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Kir~ County Department of T-~1sportation Renton Facility
2002 Short Plat (Lots 1 -4, 6, and 7)
2007 Short Plat (Proposed Lots 'A' and 'B')
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GEOTECHNICAL E'.\GINEERING STUDY
KING COUNTY RENTON FACILITIES SHORT PLAT
PROJECT NO. 1\146988
OCTOBER 2006
Prepared By:
®
King County
Department of Transportation
Engineering Services Section
Materials Laboratory
155 Monroe Avenue NE, Bldg. D
Renton, WA 98056-4199
®
King County
Road Services Division
Department of Transportation
Engineering Services Section
Materials Laboratory
155 Monroe Avenue NE, Bldg. D
Renton, WA 98056-4199
October 13, 2006
TO:
VIA:
FM:
RE:
Jon Cassidy, P.E., Engineer IV, Engineering Unit,
Roads Maintenance Section
Alan ~.E., Materials Engineer, Materials Laboratory,
Project Support Services Group
Dougl~alters, P.E., Engineer Ill, Materials Laboratory,
Project Support Services Group
King County Renton Facilities Short Plat: Geotechnical Engineering Study
In accordance with your request, we have completed a geotechnical engineering study for
the King County Renton Facilities Short Plat. The geotechnical study is required by the City
of Renton to aid in the subdivision development and screening process.
• . We trust this information meets your current request. If you have any questions or
require clarification, please contact Alan Corwin at (206) 296-7711.
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cc: Bill O'Connor, Field Engineer, Roads Maintenance Section
Alex Ho, P.E., Engineer II, Roads Maintenance Section
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TABLE OF CONTENTS
1.0 Background .............................................................................................................. 1
1.1 Introduction .................................................................................................... 1
1.2 Purpose ......................................................................................................... 1
2.0 Site Conditions ......................................................................................................... 1
2.1 Surface Conditions ......................................................................................... 1
2.2 Subsurface Conditions ................................................................................... 2
2.3 Groundwater .................................................................................................. 4
3.0 Critical Areas ............................................................................................................ 4
3.1 Erosion Hazards ............................................................................................ 4
3.2 Landslide Hazard Areas ................................................................................. 5
3.3 Seismic Hazard Areas .................................................................................. 6
3.4 Steep Slopes .................................................................................................. 7
3.5 Aquifer Protection .......................................................................................... 7
4.0 Conclusions and Recommendations ........................................................................ 8
4.1 General .......................................................................................................... 8
4.2 Erosion and Sedimentation Control ............................................................... 9
4 3 Site Earthwork ................................................................................................ 9
4.4 Utility Construction ....................................................................................... 1 O
4.5 Excavation Safety ........................................................................................ 1 O
4.6 Steep Slope Stability ................................................................................... 11
4. 7 Shallow Foundations ................................................................................... 11
4.8 Seismic Design ............................................................................................ 11
5.0 Limitations .............................................................................................................. 12
6.0 References ............................................................................................................. 13
List of Figures (Following Text)
Figure 1 .......................................................................................................... Vicinity Map
Figure 2 .................................................................................................... Site Description
Figure 3 ......................... Approximate Test Pit Locations 1988 HWA Geosciences Study
Figure 4 ........ General Locations of Subsurface Explorations 2001 HWA Geosciences &
2001 King County Reports
List of Figures (Continued)
Figure 5 ........................................... King County Renton Facilities Erosion Hazard Areas
Figure 6 ....................................... King County Renton Facilities Landslide Hazard Areas
Figure 7 .......................................... King County Renton Facilities Seismic Hazard Areas
Figure 8 ................................................. King County Renton Facilities Regulated Slopes
Figure 9 ..................................... King County Renton Facilities Aquifer Protection Zoning
Appendices
Appendix A: Test Pit and Boring Logs
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Geotechnical Engineering Study
King County Renton Facilities Short Plat
1.0 BACKGROUND
1.1 Introduction
As requested, we have completed a geotechnical engineering report for the King
County Renton Facilities (KCRF) Short Plat. The geotechnical report is required
by the City of Renton to aid in the subdivision development and screening
process. The proposed project will subdivide the current 68 acre property into
two lots, a 59 acre lot and 9 acre lot. The 59 acre lot will continue to be owned
and used by King County while the 9 acre lot will be sold to the City of Renton for
a Park Maintenance Facility. In conjunction with the short plat, King County is
proposing site development of the northwest portion of the large lot. Site
development will include the moving of fencing, clearing and grading, installation
of a new waterline, and connection to the City of Renton Sewer System. The
KCRF property is located south of NE 3rd Street/NE 4th Street and west of
Monroe Avenue NE, in the Highland Area of Renton, in southeast King County,
WA. The general project location is shown on the Vicinity Map, Figure 1, at the
conclusion of the text.
1.2 Purpose
The purpose of this geotechnical investigation is to evaluate subsurface
conditions and to identify potential geologic hazards and conditions associated
with the current site and proposed development. Based on our findings, we have
provided general geotechnical guidelines and mitigation measures to address
potential impacts associated with the proposed short plat.
2.0 SITE CONDITIONS
2.1 Surface Conditions
The project area is located in the Puget Lowland, bounded by the Olympic
Mountains to the west, and the Cascade Mountains to the east, in the bluff area
of the Renton Highlands north of the Cedar River Valley. The majority of the site
is generally level with a very gentle slope to the south. Portions of the KCRF
property, and surrounding areas, have been mined for sand and gravel including
a large inactive borrow pit located just north of the site. The topography in the
Puget Sound Basin was created by repeated glacial advancement and retreat,
and postglacial processes.
For the purposes of this report, the 68 acre KCRF property will be described as
two sections (Figure 2). The first section, approximately 14 acres, is located north
of the King County Renton Transfer Station and is home to the King County
Department of Natural Resources and Parks (DNRP) Maintenance Complex. The
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second section, about 54 acres, is located south and east of the KC Renton
Transfer Station and contains the King County Department of Transportation
(DOT) Maintenance Complex.
DNRP Maintenance Complex
The property north of the KC Transfer Station can be divided further into a
northern area and southern area. The northern area of this property is generally
square in shape and contains the DNRP Maintenance Complex. The DNRP
property is relatively flat and consists of two large office/shop structures, several
smaller outbuildings/trailers, and surfaced with a combination of asphalt and
gravel. The property south of the DNRP Maintenance Complex is undeveloped
and is vegetated with small trees, scrub brush, and grasses. This southern
section of property is triangular in shape and has a more variable topography. A
1 O to 15 foot deep east to west trending excavated area crosses the northern
portion of this southern area section and is likely related to past gravel/sand
mining activity. We understand the new 9 acre lot will consist of the southern
triangular section and a portion of the northern area currently occupied by the
DNRP Maintenance Complex. The entire property north of the Renton Transfer
Station is bounded by a cut slope along the west property line. The 10 to 35 foot
high slope descends at approximately a 2 horizontal:1 vertical (H:V) slope to
adjacent commercial and residential properties.
DOT Maintenance Complex
The DOT Maintenance Complex consists of 10 large office/shop structures with
some smaller trailer/outbuildings. The parking lots and access roads between
buildings are generally paved with asphalt. Most of the site is relatively level with
a gentle slope to the south. However, the southwest portion of the property is 20
to 30 feet lower than the rest of the property due to past gravel/sand mining
activity. The entire west property line, and much of the south property line, is
bounded by a cut embankment. The 1 O to 35 foot high embankment descends at
approximately a 2H:1 V slope to the backyards of the adjacent residential
properties. In addition, several hundred feet of the southern property boundary
fronts the steep south facing slopes of the Cedar River Valley in the SE property
corner.
2.2 Subsurface Conditions
Geologic Map Review
We reviewed the 1965 United States Geological Survey (USGS) Geologic Map of
the Renton Quadrangle by D.R. Mullineaux. Based on the geology map, geologic
units found within the project site are as follows:
Glacial till: Glacial till deposits generally consist of a thin blanket of ablation till
ranging from two to ten feet in thickness overlying a much thicker layer of
lodgment till. Ablation till is chiefly comprised of a loose to medium dense,
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unsorted mixture of sand, silt, clay, and gravel, deposited by the retreating
glacier. Lodgment till, commonly referred to as "hardpan," is similar in
composition to the ablation till. However, it is much denser since the material was
deposited in front of, and overridden by, the advancing glacier. Glacial till is
expected to be the predominant soil type encountered within the project area.
Recessional outwash: Recessional outwash consists primarily of stratified sand
and gravel, moderately to well sorted, with less common deposits of well-bedded
silty sand to sandy clay, deposited in pro-glacial and ice-marginal environments.
These soils typically underlie broad areas of valley bottoms though some
deposits occur as isolated patches on uplands and valley slopes. Recessional
outwash is shown as the predominant surficial soil type encountered in the KCRF
project area.
Artificial Fill: Areas of minor transitional fills, associated with site development
of roads, parking lots, building construction, and past mining activity, will be
encountered throughout the project area.
Subsurface Findings
Subsurface information gathered for this study was obtained from previous
geotechnical investigations of the KCRF, and the adjacent King County
Emergency Coordination Facilities (KCECF) property, conducted by Hong
Consulting Engineers (1988), HWA Geosciences Inc. (2001), and the King
County Materials Laboratory (2001 ). In addition, a site reconnaissance was
performed on September 22, 2006, to observe geologic features such as soil
exposures, cut and fill sections, areas with potential slope stability issues, and
evidence of poor subsurface conditions. Available subsurface information
consists mainly of test pits. However, several borings were completed near the
southeast boundary of the KCRF property. Approximate test pit locations
estimated from available plans are shown following the text in Figure 3 for the
1988 Hong Consulting Engineers Study. A general location map of the
subsurface explorations performed for the 2001 HWA Geosciences and 2001 KC
Reports are provided in Figure 4. Detailed test pit and boring location maps for
these 2001 reports are provided in Appendix A. In addition, all of the associated
logs of the test pits and borings from the various geotechnical reports are
provided in Appendix A.
