therefore,we recommend
that the proposed building foundations be supported on drilled, augercast piles.
Slab on grade floors could be supported on a mat of compacted structural fill.
Geotechnical design parameters are presented in the text of this report.
• Relatively shallow groundwater levels were encountered across the site, even
though the explorations were completed during the late summer when seasonal
groundwater levels are likely near seasonal lows. It is therefore likely that
excavations on the site, such as for the installation of sewers and other buried
Washington Land Design 11-10521-00
17 October 1995 Page 2
utilities, and for other areas such as vehicle maintenance pits, will encounter
groundwater seepage. Excavation dewatering will most likely be required to
facilitate such installations and permanent drainage and/or water-proofing
measures will be necessary for a vehicle maintenance pit.
• Due to the condition of the soils encountered within the proposed building pad,
we recommend that a mat of structural fill be constructed beneath all slab on
grade floors in order to provide more uniform support. The mat of structural fill
should be a minimum of 18 inches in thickness and consist of pit-run sand and
gravel or crushed recycled concrete which can be compacted to a minimum of
92 percent of the modified Proctor maximum dry density. Above the mat, we
recommend placing an additional 2 feet of surcharge fill which is nearly
equivalent to the design floor loads in order to preconsolidate the settlement
sensitive soils encountered in some of our borings. The mat and surcharge soils
should be completed at least 30 days prior to construction of the floor slabs.
Above the structural mat, a 6-inch thick layer of capillary break material should
be placed. A vapor barrier is not required.
• Much of the planned paved parking and driveway areas are covered by existing
asphalt paving which is approximately 2 inches thick and underlain by about 0
to 18 inches of crushed rock pavement base course and\or granular fill. The
existing pavement is in relatively poor condition. An overlay is suitable at the
site, provided remedial measures are used to remove excessively damaged
asphalt, replace inadequate subgrade soils, and possibly use an overlay
geotextile between the new and old pavement sections. We recommend
standard and heavy section overlays of 2 and 3 inches, respectively.
• Many of our borings encountered near-surface silty soils which are considered
to be moisture sensitive. Earthwork performed during or immediately after
extended periods of wet weather will be difficult or impossible if the soils are
over optimum in moisture content. On-site soils would not be compactible if
the moisture content is more than about 2 to 3 percent over optimum.
Imported structural fill or soil admixtures such as dry cement or lime may be
necessary for earthwork to proceed during these periods.
This summary is presented for introductory purposes only, and should be used in conjunction
with the full text of this report. The project description, site conditions, and our specific
geotechnical design recommendations are presented in the following report sections. The field
exploration procedures and logs are included with this report as Appendix A. Laboratory
testing procedures and results are included in Appendix B, while AASHTO pavement design
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calculations are presented in Appendix C. The Geotechnical Investigation Fact Sheet and
Design Criteria are presented in Appendix D.
2.0 PROJECT DESCRIPTION
We understand that the proposed project would consist of removing the existing retail building
on the site, and constructing a new retail store which includes the main building along with
associated parking areas, access driveways, utilities and landscaping. Possible future retail
space is identified north of the proposed building. The currently proposed site layout is
presented in our Site and Exploration Plan, Figure 1, included with this report. The planned
configuration would include a 133,000 square foot building with a vehicle maintenance center
and garden center on the north side. A finished floor elevation for the planned building has
not yet been determined, however we anticipate that the new building will closely match
existing grades.
The purpose of this evaluation was to establish general subsurface conditions at this site from
which conclusions and recommendations for foundation design, pavement design, and general
earthwork construction recommendations for the project could be formulated. The scope of
work consisted of a field exploration program, laboratory testing, geotechnical engineering
analyses,and preparation of this report. In the event that there are any changes in the nature,
design, elevation, or location of the proposed structure,the conclusions and recommendations
contained in this report should be reviewed by AGRA Earth and Environmental, Inc. (AEE) and
modified, as necessary,to reflect those changes. This report has been prepared in accordance
with generally accepted geotechnical engineering practice for the exclusive use of Washington
Land Design and their agents for specific application to this project.
3.0 SITE CONDITIONS
Site conditions for this study were evaluated between 21 and 25 September 1995. The
surface and subsurface conditions are described below, while the exploration procedures and
interpretive logs of the explorations are presented in Appendix A. The laboratory procedures
and results are presented in Appendix B and on the exploration logs, where appropriate. The
location of the proposed building and parking areas, as well as the approximate locations of
the explorations, are shown on the Site and Exploration Plan, Figure 1 .
3.1 Site Description
The proposed project site is located at the southwest quadrant of the intersection of SW 7th
Street and Hardie Avenue SW in Renton, Washington. The site is currently developed and
consists of a partially vacated retail building surrounded by asphalt paving with several smaller
structures surrounding the main building. An unpaved area covered with brush and trees was
present to the west of the existing building, in the area of the proposed new retail building.
Estimated vertical relief across the site was on the order of 7 feet or less, with less than about
4 feet in the planned building area. The site is bordered on all sides by public roads or
developed commercial building property.
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3.2 Surface Conditions
Site topography was relatively flat, with previously engineered contours in most paved areas
to facilitate surface water drainage. The undeveloped area west of the existing building was
also relatively flat with the exception of a linear fill embankment that runs north-south along
the east side of this area. This fill embankment reportedly is the remaining portion of an old
railroad bed, and is generally about 3 feet higher than surrounding grades.
The majority of the site was covered by asphalt pavement and a retail building. The payment
was about 2 inches thick, and in relatively poor condition, with widespread alligator cracking
and potholes in some areas. We observed existing groundwater monitoring well monuments
in the parking area near the southeast part of the site, and these appeared to be related to an
active remediation system on the neighboring service station site near Rainier Avenue South.
The wells were locked and we were unable to measure the groundwater levels within.
The undeveloped area west of the existing building, in the area of the proposed new building,
is generally characterized by dense blackberry undergrowth and numerous trees up to about
30 inches in butt diameter.
Surface water was not observed on the site at any time during our exploration program,
though our work was completed during seasonal dry weather.
3.3 Subsurface Conditions
Our exploration program consisted of drilling 19 hollow-stem auger soil borings in the building
and paving areas. In our opinion, the number of explorations was sufficient to address the
Geotechnical Investigation Requirements provided to us. The borings were advanced with a
truck-mounted drill by a local drilling company under subcontract to our firm. The
approximate locations of the explorations are presented on Figure 1 , Site and Exploration Plan,
included at the end of this report. Detailed, interpretive logs of each exploration are included
in Appendix A.
The near surface soil conditions generally consisted of very loose to medium dense sand and
gravel with varying silt content, and with occasional layers of soft silt. In borings B-1 and B-
10, relatively thick layers of soft silt were encountered between depths of 1 to 10 feet and
7 to 12 feet, respectively. These surficial conditions typically graded to medium dense to very
dense sand and sandy gravel at depths below about 15 to 20 feet. Some sandy soils
encountered in the borings had low density, uniform grain-size distribution, and were
saturated, which makes them prone to loss of shear strength due to liquefaction during a
design seismic event. Potentially liquefiable soils were encountered in all of the borings
completed within the proposed building pad at depths between 7 and 22 feet beneath the
existing ground surface. Liquefaction is discussed in a subsequent section of this report.
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Asphalt pavement covered a significant portion of the site, and generally consisted of 2 inches
of pavement above 0 to 1 %z feet of crushed aggregate base and/or granular fill material.
Undeveloped portions of the site were covered with organics and topsoil generally about 6 to
10 inches thick. Deeper topsoil should be expected around and beneath tree root balls and
in areas of particularly dense vegetation.
3.4 Groundwater
Groundwater was encountered in several of our borings at depths ranging from about 7.5 to
14 feet, and was measured in one groundwater well on the site at a depth of 9.2 feet.
Changes in groundwater conditions should be anticipated in response to fluctuations in
seasonal precipitation, on and off site land usage, and other factors. When interpreting
groundwater observations noted in this report and on exploration logs, one should note that
all of our explorations and groundwater observations were completed late in the summer at
the end of a long period of seasonal dry weather, and presumably when groundwater levels
were at or near seasonal lows. Based on our experience on a long-term project a few blocks
away, it appears that the seasonal high groundwater levels are about 1 %2 feet above the
seasonal low levels. Therefore, it appears that seasonal high groundwater levels should be
anticipated to be about 6 feet beneath existing ground elevations.
4.0 CONCLUSIONS AND RECOMMENDATIONS
Our field exploration and laboratory testing programs were developed in order to adequately
address the Geotechnical Investigation Report Requirements presented to us by Washington
Land Design. Exploration procedures and subsurface logs are presented in Appendix A, while
Appendix B presents the laboratory test procedures and test results. Appendix C presents
AASHTO pavement design information and Appendix D presents the Foundation Design
Criteria and Geotechnical Investigation Fact Sheets.
In our opinion, development as proposed is feasible from a geotechnical engineering
standpoint. However, variable near-surface soil conditions, including soft compressible silts
and the high potential for seismically induced loss of shear strength in saturated sandy soils
provide significant performance risk to conventional shallow foundation systems. In our
opinion, the use of drilled augercast piles to support foundation loads for the new building
would minimize the risk of excessive post-construction settlement and transmit foundation
loads through liquefaction susceptible soils. Due to the topography of the site, we anticipate
that relatively minor grading will be required to prepare the site for construction of the building
and peripheral structures. A significant portion of the site soils should be adequate for use
in project fills, with proper moisture conditioning.
4.1 Liquefaction Analysis
As a part of this study, we performed a site specific and detailed liquefaction analysis for the
soil conditions revealed in our borings. Liquefaction may be described as a sudden loss of
shear strength due to the sudden increase in porewater pressure caused by shear waves
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associated with earthquakes. Based on our liquefaction analysis, we estimate that there is
a risk that liquefaction would occur between a depth ranging from roughly 7 to 22 feet below
the existing ground surface during a design level earthquake event, as discussed below.
Laboratory testing was completed as a part of this liquefaction analysis, the results of which
are attached or indicated on the boring logs, as appropriate.
Based on the Uniform Building Code (UBC) guidelines, seismic analysis should be based on an
event having a return period of approximately 500 years. According to available historical
data, this return period within the Seattle area would be associated with an earthquake of
approximate Richter magnitude 7.5. The peak ground surface acceleration produced by an
earthquake of this magnitude was assumed to be 0.20g at the subject site, which corresponds
with the locally accepted acceleration values for fill or alluvial material.
Using these seismic parameters, we computed safety factors against liquefaction for the
various soil layers below the water table using an analysis method developed by Seed and
Idriss. Our analyses revealed a high probability of liquefaction (safety factors ranging from
< 1 to 1 .25) within the silty sands, sands, and sandy gravels between 7 feet to 22 feet in
depth. The deeper gravel and sand soils were found to be non-susceptible to liquefaction
owing to their higher density and coarser gradation.
Based on our liquefaction analysis, there appears to be a high risk of liquefaction occurring
within the loose silty sands and sands below anticipated high groundwater levels
(approximately 6 feet in depth). Liquefaction within these soils could produce surface
disturbance in the form of lateral spreading, subsidence, fissuring, or heaving of the ground
surface, which could result in cracking, settling or tilting of the building or other structures.
Volumetric strain on the order of 2 percent could be possible which correlates the potential
settlements of about 1 %2 to 3 inches of settlement, depending on the thickness of liquefiable
soils. Due to the potential for liquefaction, as well as the relatively high settlement potential
for foundations constructed above the shallow site soils, augercast pile foundation systems
are recommended which transmit foundation loads to more competent soil units at depth.
4.2 Site Preparation
Prior to site grading, provisions should be made to intercept and remove surface water during
construction, including maintaining the existing surface water management features in
working order to the greatest extent possible. Once surface runoff and any groundwater
seepage are controlled, all vegetated areas of the site to be developed should be stripped of
topsoil, and vegetation. We estimate that stripping depths will vary from approximately 6
inches to 10 inches in undeveloped portions of the site. Deeper topsoil and roots should be
anticipated and removed around and beneath tree rootballs, and in other relatively heavily
vegetated parts of the site.
I
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We recommend that the existing paving be left intact to provide all weather construction
surface, except where it will interfere with other construction activities. Demolition of
buildings on the site should includeremoval of all walls,floors, foundations, and buried utilities
within the footprint of the new building or in footprint areas of any other permanent
structures. All utility work, including demolition or decommissioning, should be performed in
accordance with applicable Federal, State, and local regulations. Localized excavations below
I finished excavation grades made for demolition or removal of utilities should be backfilled with
structural fill as outlined in the following section of this report. After stripping, the exposed
soils should be graded and compacted as outlined in the following sections of this report.
We recommend that the building pad and paving subgrade areas be scarified, moisture
conditioned, pre-rolled and compacted with a roller or other suitable heavy equipment to a firm
and non-yielding condition in order to achieve a minimum compaction level of at least 92
_ percent of the modified Proctor maximum dry density (in accordance with ASTM:D-1557 test
procedure) in the upper one foot of exposed subgrade soils. The suitability of prepared
subgrades should be evaluated during pre-rolling by a representative of AEE. Soils which
become disturbed due to the removal of buried utilities or other items should be moisture
conditioned and recompacted to a minimum of 92 percent of the modified Proctor maximum
dry density to the full depth of disturbance.
Because of the high silt content of some of the soils, the bulk of the near surface site soils
are moisture sensitive. The silty soils are highly prone to disturbance when wet. To reduce
site disturbance, the contractor should minimize traffic above the prepared subgrade areas.
During wet site conditions, the use of a working surface of quarry spalls or sand and gravel
may be required to protect the subgrade, especially from vehicular traffic. Earthwork during
wet site conditions may result in disturbance of the site soils and may require imported backfill
or soil drying and recompaction to repair the disturbed areas. If earthwork takes place during
freezing conditions, we recommend that the exposed subgrade be allowed to thaw and be
recompacted prior to placing subsequent lifts of structural fill.
4.3 Structural Fill
All structural fill placed in the building area as well as under parking and sidewalk areas, and
for backfill of subsurface utility trenches should be placed in accordance with the
recommendations herein for structural fill. Prior to the placement of structural fill, all surfaces
to receive fill should be prepared as previously recommended. Structural fill should be placed
in lifts not exceeding 8 inches in loose thickness. Individual lifts should be compacted such
that a density of at least 92 percent of the modified Proctor maximum dry density is achieved.
We recommend that a representative from our firm be present during the placement of
structural fill to observe the work and perform a representative number of in place density
tests. In this way, the adequacy of earth work may be evaluated as grading progresses.
u
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Due to the condition of the soils encountered within the proposed building pad, we
recommend that a mat of structural fill be constructed beneath all slab on grade floors in order
to provide more uniform support. The mat of structural fill should be a minimum of 18 inches
in thickness and consist of pit-run sand and gravel or crushed recycled concrete which can
be compacted to a minimum of 92 percent of the modified Proctor maximum dry density.
Above the mat, we recommend placing an additional 2 feet of surcharge fill which is nearly
equivalent to the design floor loads in order to preconsolidate the settlement sensitive soils
encountered in some of our borings. The mat and surcharge soils should be completed at
least 30 days prior to construction of the floor slabs.
In our opinion, the most of on-site soils are suitable for structural fill useP rovided moisture
is adjusted for compaction to a minimum of 92 percent of their modified Proctor maximum dry
density. An exception would be silty soils encountered in boring B-1 which consists of soft
silt. The remainder of the site soils would be difficult to use for structural fill except during
drier periods of the year when the moisture content can be carefully controlled. Even during
the summer, delays in grading can occur due to excessively high or low moisture conditions
of the soils or due to precipitation. Scarifying and watering or drying of the soils may be
required for filling with the site soils. If wet weather occurs, the upper wetted portion of the
site soils may need to be scarified and allowed to dry prior to further earthwork. Soil used for
structural fill should contain no particles greater than 6 inches in diameter and be free of
organics and other deleterious materials.
The suitability of soils used for structural fill depends primarily on the gradation and moisture
content of the soil when it is placed. As the fines content (that portion passing the U.S. No.
200 sieve) of a soil increases, it becomes increasingly sensitive to small changes in moisture
content, and adequate compaction becomes more difficult or impossible to achieve. Soils
containing more than about 5 percent fines by weight, such as the majority of the site soils,
cannot be consistently compacted to the recommended degree when the moisture content is
more than approximately 2 percent above or below optimum. Drying of the site soils may
only be accomplished during favorable dry weather. We therefore recommend that grading
on this site be scheduled for the driest time of the year, if at all possible. We also recommend
that the contractor anticipate significant, but unavoidable commitment of effort to adjust the
moisture content of site soils for reuse in compacted fills. If it is not possible to complete the
earthwork during dry weather, the design team and general contractor should anticipate that
a significant portion of the site soils will not be available for reuse as fill for utility backfill or
mass grading. When moisture conditioning of the soils is required, we recommend that the
soils be blended to provide a uniform moisture content throughout the affected soils.
4.4 Utility Trenching and Backfilling
We recommend that utility trenching, installation, and backfilling conform to all applicable
Federal, State, and local regulations such as WISHA and OSHA regulations for open
excavations.
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In order to maintain the function of any existing utilities, we recommend that temporary
excavations do not encroach upon the bearing splay of existing utilities. Likewise, utility
excavation should not encroach on the bearing splay of footings or floor slabs. This bearing
splay should be considered to begin 3 feet away from the widest point of the pipe or
foundation and extending downward at a 1 H:1 V slope. If, due to space constraints, an open
excavation cannot be completed without encroaching on a utility, we recommend shoring the
new utility excavation with a slip box or other suitable equipment.
We recommend that all utility subgrades be firm and unyielding and free of all soils which are
loose, disturbed or pumping. Such soils should be removed and replaced, if necessary. All
structural fill used to replace overexcavation soils should be compacted as recommended in
the structural fill section of this report.
We anticipate that the majority of excavations for underground utilities would be within wet
soils of varying composition. Consequently, most of the soils will not likely be suitable for
reuse as structural fill due to their composition and/or moisture content. Structures such as
manholes and catch basins which extend into soft soils should be underlain by 12 inches of
granular fill soil compacted to 92 percent of the modified Proctor maximum dry density . This
granular material could consist of either crushed rock, sand and gravel pit-run, quarry spalls,
or coarse crushed concrete. Where water is encountered in the excavations, it should be
removed prior to fill placement. Alternatively, quarry spalls or pea gravel could be used until
above the water level. It may be necessary to place a geotextile fabric over the native
subgrade soils if they are too soft, to provide a separation between the bedding and subgrade
soils.
Moderate groundwater seepage with associated soil caving should be anticipated for
excavations extending into the wet fill and native soils. Dewatering should be designed and
maintained by the contractor. Temporary dewatering appears necessary for deeper
excavations. Depending on the season of the work, groundwater seepage elevations may be
higher than those encountered in our borings. During winter and spring, it is likely that
dewatering will be required for most excavations below 5 or 6 feet.
After firm subgrades have been achieved, we recommend that a minimum of 6 inches of
bedding material be placed in the trench bottom. Bedding material for rigid and flexible pipe
conform with Sections 9-03.15 and 9-03.16, respectively, of the 1994 WSDOT/APWA
Standard Specifications for Road, Bridge and Municipal Construction. All trenches should be
wide enough to allow for compaction around the haunches of the pipe. Otherwise, materials
such as controlled density fill or pea gravel could be used to eliminate the compaction
required.
Backfilling for the remainder of the trenches could be completed utilizing select granular fill.
Compaction of backfill material should be accomplished with soils within ± 2 percent of their
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optimum moisture content in order to achieve the minimum compaction levels recommended
within this report. In addition, we recommend that a representative of AGRA be allowed to
perform field inspections and density tests on all backfill to verify compliance with the
recommendations contained within this report.
4.5 Foundations
We recommend that foundation loads for the new building be supported on a system of drilled
augercast piles. This is due to the occurrence of soft, compressible soils beneath portions of
the proposed building, the susceptibility of loose, saturated sands to liquefaction during a
design earthquake,and the general variability of the soils across the site. Slab-on-grade floors
can be supported on site soils with proper remedial preparation. Small, ancillary structures,
such as landscape retaining walls shorter than about 5 feet could be supported on shallow
foundations.