DNRP Maintenance Complex
Two test pits, ranging from 4.5 feet to 5.5 feet in depth, were excavated in the
DNRP Maintenance Complex property. In general, approximately 2 to 2.5 feet of
medium dense to dense gravely sand fill overlies medium dense to dense native
sand and gravel outwash soils, to the termination depth of the test pits. Outwash
gravels and sands were also visible in the exposed cut slopes along the western
property boundary, and on the sides lopes of the inactive borrow pits located on
and east of the property. Based on the test pits, soil exposures, and geologic
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mapping, we anticipate outwash sands and gravels, approximately 25 plus feet in
thickness, underlie the entire DNRP Maintenance Complex property.
DOT Maintenance Complex
Numerous test pits were excavated and several borings drilled in the DOT
Maintenance Complex property. In general, approximately 1.5 to 4 feet of
medium dense to dense gravely sand fill overlies medium dense to dense native
sand and gravel outwash soils, to the termination depth of the test pits. Till was
encountered below the outwash soils in all borings. Based on the test pits and
borings, soil exposures, and geologic mapping, we anticipate outwash sands and
gravels, typically 25 feet plus in thickness, will be the predominant near surface
geologic unit underlying the DOT Maintenance Complex property.
2.3 Groundwater
Based on available subsurface borings, perched groundwater was encountered
at the interface of the outwash materials and underlying till, at depths ranging
from 24 to 47 feet below the existing ground surface. Though these borings were
all drilled in the SE corner of the KCRF property, we believe the borings are
representative of the overall site groundwater condition.
3.0 CRITICAL AREAS
Critical areas present in and adjacent to the study area include erosion hazard
areas, landslide hazard areas, seismic hazard areas, regulated slopes, and
aquifer protection zoning as designated in the Critical Areas Regulations,
described and defined in Renton Municipal Code (RMC) 4-3-050, as amended on
12/12/2005. Due to the critical area designations, additional study may be
required to further assess impacts and mitigations to meet environmental
permitting requirements. Erosion hazard areas, landslide hazard areas, seismic
hazard areas, regulated slopes, and aquifer protection zoning as defined by the
RMC and mapped by the City of Renton are provided in Figures 5 to 9 following
the text. A short description of the critical areas encountered within the project
limits is as follows:
3.1 Erosion Hazards
Erosion is the displacement of soil and rock by the processes of water, wind, ice,
and gravity. The degree of erosion is governed by a combination of many factors
including the amount and intensity of precipitation, the texture of the soil, the
steepness of the slope, ground cover vegetation, and land-use practices. The
RMC defines erosion hazard areas as follows:
Erosion Hazards:
i. Low Erosion Hazard (EL): Areas with soils characterized by the Natural
Resource Conservation Service (NRCS) as having slight or moderate erosion
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potential, and that slope less than fifteen percent (15%). Mapped areas include
all NRCS soils designated as A,B, or C.
ii. High Erosion Hazard (EH): Areas with soils characterized by the NRCS as
having severe or very severe erosion potential, and that slope more steeply than
fifteen percent ( 15% ). Mapped areas include all NRCS soils designated as D, E,
or F.
The majority of the KCRF property is relatively flat with low erosion potential. City
of Renton mapping (Figure 5) indicates the southeast boundary that fronts the
steep south facing slopes of the Cedar River Valley are located in a EH area.
Based on our site reconnaissance, additional areas identified as EH areas would
include the 2H:1V slopes that bound the majority of the site near the southern
and western property lines. Outwash soils develop a soil horizon (Everett soil
series) that is less susceptible to sheet flow erosion and sediment transport due
to the high permeability of the soils. However, Everett soils, and their parent
outwash soils, are susceptible to gully or channel erosion under concentrated
flow regimes due to their lack of cohesion.
3.2 Landslide Hazard Areas
Landslides are the downslope movement of rock, soil, fill, or other related debris.
The term landslide is often used to describe a variety of mass movements such
as falls, topples, slides, lateral spreads, and flows. However, the term landslide
used in a more restrictive sense refers to the mass movement and separation of
the slide material from the underlying more stable material. The two major types
of landslides are rotational and translational. The RMC defines landslide hazard
areas as follows:
Landslide Hazards:
i. Low Landslide Hazard (LL): Areas with slopes less than fifteen percent
(15%).
ii. Medium Landslide Hazard (LM): Areas with slopes between fifteen percent
(15%) and forty percent (40%) and underlain by soils that consist largely of sand,
gravel or glacial till.
iii. High Landslide Hazards (LH): Areas with slopes greater than forty percent
(40%), and areas with slopes between fifteen percent (15%) and forty percent
(40%) and underlain by soils consisting largely of silt and clay.
iv. Very High Landslide Hazards (L V): Areas of known mappable landslide
deposits.
The majority of the KCRF property has slopes of less than 15 percent with low
risk of landslide. However, City of Renton mapping (Figure 6) indicates the
southeast boundary that fronts the steep south facing slopes of the Cedar River
Valley is located in an LM area. In Western Washington, landslides typically
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occur on steep slopes that are saturated by continuous precipitation during the
rainy season. Water can trigger landslides by loosening and lubricating soils,
adding weight to the slope, and imparting buoyancy to individual soil particles
that allows the initiation of movement. Soil type and composition are important
factors in dictating the speed, initiation, and extent of each slide. In our opinion,
due to the gravelly nature of the outwash soils, slide activity within the immediate
project area would likely be surficial in nature, not deep seated.
3.3 Seismic Hazard Areas
High seismic hazard areas are those areas subject to severe risk of earthquake
damage as a result of seismically induced soil liquefaction, sliding, or ground
rupture. An earthquake is a trembling motion caused by a sudden release of
stress along a fault. The Puget Lowland experiences between 1,000 and 2,000
earthquakes yearly. However, the vast majority of these earthquakes have
magnitudes (M) of less than 3.0 so they go unnoticed by people. Primary sources
of earthquakes in the Puget Lowland include shallow, deep, and subduction-zone
earthquakes. The RMC defines seismic hazard areas as follows:
Seismic Hazards:
i. Low Seismic Hazard (SL): Areas underlain by dense soils or bedrock. These
soils generally have site coefficients of types S1 or S2, as defined in the Uniform
Building Code.
ii. High Seismic Hazard (SH): Areas underlain by soft or loose, saturated soils.
These soils generally have site coefficients of types S3 or S4, as defined in the
Uniform Building Code.
City of Renton mapping (Figure 7) indicates the Renton Facilities property would
have low risk of seismically induced soil liquefaction, sliding, and ground rupture.
Liquefaction
Liquefaction occurs when loose saturated granular soils such as fine sand and
coarser silts lose their ability to support a load during a seismic event. The soils
will actually flow like a fluid, resulting in ground settlement and deformation.
Seismically induced liquefaction usually occurs in areas underlain by
cohesionless soils of low density in conjunction with a shallow groundwater table.
Since the project site is underlain by medium dense to dense sands and gravels,
with a relatively deep groundwater table, the risk of liquefaction in our opinion is
low.
Seismically Induced Landslides
The area most prone to a seismically induced landslide would be located in the
southeast southern property boundary that fronts the steep south facing slopes of
the Cedar River Valley. Based on our site observations and maintenance
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records, there is no evidence of past seismically triggered landslides within the
project boundaries. We consider the future risk of seismically induced landslide
to be low based on topography and available subsurface information.
Ground Rupture
A significant number of active fault lines or cracks in the earth's crust have been
identified by the USGS in the central Puget Sound area, including Seattle and
King County. However, the closest major fault identified in the vicinity of the
project area is the Seattle Fault that generally follows the 1-90 corridor. In
addition, no evidence of surface ground rupture was observed on the site at the
time of our site reconnaissance. Consequently, we consider the potential of
ground rupture impacting the subject property during a seismic event to be low.
3.4 Steep Slopes
The RMC defines a steep slope as a hillside, or portion thereof, which falls into
one of two (2) classes of slope, sensitive or protected.
Steep Slope Types
A. Slope, ProtecJed: A hillside, or portion thereof, with an average slope, as
identified in the City of Renton Steep Slope Atlas or in a method approved by the
City, of forty percent (40%) or greater grade and having a minimum vertical rise
of fifteen feet (15').
B. Slope, Sensitive: A hillside, or portion thereof, characterized by: (1) an
average slope, as identified in the City of Renton Steep Slope Atlas or in a
method approved by the City, of twenty five percent (25%) to less than forty
percent (40%); or (2) an average slope, as identified in the City of Renton Steep
Slope Atlas or in a method approved by the City, of forty percent ( 40%) or greater
with a vertical rise of less than fifteen feet (15'), abutting an average slope, as
identified in the City of Renton Steep Slope Atlas or in a method approved by the
City, of twenty five percent (25%) to forty percent (40%). This definition excludes
engineered retaining walls.
Regulated slopes identified in City of Renton mapping are shown in Figure 8. The
identified areas generally bound the KCRF property along the southern and
western property lines.
3.5 Aquifer Protection
Groundwater presence and movement is determined predominantly by the
geology beneath an area. Significantly, the geologic strata may consist of coarse
or fine grained materials, compacted or loose, which are based on the
depositional environment at the time of placement. Those characteristics in term
define the flow potential of the units. Travel time of groundwater, through the
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clean outwash sands and gravels that underlie the KCRF property, will be
relatively fast. The RMC defines aquifer protection as follows:
Aquifer Protection Area (APA): Aquifer protection areas are the portion of an
aquifer within the zone of capture and recharge area for a well or well field owned
or operated by the City, as depicted in subsection Q1 of this Section, Maps.
Aquifer Protection Zones: Zones of an APA are designated to provide
graduated levels of aquifer protection. Zone boundaries are determined using
best available sciences documented in the City of Renton Wellhead Protection
Plan, an appendix of the City of Renton Water System Plan, as periodically
updated. The following zones may be designated:
Zone 1: The land area situated between a well or well field owned by the City
and the three hundred sixty five (365) day groundwater travel time contour.
Zone 1 Modified: The same land area described for Zone 1 but for the purpose
of protecting a high-priority well, wellfield, or spring withdrawing from an aquifer
that is partially protected by overlying geologic strata. Uses, activities, and
facilities located in this area are regulated as if located within Zone 1 except as
provided by subsection C6(a)(iii) of the RMC.