4.5.1 Shallow Foundations
The following shallow foundation recommendations pertain to non-building foundations. All
footing subgrades should be compacted to at least 92 percent of the modified Proctor
maximum dry density, which may require scarifying the upper 6-inches and drying the soils.
If soft fine grain soils are encountered, it may be necessary to overexcavate the subgrade in
order to provide a more uniform bearing surface. We anticipate that overexcavations on the
order of 18 inches would be suitable to provide uniform support of foundation elements. We
recommend that foundations be designed for maximum allowable bearing pressures of 1,500
pounds per square foot (psf). This pertains to footings that are a minimum of 18 inches wide,
bear on undisturbed native soil or structural fill, and are a minimum of 18 inches below the
lowest adjacent finished exterior grade for frost protection. The recommended allowable
bearing pressure may be increased by one-third to resist transient, dynamic loads such as
wind or seismic forces. We recommend that all footing excavations be observed by a
representative of AEE prior to concrete placement, to confirm the condition of bearing soils.
Assuming the foundation elements are founded in the recommended bearing soils, we
estimate that total settlement would be less than 3/4 inch with differential settlement on the
order of 1/2 inch or less. The majority of the settlement should occur during the initial loading
of the foundation, however, if any undisturbed or soft soils are left within the footing area
prior to concrete placement, settlements may be increased substantially. Based upon the
nature of the soil, and laboratory tests, it is our opinion that the subgrade soils exhibit a low
potential for swelling.
4.5.2 Pile Foundations
We recommend that building footings be supported on augercast piles. An augercast pile is
formed by drilling to an appropriate pre-determined depth with a continuous-flight, hollow-
stem auger. Cement grout is then pumped down the stem of the auger under high pressure
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as the auger is withdrawn. The final result is a cast-in-place pile. Reinforcing can be lowered
into the unset concrete column to provided lateral and/or tension capabilities.
Pressure grouting methods typically result in a grout column diameter in excess of the nominal
diameter of the drilled hole. The soft and loose soils on the site could provide difficulty to
augercast pile construction due to grout loss into the loose soil strata. In order to prevent
grout loss and excessive grout volumes, we recommend that the contractor be prepared to
provide temporary casing, if required by soil conditions encountered during pile installation.
We anticipate grout volumes within the bearing soil to be on the order of 1 %2 times the
nominal volume of drilled holes or more. The contractor should be required to stagger the pile
grouting and drilling operations, such that all completed piles within 10 feet of the pile being
drilled have set for at least 24 hours.
Augercast piles would gain their vertical compressive capacity mainly from side friction
between the pile and the native soils with contribution from end-bearing. Vertical uplift pile
capacity will develop as a result of side friction between the pile and the adjacent soil, along
with the weight of the pile. Augercast piles should extend a minimum of 10 feet into suitable
native soils with a SPT N-value of 20 or more, and have a minimum length of 27 feet.
Augercast pile unit capacities for skin friction and endbearing are presented in Table 1 below.
The vertical pile capacities presented assume that adjacent piles are located at least seven pile
diameters apart. If piles are located closer together, a reduced pile capacity should be used
to account for pile group effects. We would be pleased to provide capacities for specific pile
group arrangements,if requested. Lateral augercast pile capacities are also presented in Table
1 for some of the possible diameters. The allowable lateral capacities are based on fixed head
conditions and limiting the deflection to %2 inch.
Because augercast piles are drilled, obstacles such as concrete or rocks in the subsurface can
cause difficult installation conditions. The contractor should anticipate that some larger rocks
will be encountered in gravelly horizons, and concrete rubble could be encountered within the
footprint of the existing building to be demolished. It is possible that obstacles encountered
during drilling the piles would require relocation of piles at the time of construction if
impenetrable obstacles are encountered at planned pile locations. It will be necessary to
periodically remove the pile auger from the holes during drilling in order to verify depths of the
various soil types, and penetration into the bearing soil layer.
We understand that the proposed building will be designed for the following typical structural
loads as presented to AEE in the Geotechnical Investigation Specifications and Report
Requirements. Based upon these values, we have developed allowable compressive capacities
for augercast piles. The recommended pile lengths and associated allowable capacities are
presented in Table 1 . The allowable capacities and associated pile lengths presented have
been developed to minimize the number of piles and the amount of material used in
construction of the pile foundation system.
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TABLE 1
ALLOWABLE CAPACITIES OF AUGERCAST PILES
Pile Diameter Pile Length Allowable Allowable Allowable
(Inches) (feet) Compressive Uplift Capacity Lateral
Capacity (tons) (tons) Capacity
(tons)
12 29 21 5 4
12 33 25 8 4
12 39 27 10 4
16 27 25 7 6
16 37 321/2 11 6
16 40 35 14 6
4.6 Slab-On-Grade Floors
Slab-on-grade floors can be constructed above a layer of compacted structural fill placed
above properly prepared native soil. Slab-on-grade floors should be founded on compacted
structural fill constructed in accordance with our recommendations outlined in the structural
fill section of this report. We recommend that the floor slab be underlain by a minimum
thickness of at least 18 inches of compacted granular fill. To minimize post-construction
settlement of a slab on grade floor, we recommend placing an additional 2 feet of temporary
surcharge fill (which is nearly equivalent to the design floor loads of 125 psf) in order to
preconsolidate the settlement sensitive soils encountered in some of our borings within the
building pad. Construction of the mat and surcharge soils should be completed at least 30
days prior to construction of the floor slabs.
Once the surcharge fill is removed, we recommend that 6 inches of free-draining granular
material be placed over the building pad to serve as a capillary break. The fines content of
the capillary break material should be limited to 3 percent or less, by weight, when measured
on that portion passing the U.S. No. 4 sieve. We further recommend that at least 50 percent
of the capillary break material be retained on the No. 4 sieve. Aggregates similar to those
specified in WSDOT 1994 Standard Specifications for Road, Bridge, and Municipal
Construction, listed under specifications 9-03.12(4), 9-03.15 or 9-03.16 can be used for
capillary break material provided they are modified to meet the fines content recommendation.
If possible, the capillary break material could be incorporated into the 2 foot thick surcharge
layer. A vapor barrier between the capillary break and floor slab is not necessary provided the
recommended gravel section is constructed below the floor slabs.
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4.7 Backfilled Walls and Retaining Structures
The lateral soil pressure acting on backfilled walls will primarily depend on the degree of
compaction and the amount of lateral movement permitted at the top of the wall during
backfilling operations. If the wall is free to yield at the top an amount equal to at least 0.1
percent of the height of the wall, the soil pressure will be less than if the wall structurally
restrained from lateral movement at the top. We recommend that an equivalent active fluid
pressure of 35 pcf be used for yielding walls and an at rest equivalent fluid pressure of 55 pcf
be used for non-yielding backfilled walls. These equivalent fluid pressures assume the backfill
is compacted to approximately 92 percent of its modified Proctor maximum dry density. We
recommend that we be allowed to review the design values and modify them, if necessary,
if they are to be applied to walls greater than 12 feet in height.
The above equivalent fluid pressures are based on the assumption of a uniform horizontal
backfill and no buildup of hydrostatic pressure behind the wall. Surcharge pressures due to
sloping ground, adjacent footings, vehicles, construction equipment, etc. must be added to
these values. For loading docks, surcharge loading on the floor slab above the dock will result
in a horizontal, uniformly distributed surcharge on the wall equal to 40-percent of the
distributed vertical loading. We can provide surcharge criteria for other loading conditions
behind the loading dock wall, if requested. We recommend a minimum width of 2 feet of
clean, granular, free-draining material should extend from footing drains at the base of the wall
to the ground surface, to prevent the buildup of hydrostatic forces. It should be realized that
the primary purpose of the free draining material is reduction in hydrostatic pressures. Some
potential for moisture to contact the back face in the wall may exist even with this treatment,
which may require more extensive water proofing be specified for walls which require interior
moisture sensitive finishes.
Care should be taken where utilities penetrate through backfilled walls. Minor settlement of
the wall backfill soils can impart significant soil loading on utilities, and some form of flexible
connection may be appropriate at backfilled wall penetrations.
4.8 Drainage Considerations
Some of the site soils have a high silt content and are therefore highly susceptible to
disturbance when wet. Any accumulated surface water on the site should be routed away
from the construction and building areas as much as possible before construction takes place.
Surface runoff should be collected and routed to a suitable discharge point or detention basin.
Deeper excavations on the site, such as for deeper utilities and service pits in automobile
service centers, will encounter groundwater seepage. Due to the granular nature of some of
the subsurface soils, seepage into deep excavations will likely be accompanied by heaving
excavation bases, and spalling of excavation sidewalls. We recommend that any excavations
below groundwater seepage depths be undertaken only when suitable dewatering equipment
and temporary excavation shoring, such as sump pumps and trench slip boxes are available.
All applicable safety regulations regarding shoring or sloping of excavations when worker
Washington Land Design 11-10521-00
17 October 1995 Page 14
access is necessary should be followed. Deep excavations should be kept free of water and
kept open no longer than required to complete the foundation or utility work at hand.
We recommend that the building be provided with a perimeter footing drain system consisting
of a 4-inch diameter perforated PVC or ADS pipe, fully enveloped in pea gravel or washed
round drain rock. This pipe should be placed at the footing subgrade elevation or below the
lowest subfloor utilities which might be affected if seepage comes in contact with them and
should drain by gravity to a suitable discharge. Runoff generated from the roof of the building
and from paved surfaces should not be routed into the footing drain system. Instead, they
should be routed via tightline to a suitable discharge location. We recommend that finished
grades around the site route surface drainage away from the building.
4.9 Temporary and Permanent Slopes
Slope stability during excavation is a function of many factors, including: the presence and
abundance of surface and groundwater; type and density of various soil strata; the depth of
the cut; surcharge loading adjacent to the excavation; and the length of time the excavation;
and the length of time the excavation remains open. Consequently, it is exceeding difficult
to preestablish safe and maintenance free temporary slope angles. Temporary slope stability
should be made the responsibility of the contractor, who is continuously on the job site and
able to observe changes in the site soil and groundwater conditions and monitor the
performance of the excavation. We recommend that excavations be adequately sloped or
braced to prevent injury of workmen from local sloughing and spalling. All cuts should be
completed in accordance with applicable Federal, State, and local safety provisions and codes.
For preliminary planning,temporary cuts may be sloped at about 1 .5H:1 V(Horizontal:Vertical).
Because of the variables involved, these slope angles should be considered preliminary values
for the project planning only. If loose fills, caving conditions, or groundwater seepage or
surface water runoff is present on the slopes, flatter slopes may be necessary. Permanent
slopes above the water table should be planned at an inclination of 2H:1V or flatter. For
slopes exposed to periodic saturation and rapid drawdown, such as stormwater detention
ponds, we recommend that the interior slopes be configured at a 3H:1V angle.
4.10 Seismic Criteria
Seismic design of the structure requires the selection of numerical coefficient of soil structure
interaction, designated "S" of the 1994 addition of the Uniform Building Code, Table No. 16-
J. Based on the soil conditions encountered in the borings at the site and published geologic
mapping, we recommend using an S-factor equalling 1 .5 as specified for soil profile type S3.
Soil profile type S3, applies where 20 to 40 feet of soft to medium stiff clay is present. The
1994 UBC, Figure 16-2, classifies the site as being within Seismic Zone 3. Commercial
buildings are categorized as standard occupancy structures with seismic and wind importance
factors (I) of 1 .00.
Washington Land Design 11-10521-00
17 October 1995 Page 15
5.0 PAVEMENT DESIGN
Due to the limited area of new asphalt to be constructed, we have based our pavement
recommendations on our experience with similar soils on other projects. It is our experience
that the effective subgrade support for the soils encountered on the site is primarily dependent
on compaction and moisture content of the subgrade. Based on the recommended subgrade
compaction, we recommend designing for the following:
Relative Effective Modulus Effective Resilient
Compaction CBR of Subgrade Reaction Modulus (psi)
92% modified 5% 140 pci 4500
We have alternate pavement designs for both asphalt and portland cement concrete. All
designs have been prepared in accordance with the widely accepted AASHTO design
methods. We have provided pavement designs for the specified equivalent single axle loads
(ESAL's) presented in the Geotechnical Investigation Report Requirements. These pavement
sections are provided in Table 2, Pavement Design Recommendations. Our design assumes
that the subgrade will be prepared in accordance with Sections 4.2 and 4.3 of this report.
The top 12 inches beneath the pavement surface should be compacted to a minimum of 92
percent relative compaction, using AASHTO T-180 (ASTM D-1557) as a standard.
Specifications for pavements and crushed base/top course should conform to specifications
presented in Division 9, Materials, of the 1994 Washington State Department of
Transportation, Standard Specifications for Road, Bridge, and Municipal Construction. In lieu
of crushed gravel base/top course, 3 inches of asphalt treated base (ATB) can be substituted.
The ATB would provide a more durable wearing surface if the pavement subgrade areas will
be completed prior to the building construction phase.
The following pavement designs are based on AASHTO methods with the preceding
assumptions and address the specifically requested traffic loadings.
TABLE 2
PAVEMENT DESIGN RECOMMENDATIONS
ASPHALT CONCRETE PAVEMENT: 1 2
Approx. Number Approx. Asphalt Crushed Pit-run or
of Trucks per Number of Concrete Rock crushed
Day (each way) 18 kip design Thickness Base concrete
axles (in.) Thickness Subbase
(1000) (in.) (in.)
Standard 2 14.6 2 4 6
Heavy 7 51 .1 3 4 8
Washington Land Design 1 1-10521-00
17 October 1995 Page 16
PORTLAND CEMENT CONCRETE PAVEMENT: 3' `
Approx. Number Approx. Number of P.C.C. Crushed Pit-run or
of Trucks per 18 kip design axles Thickness Rock Crushed
Day (each way) (1000) (in.) Base Concrete
Thickness Subbase
(in.) (in.)
Standard 2 14.6 5 4 6
Heavy 7 51.1 6 4 8
Notes:
1) All pavement sections were designed using AASHTO design methods.
2) All pavement sections assume an AASHTO reliability level (R) of 85% with a terminal
serviceability
of 2.0 for asphalt concrete, and 2.0 for cement concrete.
3) Concrete design based on a modulus of rupture equal to 500 psi, and a compressive
strength of 4000 psi.
4) Concrete sections assume plain jointed or jointed reinforced sections with no load
transfer devices at the shoulder.
A sample of our design parameters for AC/BASE course section are attached to this report in
Appendix C.
If possible, construction traffic should be limited to unpaved and untreated roadways, or
specially constructed haul roads. If this is not possible, the pavement design selected from
Table 5.0 should include an allowance for construction traffic.
Stabilizing the subgrade with a fabric such as Mirafi 500x or 600x may be necessary during
wet weather construction. Proper geotextile fabrics will maintain segregation of the subgrade
soil and base course materials. If the subgrade soils are allowed to migrate upwards into the
base course, the result would be decreased pavement support. The use of stabilization fabric
will not reduce the necessary base rock thickness, as fabric does not provide structural
strength at such shallow depths. If the subgrade is disturbed when wet, overexcavation may
be required and backfill with import fill.
We anticipate that most of the existing pavement will be overlayed with new asphalt. Due
to the poor condition of the existing asphalt, we recommend a 3 inch thick overly for heavy
sections and a 2 inch thick overlay for standard sections. There will most likely be areas
where the pavement has alligatored significantly to warrant removal or use of an asphalt fabric
to minimize reflective cracking. Products such similar to Amoco Petromat or Petrotac would
be suitable in these areas. Other areas of significant distress may have been caused by
degradation of the subgrade soils due to insufficient crushed aggregate beneath the asphalt
or excessive heavy traffic. In either case, it may be necessary to repair subgrade soils in some
areas.
Washington Land Design 11-10521-00
17 October 1995 Page 17
6.0 CLOSURE
The recommendations contained in this report are based on information gathered during our
field studies and on information provided by Washington Land Design. In order to correlate
soil data with the actual soil conditions encountered during construction, and to check for
construction conformance to our report, we recommend that AEE be retained for construction
observation services during stripping, grading, compaction, foundation excavating and other
soils related portions of this project.
At the time this report was written, project planning was in progress, and complete plans and
specifications were not available. We recommend that we be provided an opportunity to
review the final plans and specifications when they are completed, to ensure thatour
recommendations have been adequately interpreted and incorporated into the final project
documents.
We appreciate the opportunity to have been of service to you on this project. Please do not
hesitate to contact our office if you have any questions or comments regarding the contents
of this report.
Respectfully submitted,
AGRA Earth and Environmental, Inc.
Bruce W. Guenzler
_ 'f u
Senior Staff Geologist 5 . J '
lo Cl, 'VIASft, +A
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p .Q 20374 k,W
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AG,
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/ ivy:
Thomas A. Jones EXPIRES 4/27/ q z
Senior Project Engineer
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John E. Zipper, P.E.
sSIoNAL E�
Senior Associate
EXPIRES 1 /24/
APPENDIX A
SUBSURFACE EXPLORATION PROCEDURES AND LOGS
APPENDIX A
11-10521-00
FIELD EXPLORATION
The field exploration program conducted for this study consisted of advancing 19 hollow -
stem auger soil borings at locations within proposed building and parking lot areas. The
approximate locations of the explorations are presented on the Site and Exploration Plan,
Figure 1 . The locations were obtained in the field by hand taping from existing site features
shown on the site plan provided to us. Locations shown should be considered accurate to the
degree implied by the method used. Interpretive soil logs of the borings and test pits are
presented in this Appendix.
Hollow Stem Auger Borings
The borings were drilled on 21, 22, and 25 September 1994 by a local exploration drilling
company under subcontract to our firm. The borings consisted of advancing a 4-inch outside
diameter,hollow-stem auger with a truck drilling system. During the drilling process,samples
were obtained at generally 5 foot depth intervals. The borings were continuously observed
and logged by an engineering geologist from our firm.
Disturbed samples were obtained by using the Standard Penetration Test procedure as
described in ASTM:D-1586. This test and sampling method consists of driving a standard 2-
inch outside diameter split barrel sampler a distance of 18 inches into the soil with a 140-
pound hammer free falling a distance of 30 inches. The number of blows for each 6-inch
interval is recorded. The number of blows required to drive the sampler the final 12 inches
is considered the Standard Penetration Resistance ("N") or blow count. The blow count is
presented graphically on the boring logs in this appendix. If a total of 50 blows is recorded
within one 6-inch interval, the blow count is recorded as 50 blows for the number of inches
of penetration. The resistance, or "N" value, provides a measure of relative density of
granular soils or the relative consistency of cohesive soils.
The soil samples obtained from the split barrel sampler were classified in the field and
representative portions placed in watertight containers. The samples were then transported
to our laboratory for further visual classification. Samples area generally saved for a period
of 30 days unless special arrangements are made.
The boring logs presented in this appendix are based on the drilling action, inspection of the
samples secured, laboratory results and field logs. The various types of soils are indicated as
well as the depths where the soils or characteristics of the soils changed. It should be noted
that these changes may have been gradual, and if the changes occurred between sample
intervals, they were interpreted.
The groundwater conditions observed during the exploration program are indicated on the
borings logs. These subsurface water conditions were evaluated by observing the moisture
condition of the sample, or the free water on the sampling rods. The depths to static water
should be considered approximate due to the relatively short period of time that the borings
remain open, and because drilling conditions required that water be added to each of the
borings to facilitate completion of the holes.
PROJECT: Renton Retail Site W.O. 11-10521-00 BORING NO. B-1
SOIL DESCRIPTION PENETRATION RESISTANCE PPage 1
13
f I
OLocation: E fisting Parking Lot Q C a 3 Standard Blows per foot Other
Approximate ground surface elevation: Unknown N o 010 20 30 40 50 TESTING
0 _
, 2'Asphalt Pavement N/E
. Saturated,brown,tine to coarse,sandy GRAVEL - --••--r--- -
\\ with some slit(RIO(cuttings) �/ ! j
Soft,saturated,mottled gray and brown,fine
sandy SILT(Fill?) - .L._ . _..!- - _ -.i.....- - -- r---... _
I 3 !