Zone 2: The land area situated between the three hundred sixty five (365) day
groundwater travel time contour and the boundary of the zone of potential
capture for a well or well field owned or operated by the City. If the aquifer
supplying water to a well, well field, or spring is naturally protected by overlying
geologic strata, the City may choose not to subdivide an APA into two (2) zones.
In such a case, the entire APA will be designates as Zone 2.
Based on City of Renton mapping (Figure 9), the entire project site is designated
to be in an Aquifer Protection Zone 2.
4.0 CONCLUSIONS AND RECOMMENDATIONS
4.1 General
From a geotechnical perspective, based on available subsurface information and
our site review, typical activities associated with site development such as
clearing and grading, utility placement, and building construction will have no
adverse impacts on the King County Facility or surrounding properties, as long
as standard Renton and King County design and construction practices are
followed. In addition, the site topography and soil conditions are favorable to site
development in terms of erosion control, placement and long term performance
of pavements, and the use of shallow foundations for retaining walls and
buildings.
We understand site development associated with the permit will include the
moving of fencing, clearing and grading, installation of a new waterline, and
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connection to the City of Renton Sewer System. Therefore, at this time, we are
providing general design and construction considerations for activities associated
with erosion and sedimentation control, site earthwork, utility construction,
excavation safety, steep slope stability, shallow foundations, and seismic design.
Additional site specific geotechnical investigation and analysis would be required
for all building structures or retaining walls associated with future development of
the KCRF property.
4.2 Erosion and Sedimentation Control
Clearing and grading can significantly increase erosion and sedimentation by
removal of vegetation, alteration of soil characteristics, and changes to the site
topography and drainage. The degree of erosion from clearing and grading is
highly dependant on soil type and the steepness of the slope. Due to the relative
flatness of the site and gravelly nature of the soils, runoff potential is slow and the
potential erosion hazard would be considered slight. Therefore, standard Erosion
and Sedimentation Control (ESC) construction best management practices
(BMPs) will be effective in controlling erosion and preventing sediment transport
to offsite drainage systems and adjacent properties.
Typical required ESC measures for development projects include clearing limits,
cover measures, perimeter protection, traffic area stabilization, sediment
retention, surface water control, and dust control. In addition, ESC
implementation includes requirements associated with the wet season, sensitive
areas, maintenance, discharge monitoring, and final stabilization of the project
area.
4.3 Site Earthwork
New Pavement Areas
To ensure long-term performance of new roadways and parking lots, proposed
pavement areas should be completely stripped and cleared of all trees, surface
vegetation, topsoil, and any other deleterious material. Following the stripping
operation, the new roadway or parking lot sections should be excavated down to
the proposed subgrade elevation. A geotechnical representative should be on
site to recommend if further overexcavation of the underlying soils is necessary
to provide a stable base. The subgrade should then be compacted to a minimum
of 95 percent of the Modified Proctor Maximum Dry Density (ASTM D1557). The
section can then be brought up to subgrade elevation using structural fill that is
free of organic and other deleterious materials. All fill should be placed in six inch
maximum loose lifts and compacted to a minimum 95 percent of the maximum
dry density.
Embankments
The base of new embankment fills should be stripped of all vegetation and
topsoil and keyed into firm competent native soils to provide an appropriate
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foundation base. The section can then be brought up to subgrade elevation using
structural fill that is free of organic and other deleterious materials. All fill should
be placed in horizontal lifts and compacted in accordance with Section
2-03.3(14)C Method B, of the WSDOT Standard Specifications. The fill should
also be terraced into the existing embankment. Embankments should be
protected from erosion with plastic or other methods during construction. When
construction is completed, the permanent slope of all newly constructed
embankments should be graded at 2H: 1 V or flatter and seeded with appropriate
vegetation. In addition, to protect all embankments from erosion, surface water
should be directed away from the slope face.
4.4 Utility Construction
We understand development of the property will involve installation and
relocation of various utilities. Underground utilities can be supported on the
existing fill and native weathered soils provided the soils at the bottom of the
excavation are free of organic material and debris, and the trench bottom is
compacted to a minimum of 95 percent of the maximum dry density (ASTM
01557).
All utilities are to be bedded on a minimum of six inches of "Gravel Backfill for
Pipe Zone Bedding," as specified in Section 9-03.12(3) of the current WSDOT
Standards. The bedding material is to be compacted to a minimum of 90 percent
of the maximum dry density (ASTM 01557). The remainder of the trench is to be
backfilled with Gravel Borrow that meets the requirements of Section 9-03.14(1)
of the WSOOT Standard Specifications. The Gravel Borrow should be placed in
six inch maximum loose lifts and compacted to a minimum of 95 percent of the
maximum dry density (ASTM 01557). Alternatively, native materials may be
substituted for the Gravel Borrow provided they are at a moisture content and
gradation acceptable to the engineer at the time of construction.
4.5 Excavation Safety
The site soils are granular and subject to shallow sloughing. Therefore, the
contractor must take special precautions to protect workers entering trench or
footing excavations. Maintenance of a safe working environment, including
shoring, is the responsibility of the contractor. Temporary trench excavations or
vertical cuts greater than four feet in height must be in compliance with current
Occupational Safety & Health Administration (OSHA) and Washington
Administrative Code (WAC) requirements for excavating, trenching, and shoring. In
general, we recommend the use of trench boxes to support utility trenches.
Alternatively, the excavation can be cut back to a temporary slope no steeper than
1 Y,H:1 V. Depending on the site conditions observed by the contractor, additional
flattening of the temporary slope may be required.
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4.6 Steep Slope Stability
In general, based on our site observations and available subsurface information,
deep seated global stability will not be an issue for this site. However, due to the
lack of cohesion of the sands and gravels, steep slopes exposed to runoff from
construction or storm water discharge would be highly prone to erosion. Erosion
of slopes could create oversteepened conditions resulting in additional slope
instability and potential transport of sediments downslope onto neighboring
properties. Therefore, in steep slope areas, it is critical to control runoff velocities
and prevent the discharge of water onto slope faces. In addition, site specific
review of building structures and stormwater facilities will be required to ensure
regulated slope guideline setback distances, as defined by the RMC, are
adequate to prevent slope instability.
4.7 Shallow Foundations
Bearing Capacity
The near surface soils will provide adequate support for the use of shallow
foundations for retaining walls and buildings. Based on the available subsurface
investigations, we anticipate two to four feet of loose to medium dense sand and
gravel fill generally overlies medium dense to dense outwash soils. For
preliminary purposes, we recommend excavating shallow foundations to the
medium dense native sands and gravels. A geotechnical representative should
be onsite to verify the subgrade conditions and determine if further
overexcavation of the foundation is required.
The resulting void should then be filled with "Gravel Backfill for Foundations,
Class A" as specified in Section 9-03.12(1 )A of the current WSDOT Standards.
The Gravel Backfill should be compacted to a minimum of 95 percent of the
maximum dry density (ASTM D1557). If the shallow foundation pad is prepared
as stated above, an allowable bearing capacity of 3,000 psf and coefficient of
base friction of 0.45 can be assumed for preliminary design purposes. In
addition, we recommend assuming a 1/3 increase in the allowable bearing
capacity to account for transient loads associated with wind and seismic activity.
Settlement
We anticipate the bearing soils for all footings are generally granular and in a
medium dense to dense condition. Provided foundations are prepared as
recommended above, all settlements will occur immediately upon loading and will
be within tolerable limits.
4.8 Seismic Design
It is our understanding that seismic design considerations will be based on
procedures outlined in the 2006 International Building Code (IBC). Based on the
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general subsurface conditions, Table 1 below provides the general site response
parameters for seismic design.
T bl 1 P r . a e re 1mmary 2006 IBC C d B o e ase dS" "Cff"ts e1sm1c oe 1c1en
Site MCE Spectral Site Coefficients Adjusted Spectral Design Spectral
Class Acceleration In) Response Parameters Response Parameters
Ss(.2 sec) S1 (1-sec) F, F, sm,(.2 sec) Sm 1(1-sec) S 05(.2 sec) S 01 (1-sec)
D 1.35 0.48 1 1.52 1.35 0.73 0.9 0.49
5.0 LIMITATIONS
This geotechnical investigation provides analysis and recommendations based
largely on soil conditions and geologic data as documented by others. Without
knowing the extent of future improvements, we are unable to provide the detailed
geotechnical information needed for design of specific structures such as building
foundations and retaining walls. Therefore, our current work will need to be
supplemented by further subsurface exploration and associated engineering
analysis once future improvements are known.
12
-
6.0 REFERENCES
Critical Areas Regulations, Renton Municipal Code (RMC) 4-3-050
City of Renton, 2006, Rentonnet Interactive Map Web Site
Hong Consulting Engineers, May 6, 1988, Geotechnical Soil Investigation, King
County Public Works Consolidated Office and Repair Facility, Renton, Washinton
HWA Geosciences Inc., June 20, 2001, Draft Geotechnical Report, King County
Regional Communications and Emergency Coordination Center, Renton,
Washinton
International Code Council, 2006, International Building Code
King County 2005, King County Surface Water Design Manual. King County
Department of Natural Resources. Seattle, Washington.
King County Materials Laboratory, September 21, 2001, Survey and
Maintenance Structure Soils Investigation, Renton, Washington
Mullineaux, D.R. 1965, Geologic Map of the Renton Quadrangle, King County
Washington, U.S. Geological Survey 1 :24,000 scale.
Pacific Northwest Seismograph Network, PNSN, Rapid Response Intensity Map
Epicenter. University of Washington.
Seed, H. B.; Idriss, I. M., 1971, Simplified procedure for evaluating soil
liquefaction potential: Journal of the Soil Mechanics and Foundations Division,
ASCE, v. 97, no. SM9, p. 1249-1273.
· Seed, H.B.; Idriss, I. M.; Arango, I., 1983, Evaluation of liquefaction potential
using field performance data: Journal of Geotechnical Engineering, ASCE, v.
109, no. 3, p. 458-482.
Sherrod, B.L. 2003. Update on Active Holocene Faults: U.S. Geological Survey
National
Snyder, D. E.; Gale, P. S.; Pringle, R F., 1973, Soil survey: King County area,
Washington: U.S. Department of Agriculture Soil Conservation Service, scale
1:24,000.
Washington State Department of Transportation. 2004. Geotechnical Design
Manual.
13
. .16
E:NTON·
. ·-Jf'
-'SE
-
._ ·\ -:._1.£~-
iit,
626 656
KING COUNTY RENTON FACILITIES SHORT PLAT
----,..0-...: --,
-+-
•
milP.~ 1 in. -rnon ft
: 31
I
I
j
.5
• 1
,/hB¥ ______ _
/}::J -I ~11, J KC Department of Natural Resources
0 andutarks Main!enance Comp11eix·1 .
I 'I
.;, ~ l I/ r-----11
1:,·-n I :
~===;:;=:;::::~, /
I I
-
KING COUNTY RENTON FACILITIES SHORT PLAT
PROJECT NUMBER: M46988
FIGURE 2: SITE DESCRIPTION
.._ __ ---d,·-_
-f-~.-~r-\j ··~~-h,
1o oi 0
,f
1·" t
b
-
@TP-4
i ( ';
". \'
\. -" ~ -}I .... _.
KING COUNTY RENTON FACILITIES SHORT PLAT
PROJECT NUMBER: M46988
FIGURE 3: APPROXIMATE TEST PIT LOCATIONS
1988 HONG CONSUL TING ENGINEERS REPORT
·-----·
__ (-
->
0 ff I
I/ ,,
-
, 'i«f-~ KING COUNTY RENTON FACILITIES SHORT PLAT
/// (1·\T PROJECT NUMBER: M46988
l!li1
1, I, FIGURE 4: GENERAL LOCATIONS OF SUBSURFACE EXPLORATIONS
11 11
\\i! li,\i, 2001 HWA GEOSCIENCES & 2001 KING COUNTY REPORTS -----'
i "1(il ) \',1,\,1-;-\
1\1\ l!.__1 \,
11,11~..:: " ~\\\...~ -========!;;.) ' l ~~
1 I j "
I' I
11
11
1 I
I I
I
J
-,
h
-
Figure 5: King County Renton Facilities Erosion Hazard Areas
Renton City Limits
Parcels
Erosion Hazard Areas
c:151 Renton Aerial
~ ,,.. """I
500 0
SCALE 1 : 7,843
500
FEET
http://rentonnet.org/MapGuide/maps/Parcel.mwf
N
/\ --_ I
1,000 1,500
Tuesday, October 10, 20061:28 PM
-
Figure 6: King County Renton Facilities Landslide Hazard Areas
Renton City Limits
Parcels
Landslide Hazard Areas
lllillfiliHigh
, Moderate
bJUNCLASSIFIED
Ulli:]Very High
Renton Aerial
SCALE 1 : 7,843
~ .....
500 0 500
FEET
http://rentonnet.org/MapGuideimaps/Parcel.mwf
N
A ' ~
1,000 1,500
Tuesday, October 10, 2006 1 :22 PM
Figure 7: King County Renton Facilities Seismic Hazard Areas
·,
Renton City Limits I
Parcels
I
Seismic Hazard Area:J
Renton Aerial
---------
SCALE 1 : 7,843
~ ...,. R. . ====~..,,,..,,,~
500 0 500 1,000
FEET
1ttp://rentonnet.org/MapGuide/maps/Parcel.mwf
:::i
1,500
N
A
Tuesday, October 10, 2006 1 :34 PM
Figure 8: King County Renton Facilities Regulated Slopes
Renton City Limits
Parcels
Regulated Slopes
> 15 <= 25
"_ > 25 <= 40 Reg ...
Bl> 40 <= 90 Reg... I
~> 90 Regulated I
Renton Aerial ___ _J
SCALE 1 : 7,843
-=--:::.-:-::::i
500 0 500 1,000 1,500
FEET
1ttp://rentonnet.org/MapGuide/maps/Parcel.mwf
N
A
Tuesday, October 10, 2006 1 :32 PM
Figure 9: King County Renton Facilities Aquifer Protection Zoning
Renton City Limits
Parcels
AA~~~~~rotection Zones
~Zone2
Renton Aerial
SCALE 1
~ .,,,; ~ l
500 0 500
FEET
7,843
1ttp ://rentonnet .org/MapG u ide/ma ps/Parcel, mwf
N
1,000 1,500 t\
Tuesday, October 10, 2006 1 :43 PM
APPENDIX A
TEST PIT AND BORING LOGS
GEOTECHNICAL ENGINEERING STUDY
KING COUNTY RENTON FACILITIES SHORT PLAT
PROJECT NO. M46988
OCTOBER 2006
TEST PIT LOGS FROM THE GEOTECHNICAL SOIL
INVESTIGATION FOR THE KING COUNTY PUBLIC WORKS AND
CONSOLIDATED OFFICE AND REPAIR FACILITY
1988 HONG CONSUL TING ENGINEERS INC.
GEOTECHNICAL REPORT
TEST PIT LOG
IOEPTH
w GROUND MOISTURE CONTENT •1 •• .J
SOIL DESCRIPTION a. WATER SPT RESISTANCE • 2 (feet) .. CONDITION 10 20 30 •o ::.o 60 70 "' .
•
Dark brown topsoil -sod -· 1
Dense brown SAND and GRAVEL
2 -trace silt --( Fi 11 )
-3 Dark gray burn zone
Very dense red brown SAND 4---GRAVEL, COBBLES .
(weathered Outwash)
5 ---I-S-1 •
to-6 -END OF PIT -
---
---
.... --
---
,---
.... --
---.
• .... --
---
---
PROJECT DATE 4-15-88 HOLE NO.
King Co. Consol. Off. Fae. LOGGED BY SHE TP-1
Figure 5 Monroe Ave ~.E. ELEVATION SHEET Renton, WA. DEPTH 51, I 1 Of 1
TEST PIT LOGS
... GROUND ..J DEPTH SOIL DESCRIPTION a. WATER :It (feet) .. CONDITION "'
Medium dense, brown SAND and
GRAVEL, thin sod at top; trace
1-si1 t -.....
( Fi 11 )
2---Dense, gray interbedded medium
SAND, GRAVEL and COBBLES Moist 3-(Glacial Outwash) --
.... 4 --
I-5 --
I-6 -END OF PIT -
---
---
I---
---
I---
I---
... --
I---
---
.
I---
PROJECT . DATE 4-•~-tll:I
Kin2 Co. Consol. Off. Fae. LOGGED BY SHE
Figure 6 Monroe Ave. N.E. ELEVATION ltenton, ~Ji.
OEPTH 51,'
MOISTURE CONTENT •1. 0
SPT RESISTANCE • 10 20 30 •o ~o so 70
HOL.E NO.
TP-2
SHEET
l Of l
• • • • • • •
•
II
Ill
II
II
II
•
TEST PIT LOG
... GROUND MOISTURE CONTENT"/• e .J DEPTH SOIL DESCRIPTI.ON c.. WATER SPT RESISTANCE • :I (lee t l " CONDITION 10 20 30 co ~o so 10 "'
Medium dense, brown SAND and
GRAVEL (Topsoil)
'-· 1 Dense brown gray medium SAND and
GRAVEL and COBBLES ,.. 2-(Fill ) -
-3 Dense brown SAND and GRAVEL:
trace silt (Topsoil) .... 4
Dense gray sandy GRAVEL: bedded
.... 5 -(Glacial Outwash) -
,-6
END OF PIT
---
.... --
---
>---
---
-._ -
---
' .... --
---
-.... -
PROJ,CT DATE 4-15-88 HOLE NO.
King Co. Conso . Off. Fae. LOGGED BY SHE TP-3
Figure 7 Monroe Aye N.E. I
SHE E:T ELEVATION
~I Renton, WA. DEPTH 1 of 1
TEST PIT LOG
... GROUND ..J DEPTH SOIL. DESCRIPTION ~ WATER :I (feet l Cl[ CONDITION "'
Dense brown sandy GRAVEL: ..... 1 -cobbles; trace silt
( Fil 1 ) -
.... 2
.Dense brown gray -sandy GRAVEL:
with cobbles -3 -(Glacial Outwash) -
-4 --
..... 5 -END OF PIT -
,-6 --
---
,---
..... --
"""' -.
.... --
---
,---
,--.
---
.... -. -
PROJECT DATE 4-15-88
King Co. Consol . ·Off. Fae. LOGGED BY
Figure 8 Monroe Ave. N. E. ELEVATION Renton, WA. DEPTH 4li;'
.
MOISTURE CONTENT 0/o 0
SPT RESISTANCE A
10 20 30 40 ~o 60 70
HOLE kO. SRE TP-4
SHEET
1 of 1
I
I
I
Ill
I
I
I
I
I
I
I
E
I
I
I
I
I
I
TEST PIT LOG
... GROUND MOISTURE CONTENT •10 ct ..J OEPTH SOIL DESCRIPTION 11. WATER SPT RESISTANCE • :IE (feet) < CONDITION
10 20 30 40 so 60 70 "'
Medium dense brown
( Fi 11 )
gravelly SAND:
,_. 1--
.... 2--
Medium dense to dense brown gray -,-3-sandy fine to coarse GRAVEL:
bedded
,-4-(Glacial Outwash) -
-5 --
END OF PIT 1--6 --
~ -Note: Pit walls exhibited -rave 11 i ng within the
outwash -~ -
1----
r---
.... --
---
---
•
..... --
---. -
..... --
PROJECT DATE 4-!:,-oo MOLE 1110.
King Co. Consol. Off. Fae. LOGGED BY SHE TP-5 Figure 9 Monroe Ave. N.E.
ELEVATION SHEET Renton, WA.