- 5 - ._ i i . _
-
I i
i I I
! i ;
1 1 I I -
10 "` -
Medium dense,saturated,mottled gray,
__ gravelly,fine to medium SAND with trace to S-2 . I--- ----;- .._ —�._.. __.--__-
some silt i I
-!- _ .._ .__ } __ - -
€
~ 15 - —
Grades to dense Nov/count
S-3 . _ _ niaY 52>___A
�- —- *- or,5taisd- • -
due to racks
! � i
Grades to fine to medium sandy GRAVEL with -
_ I
trace to some slit
- 20 - — -
! i
S-4 i
! _
. --
Grades
�_ Grades to very dense - __.! ; _._.l_ ___ ._...'.__..
i
S-5 t•- I-- ___E—_ -�4' A
- 25 - Boring terminated at approximately -` j -
I
24.5 feet -,-.__ _
Note:Moisture contents noted are not .-.•_. .. -- ! _. '___ _
representative due to 'wet'drilling f
method. ___ _r._._._._:._ ___. -
- - E_ -� __..�-i-__ «__
- 30 0 20 40 60 80 100
LEGEND MOISTURE CONTENT
I •
2.00 inch OD split-spoon sample Plastic limit Natural Liquid limit
w
AGRA
ATD Groundwater level at time of drilling Earth & Environmental
L
L
w 11335 NE 122nd Way,Suite 100
N/E Nogroundwater encountered
Q Kirkland,Washington 98034-6918
Drilling method: Fluid Rotary Hammer type: Automatic Date drilled: 21 September 1995 Logged by: BWG
PROJECT: Renton Retail Site w.o. 11-10521-00 BORING NO. B-2
_ SOIL DESCRIPTION N N 2ny PENETRATION RESISTANCE Page 1
t 8 Location: Existing Parking Lot g 0 6 A A of I
3 Standard Blows per foot Other
A Approximate ground surface elevation: Unknown rn x a 0 10 20 30 40 50 TESIlrG
- 0 -
2'Asphalt Pavement •
--. Saturated,brown,fine to coarse,sandy GRAVEL — - -- j - 1--- -�k -
\\ with some slit(Fill)(cuttings) �i/ _`•_._._ i
Medium dense,wet,gray and brown,fine to i — --
coarse sandy GRAVEL(Fill?) -__ _____
! j ! i
i i
- 5 - — i, __
......
.
i.
MMEN
I !
—___ _ .
Very loose,wet to saturated,brown,fine SAND ii
- 10 - with gray,sl ffYstdn stringers —
i ! ! i
ATD --- -- — -! -
l
Dense,saturated,gray,fine to coarse sandy I j
- 15 - GRAVEL with trace silt — i # i
S-3 1 .-- r -•__ _ --
i
iII
i i
Grades to medium dense,with more relatively .r______, I
more sand '
- 20 — i
S-4 j ! !
•
Boring terminated at approximately . i I
21.5 feet ...__-__t_-._ -__.! •
i
•
! l i
-25 - — 1 j
! j
i !
j 1 !
I
30 a 20 40 60 so 100
LEGEND MOISTURE CONTENT
ii 1 • 1
o I 2.00-inch OD split-spoon sample
Grain size analysis Plastic limit Natural Liquid limit
w AGRA
Z Groundwater level at time of drilling Earth & En vironmen tai
•
..
N/E No groundwater encountered 11335 NE 122nd Way,Suite 100
cc Kirkland,Washington 98034-6918
Drilling method: HSA Hammer type: Automatic Date drilled: 21 September 1995 Logged by: BWG
PROJECT: Renton Retail Site w.o. 1 7-70527-00 BORING NO. B-3
SOIL DESCRIPTION N w N fl 2 a PENETRATION RESISTANCE Page 1
al 4 Location: Existing Parking Lot . 1 A 0 of 1
6 . a 3 F` lStandard Blows per foot Other
Approximate ground surface elevation: Unknown �' a 0 10 20 30 40 50 'TESTING
- 0 --.`2'Asphalt Pavement
Road Base(5/8'Crushed Rock)(cuttings) i! I i ' --"' -
Medium dense,moist,brown and gray,fine to i { v- i
coarse sandy GRAVEL with trace to some slit
! I I
- 5 - — ! I I
iI
- - - -I I -
I
'- 10 - -- I f -
S-3 , -- _..�. ._ _ -;- ._..__.�._.. _
f
- __. ..._ _
E !
_.._.__—. _.... ..__ _i_
Grades to dense
A� E I I I
- 15 - _ATD i I f
S-4 -1---- I -_ ___ I 1.»
E
I' i ii I -
-._ -- -- 1 ._.. -i. _--_..•.-
- f :
- - - +....__._....i----- -
j I
i I I I
- 20 - — ; I -
•
" i -
Boring terminated at approximately f j I -
21.5 feet _ -i.__ I...._____..I..------•----'---
-
I I -
-25 - — jI -
I
---....__..__l.._...a----... _.._ , .._... _._...._...___..._- _
I ' I i
i
I.• i
I
- 30I
0 20 40 60 80 100
LEGEND MOISTURE CONTENT
72 I •
E
Plastic limit Natural Liquid limit
.2 I 2.00-inch OD split-spoon sample
W AGRA
-- Groundwater level at time of drilling Earth & Environmental
w N/E No groundwater encountered 11335 NE 122nd Way,Suite 100
Kirkland,Washington 98034-6918
Drilling method: HSA Hammer type: Automatic Date drilled: 21 September 1995 Logged by: BWG
PROJECT: Renton Retail Site w.o. 11-70527-00 BORING NO. 8-4
SOIL DESCRIPTION RESISTANCE Page 1
i 5 El 2 °= of 1
w S Location: Fidsting Parking Lot
Q l- . x Standard Blows per foot Other
o Approximate ground surface elevation: Unknown �' r.,) v 3 0 io 20 30 40 50 TESTING
— 0 -- 2.5'Asphalt Pavement I
Brown,sandy GRAVEL(RIO(cuttings) — -1—------- - ---I "'
i i
E
Gray,silty,gravelly SAND (RIO (cuttings) i i
Soft,wet,brown,fine sandy SILT,non plastic E• { !
- 5 - �. I
i E
S-1 :
� 1 - IM1111111111M.
MIM
— - I
I i i
i 4 1-«
! +
` 10 -
i
•-- Medium dense,wet to saturated,gray,fine to - S-2
coarse sandy GRAVEL with trace silt .
Boring terminated at approximately - ' - I
11.5 feet
1 i
- 15 - — '
......--...._ .. ....-..._•......... _.l t—_i--
i
i i
E E i E
20 - — E '
i
• i
. --
i
• i i
T --I - - - --I-...i - 1-
I i I
-25 - - i
I i ? i
i._ r_.- » !-..
i I
F '
• 30 0 20 a0 so 80 100
LEGEND MOISTURE CONTENT •
•
E Plastic limit Natural Liquid limit
1 = 2.00-inch OD split-spoon sample ® Grain size analysis
AGRA
sGroundwater level at time of drilling Earth & Environmental
LLJ 11335 NE 122nd Way,Suite 100
N/E No groundwater encountered
r= Kirkland,Washington 98034-6918
0
a •
Drilling method: HSA Hammer type: Automatic Date drilled: 21 September 1995 Logged by: BWG
PROJECT: Renton Retail Site w.o. 17- 10521-00 BORING NO. 8-5
SOIL DESCRIPTIONPENETRATION RESISTANCE Page 1
Location: E:dsting Parking Lot 8 <4 A of 1
4 t x 3 Standard Blows per foot Other
A Approximate ground surface elevation: Unknown " o o 10 20 30 40 50
' �G
- -2.5'Asphalt Pavement - N/E
Medium dense,damp,gray and brown,fine to -
coarse sandy GRAVEL with trace to some slit
s-�
j .
- 5 -
I
I S-2
i f
- 10 - Boring terminated at approximately —
9 feet I
- 1-
1
i .
1
- 15 - —
.
- 20 - —
-25
.
i
- 30 0 20 40 60 80 100
c LEGEND MOISTURE CONTENT
Ts 1 •
Plastic limit Natural liquid limit
o= 2.00-inch OD slit-spoon sample
W , AGR A
s Groundwater level at time of drilling Earth & Environmental
W 11335 NE 172nd Way,Suite 100
gN/E No groundwater encountered Kiridand,Washington 98034-6918
Drilling method: HSA Hammer type: Automatic Date drilled: 21 September 1995 Logged by: BWG
PROJECT: Renton Retail Site w.o. 11-10521-00 BORING NO. 8-6
SOIL DESCRIPTION N NES 2 0 PENETRATION RESISTANCE Page 1
e3 Location: Fdsfing Parking Lot A P of 1
A yCal 3 Standard Blows per foot Other
Approximate ground surface elevation: Unknown o
10 20 30 40 50 TESTING
'•••. Asphalt Pavement - N/E
Brown,sandy GRAVEL with some slit(Fila - -
(cuttings) _
Gray,wet,silty SAND(cuttings)
- 5 - Medium dense,damp,gray,gravelly,fine to —
medium SAND with trace slit S-1
N
Dense,moist,gray,fine to coarse sandy -••-••-•----- - -
GRAVEL with some silt
• 10 - N\111, "
S2
Boring terminated at approximately
71.5 feet -
i
- 15 - — —
i -
- 20 - — —
-25 - — —
- 30 — 0 20 ao 60 80 ioo
LEGEND MOISTURE CONTENT
I • I
Plastic limit Natural Liquid limit
e = 2.00-inch OD split-spoon sample
W , AG RA
AIDGroundwater level at time of drilling Earth & En vironmen fal
N� No groundwater encountered Kirkland,
NE 122nd Way,Suite 100
Kirkland,Washington 98034-6918
Drilling method: HSA Hammer type: Automatic Date drilled: 22 September 1995 Logged by: BWG
PROJECT: Renton Retail Site w.o. 11-10521-00 BORING NO. B-7
SOIL DESCRIP'IIONw Q PENETRATION RESISTANCE Page 1
as � 6 5o . A oft
w Location: Existing Parking Lot a. o a
t- x 3 Standard Blows per foot Other
Approximate ground surface elevation: Unknown c o 10 20 30 40 50 TESTING
▪ 0 Asphalt Pavement - S i N/E
Loose,damp,brown,fine to coarse,sandy - -- pH=6.5
`\GRAVELff11D
Medium stiff to stiff,wet,gray,fine sandy SILT .