DEPTH ~· 1 af 1
l I'
TEST PIT LOG
11,j GROUND .J OEPTH SOIL DESCRIPTION 0. W.A.TER :I (fae I) .. CONDITION
1/)
Dense red brown SAND, GRAVEL and
COBBLES
'-· 1 -( Fi 11) -
I,.. 2--
-3--
Dense, dark brown SAND and GRAVEL: -4 -trace silt (Topsoil) -
._ 5 Dense, red brown silty sandy
GRAVEL: -
'-6 -(Weathered Outwash) -S-1 --7
Dense brown gray gravelly fine
to coarse SAND ,__
--8 --S-2 (Glacial Outwash) '--
._ 9 -END OF PIT -
'---
'---
---
---
-..... -
... --
--'--
PROJECT DATE 4-1!:i-oo
King Co. Consol. Off. Fae. LOGGED BY
Figure 10 Monroe Ave. N.E. ELEVATION
Renton. WA. DEPTH. 8'
-
MOISTURE CONTENT 0/o •
SPT RESISTANCE •
10 20 30 40 !10 60 70
-
HOLE ICO.
TP-6
SHEET
1 of 1
i
Ill
I
I
I
Ill
I
I
I
I
II
I
I
m
I
I
II
17·1
TEST PIT LOG
... GROUND MOISTURE CONTENT •1. 0 ~ DEPTH SOIL DESCRIPTION 11. WA.TER SPT RESISTANCE • :I (ftetl c( CONDITION 10 20 30 40 ~o so 70 U1
Dense brown silty SAND and GRAVEL
( Fil 1)
1--1--·
Dark charcoa 1 horizon ... 2
Dense red brown sandy GRAVEL: Moist trace silt -3-( Weathered Outwash) -
-4 Dense brown gray medium to coarse
SAND and GRAVEL; bedded
I-s-(Glacial Outwash) -
6 --,-END OF PIT
-7--
--
I---
... --
---
---
---
'
I---
---
---
PROJECT OATE 4-15-88 HOLE NO.
King Co. Consol. Off. Fae. L.OGGED BY SHE TP-7
Figure 11 · Monroe Ave. N.E. ELEVATION SHEET Renton, WA. DEPTH 5.5' 1 of 1
TEST PIT LOG
... GROUND ~ DEPTH SOIL DESCRIPTION 11. WATER :I (fe11 t l "' CONDITION "'
Medium dense gray SAND
I\ /Fili') /
-· 1 -Dense red brown SAND and GRAVEL: -
trace silt; cedar debris
-2 -(Weathered Outwash) -
Dense brown gray medium SAND and -3 -GRAVEL: bedded -
(Glacial Outwash)
,_ 4 --
-5 -END OF PIT -
,_ 6 --
---
---
---
---
.... --
---
---
,---
---
' ---
PROJECT DATE 4-15-88
Kin9 Co. Con so 1. Off. Fae. LOGGED BY
Figure 12 Monroe Ave. N.E. ELEVATION
Renton, WA. DEPTH 4.2'
MOISTURE CONTENT •1 ••
SPT RESISTANCE ...
10 20 30 40 i!>O 60 70
HOLE NO.
SHE TP-8
SHEET
1 of 1
• •
II
Ill
II
II
Ill
II
II
II rq.
TEST PIT LOG
... GROUND MOISTURE CONTENT •10 0 .J DEPTH SOIL DESCRIPTION Cl. WATER SPT RESISTANCE • :I (fee I) 4 CONDITION 10 20 !O •o ~o so 10 "'
Dark brown topsoil
Medium·dense red brown fine SAND:_ -. 1 -silt; trace gravel some
(Weathered Outwash) ... 2--
-3 -Medium dense brown gray medium -SAND: trace gravel; occasional
boulders ..... 4 -(Glacial Outwash) -
.
-5 --
Dense brown gray SAND and GRAVEL -6 -(Glacial Outwash) -
7 --,-END OF PIT
---
---
t---
---
,---
-; ,--
---
I---
,---
PROJECT DATE ~-l::J-oo HOLE NO.
King Co. Consol. Off. Fae. LOGGED BY SHE TP-g
Figure 13 Monroe Ave. N. E. ELEVATION SHEET Renton, WA. DEPTH 6.5' 1 of 1
TEST PIT LOG
... GROUND .J C EPTH SOIL OESCRIPT.ION II. WATER .S (feet) CII CONDITION "'
Medium dense brown SAND and
GRAVEL
-· 1-( Fi 11 ) -
I-2 --
..... 3 -Medium dense red brown silty
fine SAND: trace gravel; wood -
debris
..... 4 -(Topsoil/Weathered Outwash) -
,-5 --
,-6
Dense brown gray medium to coarse Moist -7 -gravelly SAND: bedded
(Glacial Outwash) -
-8 --
END OF PIT
---
,---
---
---
---
,---
,---
..... --
PROJECT DATE 4-15-1:ll:l
King Co. Consol.· Off. Fae. LOGGED BY
Figure 14 Monroe Ave. N.E. ELEVATION Renton, WA. DEPTH 7.5'
..
MOISTURE CONT Et,; °le Q
SPT RESISTANCE • 10 20 30 40 !10 so 70
.
HOLE NO.
SHE TP-10
SHEET
1 of 1
II
-
I
Ill
•
I
I
I
•
I
I
D
I
I
Ill
I
I
I
TEST PIT LOG
... GROUND MOISTURE CONTENT 0/0 • .J DEPTH SOIL DESCRIPTION a.. WATER SPT RESISTANCE • :I (feet) .. CONDITION 10 20 30 40 !10 60 70 "'
Very dense red brown SAND and
GRAVEL .._
1--'-. (Compacted Fill)
.._
~ -... 2
Dense, red-brown sandy SILT .and
GRAVEL: '--'-3--I-(Weathered Outwash)
-I -4 -I
Dense, gray SAND and GRAVEL:
'--
'--5 -bedded; with cobbles -I-
(Outwash) --6 ---
.._
~ 7 --.._
~ s ---
END OF PIT
'-9 --
-10 --
---
---
---
-'--
'---
~ -' -
.
PROJECT DATE 4-15-111:l HOLE NO.
King Co. Consol. Off. Fae. LOGGED BY SHE TP-11
Figure 15 Monroe Ave. N.E. ELEVATION SHEET
Renton, WA. OEPTH 8. 3' 1 of 1
-
TEST PIT LOG
"' GROUND ..J DEPTH SOIL DESCRIPTION a. WATER :E (feet l .. CONDITION
"'
Dense brown SAND and GRAVEL
( Fi 11 ) ..... ,_. 1 --,--
-2--1--
1--
I-3 r--
Dense red brown SAND and GRAVEL
(Weathered Outwash)
I= -4 --
--5 Dense, gray SAND and GRAVEL:
bedded; pit walls ravel easily 1--I-6 -(Outwash) -1--
-7 --t--r--
,-8 -1--
END OF PIT
I-g --
,-10 --
---
,---
I---
---
---
. ---
PROJECT DATE '1-1 :i-!l!l
King Co. Consol. Off. Fae. LOGGED BY SHE
Figure 16 Monroe. Ave. N. E. ELEVATION
Renton. WA. OEPTH !.2'
MOISTURE CONTENT 0/o 0
SPT RESISTANCE • 10 20 30 40 !10 60 70
-
--,_
-
HOLE NO.
TP-12
SHEET
1 of 1
Ill
!
II
I
~
" I
II
I
I
I
I
II
I
I
II
' I
I
-
TEST PIT AND BORING LOCATIONS AND LOGS FOR THE KING
COUNTY REGIONAL COMMUNICATIONS AND EMERGENCY
COORDINATION CENTER
2001 HWA GEOSCIENCES INC.
DRAFT GEOTECHNICAL REPORT
I
i ---._<:::::,1 '
-~~~ ~--,...---------.. ""-~
( 0-----------~ r --
o· 50' 100· 200· ~~=
SCALE: 1 "= 100' ~-
~ '-~ ~.
i>!I
11 ~ I • ..,....,.,,,~.. '\, 'J r~ ' I '1-------'I:. ,
LI~~
rrm L -~~~'-"-"'-.,.c.--I ----,---~ IT -18 \ 111r;;c=
:\·•-
~w--
LEGEND
o:-.._
\
~
'
,r-u Cs \', -\I
~ \ '--~--~-
------"--'\~
",,
I / )
-~
'
\ REFERENCE : BASE MAP PROVIDED BY HEWITT AACHITECTS
ANO BASED ON 2001 SURVEY BY SYMONDS. ELEVATIONS BASED ON NAVD 1988. I I~ ~ D --1 _..,_ BH-1 BORING DESIGNATION AND : T APPROXIMATE LOCAT!ON ~~} ~="--;; \: tJ TP-1 TEST PIT DESIGNATION AND \ ' : \ l:f APPROXIMATE LOCATION
KING COUNTY REGIONAL mm,
-,
\
MATCH LINE THIS SHEET
COMMUNICATIONS AND I SITE AND
EMERGENCY COORDINATION CENTER EXPLORATION PLAN I"'
RENTON, WASHINGTON I 06.14.01
A A'
t__j CROSS-SECTION HWAGEOSCIENCES INC
"c~ROJEClliiw.990111,201l!l!IIIT5002.owG
.,c:iil\
t,'
-2 --
99075-201
I
'
1
~,
',i
~•-'
D
1yJ
I;_,
"
D
350
325
300
275
t;:; 250
w 225 LL
~ 200 z
0 175 e= 150 o! w 125 _J w 100
,.,.-"
75
50
~
LEGEND
o· 50' 100'
j.j --SCALE: 1•-1t10'
c~11'RCJ.li:CT~ij.1<1
/'·
/'·
200'
\ ----
''::-...
_./',,--\
BH·2+ BORING DESIGNATION
1TOP OF EXPLORATION
BOTIOM OF EXPLORATION
ffWAi lNc
.. --~,;~--~'.r'Y~8 u-' ,rPROPOSEDi ~ 1
D' l-.&~BUILDING ~;:;r~ t!/ r :s' &'° ,r {~ ;r Y -" 1350 ' 325
300
BH-3 BH·2 r275
250 ,=-
225 w w
LL
200 ~
175 z
0
150 ~ 125
_J
100 w
75
50
KING COUNTY
REGIONAL COMMUNICATIONS AND
EMERGENCY COORDINATION CENTER
RENTON, WA
SITE/SLOPE .~ffff::=-a
PLAN AND PROFILE -~-
05.07.01 99075-201
• j
. '
' '
' >
l '
"
' .
I ,
i l
l..i
d,
l .la
-
DRILLING COMPANY: Gregory Drilling Inc.
DRILLING METHOD: CME 850
SAAtPLING METHOD: 3• Split Spoon w/ 300I Hammer
SURFACE ELEVATION: 335 t feet
5
10
1S
20
25
J5
SM
SM
OESCRIPTION
Loose, dark brown, silty, fine lo ooarse gravelly, fine lo
coarae SAND, moJst. Abundant organics/roots.
·· ................................ £TEST PIT BACKFILLl... .......................... .
"' w
w Ol
~ :,;
:, z
w w
...J ...J
Q. 0..
:I: :I:
"' "'
0s-1 Loose, reddish brown, fine lo coarae gravelly, very silty, fine
ta medium SAND, moisl. Abundant organics/roots.
P.t-'e-t-cc=-1 ................................................................................. .
I:'," ,i":,rs'cwc'c,·, Vary loose, yellow brown, fine to cciarse gravelly, fine lo
····· gis-2A
S-28
SW ··-.SANO,.momt. .......................................... . 0 S-J SM Very loose, brown, fine lo coarse gra\18lly, slighlly silty 10
silty, fine to coarse SAND, moist 0s-<1
~11--==+--:-:--::---:-----::--:---~-,------,---=------1 GP Medium dense, olive brcwm, very fme to coarse sandy, fine IA S.S
h'-.JJf-==-1-, lo coarse GRAVEL, moist k'.J
GP \Medium·d~~:~a~:1~~~~:~:!2·i~·coa·r;:;; 0 s-a
GRAVEL, moist. Cobbles present Fine lo coaroe sand.
Note: Blow oaunl foraample S-6 is lnllaled due to fraclured IA 5.7
kJ,-\Sl--h coarse gravel& end cobbles in sampler. ~
ML B o es da ra "sh brown. Cobbles resent.
SM
Very :stiff lo hard, brown lo dark gray, slightly fine sandy,
SILT, moist. Silt ls laminated. Silt transitions from brovm to
dark gray at 19.5 feel.
[G~CIAL DRIFT
Very d nse, brown, &ilty fin S
.... 0
D,wet.
w ~-.... s
!!!"' "'.ll ~l w-o..e
1-1-1
1-0-1
0-0-0
0-0-1
5-8-11
12-2S-22
5--10-9
50/6"
40 IZls-12 27-50/J"
45
50
Tolal deplh = 51 feet.
Groundwater encountered at 30 feel.
55
~
"' ~
"' w
:i:
b
GS
GS
%F
%F
AL
NOTE: This log of subsurface conditions applies only al lhe specified location and on lhe date indicaled
and therefore may not necessarily be Indicative of other times and/or locations.
KING COUNTY nm REGIONAL COMMUNICATIONS AND
HWAGEOSCIENCES INC EMERGENCY COORDINATION CENTER
RENTON, WASHINGTON
LOCATION: See Site Plan, Figure 2
DATE STARTED: 3/2212001
DA TE COMPLETED; 3/2212001
LOGGED BY: BKH
"' w ~ z a
"' Cl 0
Non.Standard Penelration Resistance
(300 lb. welghl, JO" droP)
A Blows per fool
10 20 JO 40
:J.\· ~.=\=·i=\~·l+ \ =
50
······'"······1 .. -· .. i·······l·--.. -•-···"·l•• .... j ............. +-----
• · r ,t~~,~i:~k.\~~1
·.·· .. : .... --:· ····r··· .\····-·r·····[··i······1·:·: .. r···:
: i i ! 1 ! i ··· ... ·t-··· ·t···-.......... , ..... ,-r .. ····t······.--····· ...... ~······ \ .... -! .... \ ...... L ..... \ ...... 1 ...... ~ ...... l .......
::J::J :~.L: _·i•::•:•t •:•••••L••-L::l..:•::
...... : .......
1
... !_ ..... .L .... L .... l .... .J ..... .L .... L ....
...... ] ....... :--.-~ ..... J ...... J ....... J ...... i ...... ; ...... 1 ...
······l·······f-·-···l······+·····l·······'······"'······f·--···l-··-·
.... .i ....... l ...... L ... l ..... .l ....... l ...... l ...... l ...... l ... . ····;-~·;····;····--:···; .. ··;·-.. -: ...... :-~
...... t. ..... J ...... 1. ..... 1 ...... \ ..... \ ...... i .... J ..... r .... .
...... L .... l ...... L ... .L .... L ... L .... L .... l ...... l. ... ..
... ~ .... ) ...... ! ....... , ...... j ...... f ...... t .. ., .. i ...... !.~--
•••••• j ....... f, ..... ; ....... , ...... l ....... , .............. t···--·io·····
J~j~Jdd )~\.·.·~~-.
.......... ; ...... ; ....... t ...... .; .... ,,f-..... i .... ,.,f .. -... i .. ->
.. ·:, .... \ ...... ] . . :.: .. --~.=-· ! : : !
...... ;-·····i--··"''i""''""('"··-i····"\ ..... +·····i··· .. •
... 1 ! 1 .... ] ...... : ....... ) ... ) ... .) ..... .f-.....
5
10
1S
20
25
JO
35
40
4S
50
55
0 20 40 60 80 100
Waler Conlent (%)
Plas1ic Limit <-I ---e1--<J Liquid Limit
Natural Water Content
BORING:
BH-1
PAGE: 1 or 1
PROJECT NO.: 99075 FIGURE: A-2
BORING 99075A.GPJ 6118/01
-.
l.
l .
I ' .
..
•
•
-
DRILLING CCIWPAH'f: Gregory Drilling Inc.
ORIWNG METHOD: CME 850
SPMPLING METHOD: 3• SplH Spoon w/ 30CW-Hammer
SURFACE ELEVATION: :Ml ::t feet
5
10
15
20
25
30
35
40
45
50
55
• • ·~
• • ·~
• •
·•
GW
GM
SP
SM
SM
ML
GW
DESCRIPTION
Medium dense, brown, sandy, fine lo coarse GRAVEL,
moist. Cobbles present. Fine lo coarse sand. Gravel~ and
cobble11 are rounded.
[RECESSIONAL OUTWASH]
Organics/roots noted lo approximalelv 4 feet.
Sample S-5 slightly silty.
Note: Fractured cobbles in sample s~s produce artificially
high blCVi count.
Hard, olive brown, gravelly, fine lo coarse sandy SILT,
moist. Fine to coarse gravel.
Very dense, yellow brov,m, slightly silty, sandy, fine to
coarse GRAVEL, wet. Fine lo coarse sand.
ADVANCE OUTWAS
Tolal deplh = 50.8 feet.
Groundwater encountered at 30 feel.
UJ
(.)
! 'i' ~~ "·-~l ~e
[Zls-1 4-6-6
0 S-2 8-6-9
121 S-3 4-8-12
[21 S-4 4-14-19
E3S-8A 8-10-13
S-8B
\Z]S-10 18-33-23
0 s~ 11 2s.so13~
" t-
" UJ >-
0: w ~
%F
NOTE: This Jog of subsurface conditions applies only al lhe specified location and on the date indicated
and therefore may nol necessarily be indicalive of other limes and/or locations.
KING COUNTY
.. REGIONAL COMMUNICATIONS AND
HWAGEOSCIENCES INC EMERGENCY COORDINATION CENTER
RENTON, WASHINGTON
LOCATION: See Site Plan, figure 2
DA TE ST AR TED, 312212001
CATE COMPLETED: 3/22/2001
LOGGED BY: BKH
0:
~ z :,
0
0:
C)
Non..Staridard Penetration Resistance
(300 lb. weight, 30" drop)
A BIOY,'S par foot
0 10 20 30 40 50
:t,!; \ -u~t~ 1~t=\:.·.
::::::L::::! ::::} :::· i:::::L:::: L:::L:::.L:::l:::::~:
·\.!::l:\::::\::t::!::.\::J::::
.. l::~ i ... : . .i .... : ... 1 .. i ... ::].:::
••h••iHh••+•••••{•••••+•• ... i••••h•f•••u•{•••••••f••H••{•H•o•
:: :!.}:.L:f ::.\:::::"!:::):::::: i::::t::::
:::::·J :::J::::::i:::::·i::::J:::::·L::}::::·L::l:::: .
...... ; ..... 4•.\ ...... } ...... ).·---!------l·-···--l---··•i-->··
------l·······l···-··f----···f··-·--f--·····1-···--f-·······------f.------
:::J:·r :J :::::!::::::\.::::::1::::::1 ::::: \:::::J:>:
: : : : : : : : : ······'····-··1······'··-···1--···•'····---1--···-l··---··1·····-······
0
: . : . : : : :
. t:!::::L:::! ::\: ::;::::\:::!:::\·:·
..... ······,······<·······/·····-~-----··t----·-~ ......
: : '. 1 i : :
20 40 60 80
. Water Content(%)
Plastic Limit I 8 I Liquid Limit
Na1ural Water Content
BORING:
BH-2
PAGE: 1 or 1
100
5
10
15
20
25
30
35
40
45
50
55
PROJECT NO.: 99075 FIGURE, A-3
BORING 99075A.GPJ 6J1BJ01
' '
' .
,,
••
-
DRIWNG Cot,,v>ANY: Gregory Drilling Inc,
DRILLING METHOD: CME 850
SAMPLING METHOD: 3• Split Spoon wl 300# Hammor
SURFACE ELEVATION: 338 ± reel
I
~
0
5
10
15
20
25
30
35
40
45
50
55
!
.J
g 16
tJ ~ !IJ DESCRIPTION
GM Loose, dark brown, silty, sandy, fine to coarse GRAVEL,
moist. Cobbles prQSent. Fine to coarse sand. Abundant
ta.JCL---1 .. organics/roots.