with low plasticity to non plastic
- ` 5 - — a
Medium dense,moist,fine to coarse sandy
r-- GRAVEL with trace to some slit -
S-2
- 10 - Boring terminated at approximately —
9 feet i
- 15 -
- 20 - —
- 25 - —
4
- 30 20 +o ao 80 too
MOISTURE CONTENT
LEGEND I •
Plastic limit Natural Liquid limit
split-spoon 2.00-inch OD n sample p1- 7.0 Soil pH test ht-spoo
W , AG RA
SGroundwater level at time of drilling Resistivity test Earth & Environmental
11335 NE 122nd Way,Suite 100
N/E No groundwater encountered
a= Kirkland,Washington 98034-6918
Drilling method: HSA Hammer type: Automatic Date drilled: 22 September 1995 Logged by: BWG
PROJECT: Renton Retail Site w.o. 11- 10521-00 BORING NO. 8-8
SOIL DESCRIPTION N . Ri 2 PENETRATION RESISTANCE Page 1
of 1
w
. Location: Existing Parking Lot ?t ?41 4441 A A
A r6 ,n 0 Standard Blows per foot Other
Approximate ground surface elevation: Unknown o 10 20 30 40 50 TESTING
_
--. Asphalt Pavement -- N/E
Loose,moist,brown,fine SAND with some -
gravel and trace to some slit
— -
S-1 -
— .
- ,.. 5 - Medium dense,wet,gray,silty,fine SAND with —
some grovel
— .
— .
-i\--\
S-2
— ,
- 10 - Boring terminated at approximately
9 feet
- . -
- .
- .
- 15 - —
— _
— -
, — -
— .
- 20 - —
— - ,
— - :
— -
— _ -
- 25 - —
— .
— -
— '
— .
- 300 20 40 60 BO 100
ei
LEGEND MOISTURE CONTENT
ia 1 • ' i
EPlastic limit Natural Liquid limit
. I 2.00-inch OD split-spoon sample -
i
tu
AG RA
Groundwater level at time of driffing
ATD Earth & Environmental
.c
..
11335 NE 122nd Way,Sutte 100
g N/E No groundwater encountered Kirkland,Washington 98034-6918
•
Drilling method: HSA Hammer type: Automatic Date drilled: 22 September 1995 Logged by: BWG
PROJECT: Renton Retail Site w.o. 11-10521-00 BORING NO. 8-9
SOIL DESCRIPTION I c� PENETRATION RESISTANCE Page 1
of 1
w Location: Existing Parking Lot 0 a Standard Blows per foot Other
A Approximate ground surface elevation: Unknown ,6 c a 3 0 10 20 30 40 50 TESTING
--,Asphalt Pavement ,-- S I N/E
�N- Fine to coarse,sandy GRAVEL(RID --- - --r -
Loose to medium dense,damp,brown,silty, - l._____.____._...__
tine SAND with some fine gravel
s E
- - 5 - -
Dense,damp,brown,fine to coarse sandy - ,. -
GRAVEL with some silt
_
S2 _
-
10 - Boring terminated at approximately —
9 feet
-
-- 1 -
i
-
- 15 - -
,. 20 - — -
-25 - — -
- 30 •
0 20 40 60 80 100
LEGEND MOISTURE CONTENT
73
I • I
! Plastic limit Natural Liquid limit
o = 2.00-inch OD split-spoon sample
W 0AGRA
m s Groundwater level at time of drilling Earth & Environmental
L
w WE No groundwater encountered 11335 NE 122nd Way,Suite 100
Kirkland,Washington 98034-6918
a
Drilling method: HSA Hammer type: Automatic Date drilled: 22 September 1995 Logged by: BWG
PROJECT: Renton Retail Site w.o. 1 7- 70527-00 BORING NO. B-10
_ SOIL DESCRIPTION PENETRATION RESISTANCEE Page 1
gl i <
Location: Existing Parking Lot of 1
P. t A x Standard Blows per foot Other
Q Approximate ground surface elevation: Unknown vi a 3 0 10 20 30 40 50 TESTING
- 0 •
•-- 2'Asphalt Pavement
Crushed Gravel Pavement Base(A11) -
Very loose,wet,brown,silly,fine SAND
S-1
- - 5 - —
S-2 . 4
"
Very soft,saturated,gray,fine sandy SILT,
moderately dilatant - -- -------
.�
ATD
— 10 - — '
S-3
i
i
Medium dense,saturated,gray,fine to coarse
sandy GRAVEL with slit "
- 15 -
S-4
N .
1
'- 20 - — .
S-5 " "
Grades to dense
-25 - —
S-6 \i:
A
Boring terminated at approximately -L
26.5 feet "
- 30 - 0 20 40 60 80 100
E.
LEGEND MOISTURE CONTENT
1 • i
e 2.00-inch OD split-spoon sample Plastic limit Natural Liquid limit
e
wg, AGRA
m - Groundwater level at time of drilling Earth & Environmental
L
w 11335 NE 122nd Way,Suite 100
N/E No groundwater encountered
Kirkland,Washington 98034-6918
Drilling method: Fluid Rotary Hammer type: Automatic Date drilled: 22 September 1995 Logged by: BWG
PROJECT: Renton Retail Site w.o. 11-10521-00 BORING NO. B-71
Eg.0.1 SOIL DESCRIPTION PENETRATION RESISTANCE Page 1
Location: Existing Undeveloped Area at SW part of Sit-, . p
• A of 1
4t Standard Blows per foot Other
Approximate ground surface elevation: Unknown 0 10 20 30 40 50
! TESTING
Grass Surface and Topsoil
Loose,moist,tan,silly,fine SAND with trace fine
gravel
- 5 -
S-1 A
- 10 -
Loose,saturated,gray,fine SAND with trace slit •
S-2 I
Boring terminated at approximately
11.5 feet
- 15 - —
• 20 -
-25 -
- 30 20 40 60 80 100
LEGEND MOISTURE CONTENT
I • I
Plastic limit Natural Liquid limit
g I 2.00-inch OD split-spoon sample
g, AG R A
Groundwater level at time of drilling
Earth & Environmental
11335 NE 122nd Way,Suite 100
N/E No groundwater encountered
Kirkland,Washington 98034-6918
Drilling method: HSA Hammer type: Automatic Date drilled: 22 September 1995 Logged by: BWG
PROJECT: Renton Retail Site w.o. 11-70521-00 BORING NO. B-72
I ,:x SOIL DESCRIPTION
E4 / 0 A L of 1
PENETRATION RESISTANCE Page 1
1 fti 4 Location: Existing Parking Lot
; a <
z ,,, _ Standard Blows per foot Other
Approximate ground surface elevation: Unknown '-' 0 10 20 30 40 50 TESTING
0
'-, Asphalt Pavement ..• N/E ,
1 I
Very loose,damp,gray,fine SAND with trace to
some slit i I
— - - I
-- 1 I
- A I I
— S-1
- 5 - —
— •
1 1
Grades with thin silty stringers
S-2 A I I
- 10 - Boring terminated of approximately _ I I
i 1
9 feet
T----
_
— .1_ 1--.._..1.---1 -.
1 I i
- 15 - —
, 1 i
1
— .t. ---. ---
1 i
i I
—
i 1
I i 1
,
i I
- 20 - — I
I
_i_
I- t
1 i
__ •
1 1
i
1 ___ i
— -
i 1
I i
-25 - —
1 i 1
— i J. I
F r I
''''''' ....- ----*------I—--- ---------1—
i i
11---- -r ,
_
1 1
- 30 ..• i
20 40 60 80 100
ci
LEGEND MOISTURE CONTENT
• - I
E Plastic limit Natural Liquid limit
. I 2.00-inch OD split-spoon sample
1
u, 6 A G R A
Groundwater level at time of drilling
- ATD Earth & Environmental
..
=
U.I 11335 NE 122nd Way,Suite 100
N/E No groundwater encountered Kirkland,Washington 98034-6918
<
Drilling method: NSA Hammer type: Automatic Date drilled: 22 September 1995 Logged by: BWG
PROJECT: Renton Retail Site w.o. 11- 70527-00 BORING NO. B-13
-.-_, SOIL DESCRIPTION PENETRATION RESISTANCE Page 1
a, Location: Dozer Trail,West edge of Site I A A of 1
C a 3 Standard Blows per foot Other
A Approximate ground surface elevation: Unknown �' v
0 10 20 30 40 50 TESTING
- 0 2'Asphalt Pavement
Loose,moist,brown,silty,fine SAND with some - - -
•-, gravel to gravelly(cuttings) f
i
- 5 - Very loose,damp,brown,gravelly,fine to
medium SAND with some slit S-1 - A
I
Very loose,saturated,brown and gray,fine ATG `•.
- 10 - SAND with trace to some silt,very dilatant —
S2
.
- 15 -
Medium dense,saturated,gray and brown,fine
to coarse sandy GRAVEL with trace slit -
-\\
- 20 - —
S-4
Grades to dense with relatively more sand
-25 - — '
S-5 . \--
Boring terminated at approximately
26.5 feet -
- 30 o 20 40 60 80 100
ci
LEGEND MOISTURE CONTENT
Ti I • I
Plastic limit Natural Liquid limit
o = 2.00-inch OD split-spoon sample
w
.4AGRA
s Groundwater level at time of drilling Earth & Environmental
L
w 11335 NE 122nd Way,Suite 100
N/E No groundwater encountered
Kirkland,Washington 98034-6918
o
Drilling method: HSA Hammer type: Automatic Date drilled: 22 September 7995 Logged by: BWG
,
PROJECT: Renton Retail Site w.o. 11-10521-00 BORING NO. B-14
-_-: SOIL DESCRIPTIONi al " 2° PENETRATION RESISTANCE Page 1
. 1 ,R, <
<
t 4.8 Location: Dozer Trail,South edge of Site A A of 1
m z ',.--; c(-5 Standard Blows per foot Other
Approximate ground surface elevation: Unknown 10 20 30 40 50 TESTING
- 0
Grass/Topsoil
Very loose to loose,damp,light brown,silty,fine
SAND
— -
— -
— -
- 5 - _
An.