GW \ ........................ .IRECESSIONAL.OUTWASHJ ........... .-..
Medium dense, olive brown lo yellow brown, slighllv silty to
clean, sandy, fine to coarse GRAVEL, moist. Fine to coarse
sand. Broken cobbl@S in samples S-1 and S-2 produce
inflated blow counts.
GM Medium dense, yellcm brown, silty, sancty, fine lo coarse
GRAVEL, moist. Fine to coarse sand. Occasional cobbles
present.
Becomes. 'NOi.
ML gra,eGJdy SIL , mol
IFT/TI L]
S-o.
SM
SM Very
encountered at approximately 40 feei
GM Very , olive gray, silty, sandy, fine to coan.e GRAVEL,
wet Twa lenses of clean fine to coarse sand,
~..JJ:j__j .. _approximele~2_1nches_thick each~in sampJe.S-9 ....
GW ·~ Very dense, olive gray, sandy, fine to coarse GRAVEL, we1.
Fine to coarse sand.
Tola! depth .. 50.4 feel.
Groundwater encounlered al 24 feet.
w u
!I i'!
!!! u ~ "' .s ~l "' w :c w-I-o.e 0
[Z] S-1 15-10-9
[Z] S-7 18-29-50
[2] S-8 6-18-34
12] S-9 22-50/5"
NOTE: This log of subsurlace conditions applies only al lhe specified location and on the dale indicated
and lherefore may nol necessarily be indica1ive of olher limes and/or locations.
KING COUNTY um REGIONAL COMMUNICATIONS AND
HWAGEOSCIENCES INC EMERGENCY COORDINATION CENTER
RENTON, WASHINGTON
LOCATION: See Site Plan, Figure 2
DATESTARTEO: 3122/2001
DATE COMPLETED: 312312001
LOGGED BY: BKH
"' Non-Slandard Penelralion Reais.tance w ~ (300 lb. welghl, 30" drop) ~ • Blowa per foot z :,
0
0:
"' 0 10 20 30 40 50
: : : 1 ' .
.:j:::j:::\:::i::::f:::::\:::::!:::i:.:.l::::
··l .. ··• .. !··•·•+••····t-····i·••••••l••••••i••·····l•·••••1••••··
...... [ ...... [ ...... ! ..... ·! ...... j ..... J ....... [ ...... i ...... \ ..... .
·····-;·--····!···· .. { ...... f······i·· .. ···1··---·l·······I·----·,-----·
:!::\-:::::-L:.::1
:·::::··\·:::::; •• :: t::::1::::: !::::::L::::.
.. '.. \::i::::]::::::i. ::::l::::L:::-'.:::l.:::::
... 1 .... .) ...... 1 ..... i .. *j ...... t ...... f ...... ( ...... 1 ...... .
•.• ··--t ····i····· ·t-·····-t-······t--····-t-······f-: ... i-······
-:?!=t' i i t~r: r
::: c: :: \ .. : \::::] ::: ::::::!:· :!::::l::::
...... i ...• : ...... t ....... i ...... i ...... ! ...... ] ...... !------1->
. ..... ; .............. ; ........... •··+······)--··--+····--•······~--... .
...... l ...... i ...... l ..... i ..... l .... l ...... i ..... l ...... l. .... .
:::~ :!:::i::::i::::i:::::i :::i:::+ .. :
...... L. ... L .... L. ... L .... L ... t ...... L. ... L .... L .....
. ..... : ... )• .. ! ....... J ...... j ...... j ...... t ... ) ...... ! .. ~ ..
•••··+••••••O .. ····'·······l····•·+·••••+•••••l·······I·•""'' .......
=1·t=i=. !~f. i=i H ·
.... '. ...... : ..... ; ...... : ..•.. --: ...... : ..... ) ...... '. ...... .
.. .... i., ... \ ....... \ ...... ~ ....... \ ...... \ .. ,-
. -..... i_ ....... 1_ ...... i;·· . : ...... i'······i······:······: : : ..... :--· .. ·j·······
·····+······i······{--···+·--··i·······t·····+··---·1--···-; ..... .
l T ' ' : ' ' ! ' ..... ; ... ·;···---·:-·
5
10
15
20
25
30
35
40
45
50
55
0 20 40 60 BO 100
Water Content(%)
Plastic Limit I • I Liquid Lil{ljJ
Natural Waler Content
BORING:
BH-3
PAGE: 1 of 1
PROJECT NO.: 99075 FIGURE: A-4
BORING 99075A.GPJ 6118I01
••
' .
I
l •
"
..
. '
'
-~
j
-
DRILLING COMPANY: GreQOfY Drilling Inc:.
DRILLING METHOD: CME 850
SM1PLING METHOD: 3• Split Spoon wJ 300# Hammer
SURFACE ELEVATION: 338 • feel
DESCRIPTION
Loose, dark brown, silty, sandy, fine lo coarse GRAVEL,
moist. Cobbles present. Fine to coan.e sand. Abundant
lll,,'!''""'~k organics/roots.
ILL
w u
~1 ,-.c m.~
w"' ~l ~e
5 Medium den1e, brown, gravelly, fine lo coarse SAND,
moist. Fine to coan1;e gravel. [2] S-1 S.7-10
E'l::rn=:-f-,,, ________________________ [.RECESSIONAL OUTWASH) ___ ·-·········---·--····-
Loose, lan, silty, sandy, fine to coarse GRAVEL, moist. Fine
to coarse und.
10
15
20
25
30
35
45
50
55
""'",'!---1------------·------------·-----·---------------------
l;,lnlr.M';;L:';1·-· Soft lo medium sliff, Ian, fine sandy SILT, moist. .
GW \orgenics/root~tpr658nt. ............... _________ _.., ............................ __ /
-
-
GM Medium dense, llghl olive brown, slightly sihy, sandy, fine ta
coarse GRAVEL, moist. Fine lo coarse &and, Oxidation
slains noted in sample S-3.
1'--.,J,1,4---!------------------------·-----------------------·----------·-----
SM Medium dense, olive brown, gravelly, silly, fi
H-+t-=5ccMct·-,§~.Q,.m9!~Lf.i9~J9.5;AArn!!.9~~L. ··------
Medium dense, olive brown, grav , silty, fine to me ·um
SAND, moist. Fina to Coarse gra I. A 1-inch clean, arse
sand Jens in sample S-5.
SM
l+-H--cc-,-1--·-----------------------·-------
SM Very de se, oli e
Total depth• 45.3 feet.
Groundwater encounlered al 38.5 feet.
g]S-2A 2-3-2
S-2B
0 S-3 2-5-5
l2J s-7 5015•
[2] S-8 15-32-39
"' ,-
"' w ,-
0: w
I ,-
0
NOTE: This log of subsurface conditions applies only at the specified location and on 1he dale indicated
and lherefore may nol necessarily be indicative or other times and/or locations.
KING COUNTY D REGIONAL COMMUNICATIONS AND
HWAGEOSClENCES INC EMERGENCY COORDINATION CENTER
RENTON, WASHINGTON
LOCATION: See SIio Plan, Figure 2
CATE STARTED: 312312001
DATE COMPLETED: 312312001
LOGGED BY: BKH
0: Non-Standard Ponetnuion Realalance ~ (300 lb. welghl, 30· drop)
~ A Blows per foot z :,
0
ll'.
" 0 10 20 30 40 50
. . : --!-'--·+···+·---+-··+--··+--··
··----! ..... }.-.... j ..... -.: ...... i-----i-..... j. .. ___ ; __ -·-·1 ____ ..
··•i··----·!·----·!-···!----·-!·--...!------~-----·l------1----.. · ...... r·· ···t ····+·· .. ··1------i··----,------1-------,------1------
------;-------;·-----i--.. ·-!----.. l------l---··-!·--·--l------[ ...... _ ··-···i-.. -· ·\· --·-1·------•--·+· ..... , ... -1----·-·t··----1---·-··
"'---f---!----!--•-1----.. !----l-----l----l-----i·------
" i---l---1---: .. ___ ; ____ f ___ ,,,i ____ j ___ :_j_::::.
1 ---1------'.------1---···l ·----l----1------1------. "'1·--···!·---··i-------,------1-------,------1-------
... \.-----!------\-----l------i-------!------\------·
-1---\ .... L'.---1---!---!----···1--···· 1------1-·-····•"·--·•··--·--•----.. 1-------
-.. ' ::!:---: ::::: :: \::::i:::: l:::: !::::::
. ..... t ..... .:i---·--i ....... \ ...... l. .. _ .. I---... 1 ...... l. _____ t_ _____ _
..... ~-----l--·--~----.. -!----.. ;------l------!------l------l-> ------1----·--f-·-··-1-······l--····{·····-•·-----1------·•····--1-----: • : ; l :
______ ; ____ .. _l ______ j_ __ , __ t ______ i.._ .. ,l ...... t-..... l ...... t _____ _
...... ; .... :------:--· .. ·-i------;------:------~------~-----·i->
______ 1 _______ ! ··-··· r ...... L ..... L ..... J . ____ _T ____ .J _____ _T ___ __
______ '. ...... L .... '. ....... L .... 1 _____ .l._ ___ .J ..... .l.. .. --L ....
:t--!---!---i----!-----!-----!----+·-
:::L -! ---i---l------r_ ___ ;_ -1-----!-:::_ \ ___ :_
··--•--" ·•··----{-------1-----·•·--···-f·-----1------1------1··->
:::i::: i:::l:::::i::::::i-:::\ :::i ::::::i:::::c::
---··-~----·--\ ..... : ....... j ..... ~ .. ----~------C ... L ____ ;__ ___ __
: ; : I ] I !