S-7 10.111111
IIIIIIM
111M/
, ....m...... ..- ................ .....-.....
Loose,wet to saturated,brown,fine SAND with
trace to some slit,moderately to very dilatant -.
ATD
__ . .-
'-' 10 - —
S-2
—
_ ......._....... ____
Loose,saturated,gray,fine to medium SAND _
with trace slit -
- 15 - — —
____ S-3
_
.•
Medium dense to dense,saturated,gray,fine
to medium GRAVEL with some fine to coarse -
sand and trace to some silt
-
20 - — _
S
— -4 --
— _ ,•
— ..
—.--- Grades to dense ..
-25 - —
S-5 .
— I .
Boring terminated at approximately -
26.5 feet -
_ .
- 30 D 20 40 60 80 100
ci
..g.
LEGEND MOISTURE CONTENT
I • I 1
E I
2.00-inch OD Plastic limit Natural Liquid limit
split-spoon sample e Grain size analysis
UJ AG R A
Groundwater level at time of drilling
ATD Earth & Environmental
..
w 11335 NE 122nd Way,Suite 100
Ng No groundwater encountered Kirkland,Washington 98034-6918
Drilling method: HSA Hammer type: Automatic Date drilled: 22 September 1995 Logged by: BWG
PROJECT: Renton Retail Site w.o. 17-10521-00 BORING NO. B-75
SOIL DESCRIPTION N w N 15 Pz ?y PENETRATION RESISTANCE Page 1
Location: Existing Parking Lot p I s o • A of 1
Q Q a Standard Blows per foot Other
A Approximate ground surface elevation: Unknown �' �' v 0 10 20 30 40 50 TESTING
- 0 •
Asphalt Pavement
Brown,gravelly SAND(Rip J
Very loose,wet to saturated,gray,silly,fine to -
medium SAND with trace fine gravel(OVM
0 ppm) - - +
I _
- 5 - — •
S-1
-
Loose,saturated,gray,gravelly,fine to coarse
• 10 - SAND with some slit with silty stringers(OVM 0 -
ATD
ppm) S 2
Boring terminated at approximately -
11.5 feet + -
-
- 15 - —
• 20 - —
-25 - —
- 30 0 20 40 60 80 100
LEGEND MOISTURE CONTENT
To I •
E Plastic limit Natural Liquid limit
2.00-inch OD split-spoon sample OVM-Headspace method measurement
> of organic vapors,made with
w 10ev photoionizatioa detedod
AG R A
s Groundwater level at time of drilling Earth & Environmental
w N/E No groundwater encountered 11335 NE 122nd Way,Suite 100
Kirldand,Washington 98034-6918
g
- a
Drilling method: HSA Hammer type: Automatic Date drilled: 25 September 1995 Logged by: BWG
PROJECT: Renton Retail Site w.o. 11- 10521-00 BORING NO. B-16
SOIL DESCRIPTION
i ''l
5 , PENETRATION RESISTANCE PageP1
Location: Existing Parking Lot C . A
qQ oG . Standard Blows per foot Other
Approximate ground surface elevation: Unknown t7 0 10 20 30 40 50 TESTING
' Asphalt Pavement -- N/E
Brown,gravelly SAND(RID - -
Loose,damp,gray,gravelly,fine to coarse - -
SAND with trace to some slit(OVM 0 ppm) -
S-1 - A
- - 5 - — -
- Medium dense,moist,gray,fine to coarse, - _...__._..._._
sandy GRAVEL with trace slit(OVM 0 ppm) ':
S2 ' - -
- 10 - Boring terminated at approximately — -
9feet
i
r -
E
- 15 - — -
i
-
- 20 - — -
- 25 - — -
30 0 20 40 60 80 100
ci
LEGEND MOISTURE CONTENT
1 •
o 2.00-inch OD split-spoon sample
OVM-Headspace method measurement Plastic limit Natural Liquid limit
.5 of organic vapors,made with .w
w 10ev photoionization detect , AG R A
m Z Groundwater level at time of drilling r Earth & Environmental
..
r" N/E No groundwater encountered Kirkland,
NE 122nd Way,Suite 100
g
Kirkland,Washington 98034-6918
Drilling method: HSA Hammer type: Automatic Date drilled: 25 September 1995 Logged by: BWG
•
PROJECT: Renton Retail Site w.o. 1 1- 1052 1-00 BORING NO. B-17
_ SOIL DESCRIPTION PENETRATION RESISTANCE Page 1
Location: Existing Parking Lot iillo A A of 1
< < a Standard Blows per foot Other
A Approximate ground surface elevation: Unknown z cn a 3 0 10 20 30 40 so 'TESTING
- 0 • Asphalt Pavement
Crushed Rock Pavement Base(Fill)
Brown,gravelly,fine to coarse SAND(Fill)
Loose to medium dense,damp,brown,fine to
coarse sandy GRAVEL with trace to some silt -
--
1
- 5 - T Bbwcoynt
S-1 may tie
Overstated
Grades to loose with trace slit -
- 10 -
S2
ATD
- 15 - Very loose,saturated,brown,fine SAND with —
trace slit,very dilatant S-3
T
Medium dense,saturated,brown,fine to coarse
sandy GRAVEL with trace to some silt -
- 20 - — '
S-4
•
Boring terminated at approximately -
21.5 feet -
-25 - —
- 30 0 20 40 60 So 100
LEGEND MOISTURE CONTENT
I • I
2.00-inch ODsplit-spoon sample Plastic limit Natural Liquid limit
W
AGRA
S Groundwater level at time of drilling Earth & En vironmen tal
L
W rv/E No groundwater encountered11335 NE 122nd Way,Suite 100
g
Klrldand,Washington 98034-6918
Drilling method: HSA Hammer type: Automatic Date dulled: 25 September 1995 Logged by: BWG
PROJECT: Renton Retail Site w.o. 11- 10521-00 BORING NO. B-78
--_-,,, SOIL DESCRIPTION PENETRATION RESISTANCE Page 1
Location: Cat Road,South part of Site 1 .11 A A of 1
b 1 1
0 v, „ Standard Blows per foot Other
Approximate ground surface elevation: Unknown '-' 0 10 20 30 40 50 TESTING
- -.
Grass Surface and Topsoil
Loose,damp,brown,silty,gravelly,fine SAND -
i I
1
_ .
i .
- 5 - —
s-1 _
. _
t I
— .
—_ -
Very loose,wet to saturtaed,brown,silty,fine
SAND,moderately dilatant - ----
- 10 - —
S-2
—
ATD i
--. ,
I
,--- -
- 15
Medium dense,saturated,gray,fine to coarse
sandy GRAVEL with trace slit S-3
_ . — ---
- ..
- 20 - —
S4 _
—
i
— .
Boring terminated at approximately .
— 21.5 feet _ -,--
- - -
.. — • -
,
-25 - —
-- .
----4----.1
- 30 0 20 40 60 80
LEGEND 100
MOISTURE CONTENT
To I • I 1
Plastic limit Natural Liquid limit
. I2 2.00-inch OD Sf)lit-spoon sample
La
AG R A
Groundwater level at time of drilling
ATO Earth & Environmental
.c
w 11335 NE 122nd Way,Suite 100
N/E No groundwater encountered Kirkland,Washington 98034-6918
Drilling method: HSA Hammer type: Automatic Date drilled: 25 September 1995 Logged by: BWG
PROJECT: Renton Retail Site w.o. 11-10521-00 BORING NO. 8-79
= _ SOIL DESCRIPTION PENETRATION RESISTANCE Page 1
13 Location: Cat Road, West part of Site m 1 • A of 2
cz AC t-4 ..e rx Standard Blows per foot Other
Approximate ground surface elevation: Unknown u7 cn 0 --- o 10 20 30 40 50 TESTING
▪ 0 —
GrassiDuff Surface with Tgpsoll 1 , i • •
Loose,moist,mottled gray and tan,silty,fine .
t
4--
Ti _
— SAND
1 I _
1I 1
- 5 - — F.
— _
— _ 1 I _
I I
— _
I-
.
, , ,
„-
Grades to very loose,saturated,with trace slit, - -_ '
J i
Il
ATD i
- 10 - very dilatant
' I i Ask -
S-2 i I I sm.
.....
_ .
1 I I
. _
1 .1.
— -,
- 15 -- Medium dense,saturated,gray,fine to coarse, - t
I I
sandy GRAVEL with trace to some slit • S-3 I t -
•.----
— r -
1 1
_
1 1 .
,._
i 1 ,
! ,
:
- 20 - :
I -
I
S-4
...,_ 4-
i
:
I 1...
1
I - I _
—, !
1 :
— I
-25 - 1 -
Grades to brown with slightly coarser overall
ii
gradation Si
-5 1
I -
i i • I
_ -
.......------- 1 —
i . i
Grades to medium dense,saturated,brown, iL .
4 _I
gravelly,fine to coarse SAND with trace silt
- 30
ci (continued) o 20 40 60 BO 100
LEGEND MOISTURE CONTENT
T_G
I • I
1Plastic limit Natural Liquid limit
2 I 2.00-inch OD split-spoon sample p1- 7.0 Soil pH test
c
L1J AG R A
-.
. Groundwater level at time of drilling -WN- Resistivity test
co
ATO Earth & Environmental
..
..
11335 NE 122nd Wcry,Suite 100
N/E No groundwater encountered @ Grain size analysis
Kirkland,Washington 98034-6918
c .
a
Drilling method: HSA Hammer type: Automatic Date drilled: 25 September 1995 Logged by: BWG
PROJECT: Renton Retail Site w.o. 11-70527-00 BORING NO. B-19
SOIL DESCRIPTIONPENETRATION RESISTANCE Page 2
Eti S. Location: Cat Road, West part of Site .:t 101 A A of 2
A -,C i.,1 rix g Standard Blows per foot Other .
Approximate ground surface elevation: Unknown - 0 10 20 30 40 50 TESTING
30 -
SAND(As Above)
S-6 .
' .. .. -
Dense,saturated,brown,fine to coarse,sandy _ -
-35 - GRAVEL with some silt — -
•
S-7 . i •
_
— _
•
• . •
Boring terminated at approximately _ .
-
36.5 feet
.
T _
-40 - — — -
- E _
_ _ . ---- ----
1 _
1
1 .
-45 - — — -
— _ . - --------
- . . .
— . . ------------------------------ .
-50 - — — _
t I _
-----. _
- -- _
--, . - — -,----- , — _
,---- - ' - -- _
-55 - ___ — _
-60 - 6 20 40 60 80 100
ci
LEGEND MOISTURE CONTENT
ig. I • I
Plastic limit Natural liquid limit
2 2.00-inch OD split-spoon sample pl.fr7.0 Soil pH test
C
lil 6 AG R A
-MW- Resistivity test
03 •• Groundwater level at time of drilling
AID Earth & Environmental
11335 NE 122nd Way,Suite 100
111
Ng fe Grain sanalsis
cl No groundwater encountered ize y
Kirkland,Washington 98034-6918
Drilling method: HSA Hammer type: Automatic Date drilled: 25 September 1995 Logged by: BWG
APPENDIX B
LABORATORY TESTING PROCEDURES AND RESULTS
APPENDIX B
11-10521-00
Laboratory Testing Procedures
A series of laboratory tests were performed during the course of this study to evaluate the
index and geotechnical engineering properties of the subsurface soils.
Visual Classification
Samples recovered from the exploration locations were visually classified in the field during
the exploration program. Representative portions of the samples were carefully packaged in
watertight containers and transported to our laboratory where the field classifications were
verified or modified as required. Visual classification was done in general accordance with the
Unified Soil Classification system. Visual soil classification includes color, relative moisture
content, soil type based on grain size, and accessory soil types included in the sample.
Moisture Content Determinations
Moisture content determinations were performed on representative samples obtained from the
explorations in order to aid in identification and correlation of soil types. The determinations
were made in general accordance with the test procedures described in ASTM:D 2216. The
results of the tests are shown on the exploration logs in Appendix A.
Grain Size Analysis
A grain size analysis indicates the range of soil grain sizes included in a particular sample
based on particle diameter. Grain size analyses were performed on representative samples in
general accordance with ASTM:D 422. The results of the grain size determinations are
presented in this appendix.
California Bearing Ratio Tests
A California Bearing Ratio test was performed on a composite sample of the site soils in
general accordance with ASTM:D 1883-73, to provided an evaluation of the relative quality
and support characteristics of subgrade soils. Representative portions from the sample were
compacted in a mold, in general accordance with ASTM:D 1557-78 to provided a moisture-
density relationship curve. Following compaction, a 15-pound surcharge was applied to each
sample which was then totally immersed in water and allowed to soak for a period of 72 to
96 hours, during which time it was monitored for swell. At the end of this period the sample
was removed, drained and a vertical load applied to the surcharged soil with a penetration
piston at a constant rate of strain. Measurements of the applied vertical load were obtained
at selected penetration depths. CBR test results and moisture-density relationships plotted
in terms of percent water content versus percent corrected CBR and dry density are presented
in this appendix.
Soil Chemical Analytical Tests
For use in determining corrosion potential of the site soils, we submitted soil samples for pH
and resistivity tests. Samples were submitted to Am Test in Redmond, Washington. Samples
from borings were submitted for pH testing while samples from borings were submitted for
resistivity testing. The results are presented at the end of Appendix B.
SOIL CHEMICAL ANALYSIS RESULTS
SAMPLE LOCATION p Resistivity (ohm-
cm)
B-7, S-1 6.5 10,000
B-19, S-1 6.3 6,400
GRAIN SIZE DISTRIBUTION
SIZE OF OPENING IN INCHES U.S. STANDARD SIEVE SIZE HYDROMETER
36' 12' 6' 3" 112' 3r4" 318' 4 10 20 40 60 100 200
100 • yKE--- .— •
90
80
I—
= 70
Lu—
—
W 50
Z ,
W 40
tY
W 30
d
20
10
0
1000.00 100.00 10.00 1.00 0.10 0.01 0.00
GRAIN SIZE IN MILLIMETERS
Coarse Fine Coarse Medium Fine Sift Clay
BOULDERS COBBLES GRAVEL SND FINEGRANED
Exploration Sample Depth Moisture Fines Soil Description
-T= • I B-2 S-1 5.0-6.5' 3% 3% Sandy GRAVEL,trace silt
•-•-•-•-• B-14 S-1 5.0-6.5' 18% 87% Fine Sandy SILT
*--)(--)k--x--• B-19 S-2 10.0-11.5' 32% 35% Silty Fine SAND
Project: Renton Retail Site
Work Order: 11-10521-00 LAN AG RA
Earth & Environmental
Date: 10-6-95 11335 NE 122nd Way
Suite 100
Kirkland, Washington 98034-6918
CALIFORNIA BEARING RATIO (ASTM 1883)
125
124
123
122
U
121
.if') 120
C
Q 119
Q 118
117
116
115
5 6 7 8 9 10 11 12 13 14 15
Moisture (% of Dry Weight)
100
90
ao
70
so
0
Ct 50
co
U 40
30 ` '
,
20
,o
0
5 6 7 8 9 10 11 12 13 14 15
Moisture (% of Dry Weight)
Project Renton Retail Site
Work Order: 11-10521-00 OA G RA
Date: 10-9-95 Earth & Environmental
Exploration: B-1 Sample: Grab 11335 NE 122nd Way
Max Density: 121.5 pcf Optimum Moisture: 10.5% Suite 100
USCS: Silty Gravelly SAND Kirkland, Washington 98034-6918
APPENDIX C
AASHTO PAVEMENT DESIGN
AASHTO 1986 METHOD FOR DESIGN OF PAVEMENT STRUCTURES
FOR: Proposed Retail Project - Renton, WA
DESIGN LIFE: 20 years
DESIGN CALIFORNIA BEARING RATIO: 5%
INPUT VALUES FOR STRUCTURAL NUMBER (SN) REFERENCE
Estimated ESAL (20 yrs) = 51 ,100 Specified
Reliability (R) = 85% Specified
Standard Normal Deviate (Zr) - = 1,037 1-62
Overall Standard Deviation (So) = 0.5 1-62, 111-51
Roadbed Modulus (MR) = 7500 psi 1-14
Effective Resilient Modulus (MR, seasonally adjusted) = 4500 psi 11-14
Initial Serviceability (P,)= 4.2 11-12
Terminal Serviceability (Ps) = 2.0 Specified
Design Serviceability Loss (PSI) = 2.2 II-12
Structural Number = 2.6 11-35
Input values for thickness calculations
Asphalt layer coefficient (a,) = 0.33 11-19
Base course layer coefficient (a2) = 0.12 11-20
Base course drainage coefficient (m2) = 1.15 11-26
Recommended Pavement Section Thicknesses (inches)
Asphalt Concrete Crushed Base Compacted Granular
Course Pit-run Subbase
Standard 2 4 6
Heavy 3 4 8
APPENDIX D
FOUNDATION DESIGN CRITERIA AND GEOTECHNICAL INVESTIGATION FACT SHEET
GEOTECHNICAL INVESTIGATION FACT SHEET
This form shall be included in the Geotechnical Investigation Report as an Appendix.
PROJECT: Proposed Retail Store LOCATION: Renton WA
(City) (State)
Geotechnical Investigation Report submitted By: AGRA Earth and Environmental, Inc.
SCS Soil Hydrologic Group Not Rated Soil Name Urban Land
Infiltration (Circle One): Poor Fair Good Very Good (not tested)
Ground Water Level: 6 feet Wet Season* 71/2 - 14 feet Dry Season
Topsoil/Stripping Depth varies, 6 - 10 inches Undercut Required (Circle One): Ye- No
Compaction Method (Circle one): Standard Proctor (Modified Proctor.
Minimum Compaction Required for Upper 1 Feet of Site:
Building Area 92 % Outlot Area 92
Parking Area 92 % Waste Area% 92
Compaction Equipment Type and Weight: Vibratory Roller
Compaction Tests: 1 Test for Each 5000 Sq. Ft. each Lift
Structural Fill Maximum Lift Thickness 8 inches (Measured loose)
Subgrade design CBR (or LBR) value = 5
COMPONENT ASPHALT CONCRETE
STANDARD HEAVY STANDARD HEAVY
Stabilized Subgrade
(If Applicable) (HRT) NA NA NA NA
Subbase Material
(Pit-run or Recycled 6 8 6 8
Concrete)
Asphaltic Base Course NA NA NA NA
(If Applicable)
Crushed Base/Top Course 4 4 4 4
(If Applicable)
2 3 5 6
Surface Course
Note: This information should not be used separately from other portions of this Soil
Investigation Report.
FOUNDATION DESIGN CRITERIA
This form shall be included in the Geotechnical Investigation Report as an Appendix
PROJECT: Proposed Retail Store
LOCATION: Renton, WA
City) (State)
GEOTECHNICAL ENGINEER: AGRA Earth and Environmental, Inc.
SOILS REPORT DATED: 11 October 1995
Recommended
Option
FOUNDATION OPTIONS:
1 Augercast Foundation Piles
2
3
BEARING PRESSURE: Dependent on pile diameter and length, see text
MINIMUM FOOTING SIZES: 18" continuous, 24" spread
MIN. FOOTING EMBEDMENT: 18 inches
FROST DEPTH: 18 inches
TOTAL SETTLEMENT (1 " MAX): 1/2 inch on piling
DIFFERENTIAL SETTLEMENT (1/2" MAX): 1/2 inch
SLAB: POTENTIAL VERTICAL RISE (1/2" MAX): none
VAPOR BARRIER: No (see report)
CAPILLARY BARRIER: 6 inches sand/gravel WSDOT Specs 9-03.12(4), 13, 15, 16
SUBGRADE REACTION MODULUS: 150 pci
PERIMETER DRAINS REQ'D: Yes. See report text
CONCRETE: X Type I X Type II _ Type III Other
SPECIAL COMMENTS:
NOTE: This information should not be used separately from other portions of this soil
investigation report.