.j 't i i t ·----~------./ __ ... ;,..---i----
• ·--'.·-----'.-·-··-:,_ .... ' : l : i """"!"'"""' --.. ···;·-··":'""""
5
10
15
20
25
30
35
40
45
50
55
0 20 40 60 80 100
Waler Content(%)
Plastic Limit I e I liquid Limit
Natural Waler Content
BORING:
BH-4
PAGE: 1 of 1
PROJECT NO.: 99075 FIGURE: A-5
BORING 90075A.GPJ 611 Ml1
''
l •-
I '
' i
.l
'
J
•
•
l
'
-
DRILLING COMPANY: Gregory Dritllng Inc_
DRILLING METHOD: CME 850
SkMPUNG METHOD: 3• SpUI Spoon w/ 300# Hammor
SURFACE ELEVATION: 333 ~ feet
5
10
15
20
25
30
35
40
45
~ u ...,
..., g
lil rl ~ C/)
C/) :, DESCRIPTION
Loosa, dark brown, silty, gravelly, fine lo coarse SAND,
l!,,lll',lf-.i>J"-j-,moisl. Fine to coar&e gravel. Abundanl crganlcs/rools.
ILL?
GP
GM
Medium dense, brown, sandy, fine to coarse GRAVEL,
moist. Fine to coal'$8 asnd.
Note: Freclured gravels In sample S-1 produce innated
-· blow count.
\----·--··-···-··-···· ... [RECESSIONAL OUTWASHl .•.•.................... /
Medium dense, yellowish brOINll, slightly silty, slightly sandy,
tine to COat'SO GRAVEL, moist. Flne 10 coarse sand.
tc'<cnr""-1-·-Mectium .stiff'lyeJlow brov.m.._.9.ravel~1 sandySILT,.moist ...
t.1edium den&e, yellow brown, sJighlly silty, sandy, fine to
coarse GRAVEL, mOtSt. Fine to coarse sand. Cobbles
present
Note: Fractured cobbles In sample S...S produce inflated
l",l,nll=ccl-·.blcwv.counl. .... _.,,, ..... _ ............... _______ ............. _ ......... _ .. _ .. .
Medium dense, dark olive brown, very sandy, fine lo coarse
GRAVEL. moist Fine to coarse sand.
~•,Medium s1iff 1 olive_brawn ClAY .,.moist ....... --··········
Pr'f'l-51'"1-:\Medlum.dense,_olive brown,.fine.to.medium ........ , .. _oist.
CL \Medium stffl', olive brown, slightly fine elly, slightl fine
SM \SancbCLAY_..m.oJst._ .... .--.. -.......... ----·--··-····--....... .
Medium dense, olive gray, grav61 , 11ery silty, tine to
medium SANO, mois ine 1o c rse 90
SM Very de
to mecU
SW Very dense, brownish gray, slightly gravelly, fine to coarse
SAND.wet.
0: UJ
UJ ~-UJ "' C/)
0. ::, ,_ G I-
i'.: :, !Ilg C/) z I!! UJ UJ "'-..., ..., :i 0:
0. 0. UJ
:la :la I
0 "' C/) o..-
(2J s-1 s.-10-13
[2] S-2 4-5-5
0 S-3 4-5-6
[2] S-4 4-5-6 GS
[2J S-5 J-S-<; GS
l2J S-6 3-4-46
S-1110-36-50/Y GS
0s-12 30-5013•
12Js.13 29-5013"
50 [ADVANCE OUTWASH]
L·~·~·..,,__.,_ ___________________ ~ [2)S-1418-36-50l3n
Total depth "' 51.3 feet.
Groundwater encountered at 47 feet.
55
NOTE: This log of subsurface condilions applies only at lho specified location and on 1he date indicated
and therefore may not necessarily be indicafive of o1her limes and/or locations.
KING COUNTY
.. REGIONAL COMMUNICATIONS AND
HWAGEOSCIENCES INC EMERGENCY COORDINATION CENTER
RENTON, WASHINGTON
LOCATION: See Site Plan, Figure 2
DA TE ST AR TED: 31231'2001
DATE COMPLETED: 3/2312001
LOGGED BY: BKH
0: Non-Slendard Penetration Resistance UJ
i (300 lb. weight, 30" drop)
A Blows per foot z :,
0
0:
" 0 10 20 30 40 50
: ; ·;·-----'. -····
·····: ....... !·-·-·r···· ·-···-;·-·····:···--·;---···+·-···:·--·-
:~:: r::c: :::l:L:::1:::1:::L::
··-··· :._ •... .i._ : ...... ! ··-·-·; ··--·.: ...... : ... ·--·!·-·-·· i ·-····
··-··-i·-···--'..-•. --J ...... ~ ..... -1-.. ···-t-·····l .. ·····t·-----L .. -.. . ~.! .. ! .. ! .... ~ .. ! ... ! ... ! .... ! ..... .
.,, .. +.,••••f•-•••••/.-·-••f••-·--~-----•,f,u,.•~ --·--•t•-•n•{-• .. ,, •
...... i ..... l ...... ] ...... l ..... l ..... l ...... J ..... l ...... : .... ·.
: ! :: \::[:::):::::] ::: !::::]::: : !::::::\ ... :.
. .-•-•f--·-·--j·-.. -•i••o•-.tu-•••1 "·-·-l-·--••i,.,.•.,J-.--.-1"--•n• .. ~ ... ; ..... !.! ..... ; ... ! .. ! .. ! .... ! .....
······+······!······i·······f··--·-l-·-·-··l····--l··-··-·1--··-·l··-···
= t :!:,i-i:1-ib(-!··
····{ .. ···•-···+···+· ··~· ·····i·-·· +·····+·-··+~ ·····( .. ··<···-.. '. .. ·····:-·---· >-.: ..... ..: .. --·· i-··· . ! :
. : .
. : : : : -··;,
5
10
15
20
25
30
35
40
45
50
0 20 40 60 100
Water Content(%)
Plastic Limil J • I Liquid Limit
Natural Water Content
BORING·.
BH-5
PAGE: 1 of 1
PROJECT NO.: 99075 FIGURE, A-6
BORING 99075A.GPJ 6118/01
I , ~ i,.i,, • • ~ ; • •
EXCAVATION COMPANY: Mark Harlow Construction
EXCAVATING EOUIF'MENT: Cat E120B Track Mounled Excavator
LOCATION: See Sile Plan, Figure 2
DATE COMPLETED: 12/17/99
LOGGED BY: J. Schrank SURFACE ELEVATION: 342 ± Feet
I
I :;:
l'i
0-
3-
-
-
6-
-
-
g-
-
12-
-
15-
-' 0
ID
:i;
>-
"'
<h 0: "' "' :I ID "' () ...
5 IB ...
"' 0:
"' \.._ UJ
() I
"' b :, DESCRIPTION
0:
UJ
!;,:
. 3:
0 z :,
0
0:
" 0 3
SKETCH OF SOUTH SIDE OF PIT
HORIZONTAL DISTANCE (foet)
6 9
I
12 15 §
----------------. rO
ML Loose, brown, fine to coarse gravelly, fine sandy SILT, m S-1 : :
Abundant rootlets present. Cobbles present. l . . : l l;:',ir'lr.::=h ...... · ......... ;......... .: ......... · ......... --------· ---------· ---------11-GW OP SOIL S-2 GS j · . . . .
• I, Medium dense, yelloY.!ish brown, clean to slighlly silty, ve :
•• fine to coarse GRAVEL, moist Slightly layered with finer a ·--[-·-· ···I ~
• coarser gravel layers. Abundant cobbles present
ML ··.M;d1~;;;-~tfff'b~~iEf:~!~f~~l~~g;n;·~;;;.:;;;···· D _ . _ f--3
,-.,.++--<··.e'~~~~L..................................... .. ..... .... . ......... . .... . ........ . . ·····1 .... 1.. ..J ......... ; ......... ; ......... 1 ......... ;... . ....... 1 ~
SM Medium dense, yellowish brown, slightly gravelly, silty, medium lo -------~ ' r r ·1:,
Ml 1-· -Medi~m-~-iffi. ·br~~-.--s1-i.:r-.· m~i~t:·-
.....;>
Bottom of test pit at 8.5 feet.
f--+-+---+--+---i----t--i--+--j-f------,f-----1~9
No groundwater or seepage obse,ved, ~ ..... ; ... ,
. .
. . . ·: ~
>--12
······+········:·········: ......... ,~
....... ; ....... t·· .. ,~
' L...15
NOTE: This log of subsurface conditions applies only et the specined location end on Iha dale indicated
and therefore may_f!Dl_~sarily be Indicative of olher limes and/or locelions.
um
HWAGEOSCIENCES INC
TPIT15 99075".GPJ e/18/01
KING COUNTY
REGIONAL COMMUNICATIONS AND
EMERGENCY COORDINATION CENTER
RENTON, WASHINGTON
PROJECT_~~
LOG OF TEST PIT
TP-1
PAGE; 1 or 1
99075 FlGUR~ A-7
I ~ i-,, ... •
EXCAVATION COMPANY: Mark HartO'.'IConstruclion
EXCAVATING EQUIPMENT: Cat E120B Track Mounted Excavator
SURFACE ELEVATION: 339 ± Feet
.,;
"' :5
<> u • ~ _,
_,
0
• .,_ • •
"' '" UJ a, -
~ z
lll lll
•·
"' w
I
•. •
LOCATION: See Site Plan, Figure 2
DATE COMPLETED: 12/17"'9
LOGGED BY: J. Schrank
SKETCH OF NORTH SIDE OF PIT ! r 0
I-a,
"-:E UJ >-D "' o-, [Tl
-11::
"' ii! ii! z
"' \: ::, u ~ ~ 0 HORlZONTAL DiSTANCE (feet) "' "' ::, DESCRIPTION "' "' <!J 0 J 6 9 I I ' I I . I , ,s ~ , .. .I lr-0
12
SM Loose, brown, silty, fine SAND, moist. Abundant rootlets
SW OPSOIL ~ .
,,T,.
Medium dense, reddish brown, fine lo coarse gravelly, fine,,_"_--,,H-+--'S~-~1--------,
-'c'l-5-M-,-,h coarse SANO, moist.
SW FILL
• , , , • Medium dense, dark brown, s11gnt1y smy to silt)', line 10 coan, "'---H---~
····l··-······1················-t-.. ··· .. 1 .. ·-····f-
' I-
3-·', '.. gravelly, fine to coarse SANO, moisl. Abundant orgenie&lrootlets. r 3
:•:•: OLD TOPSOIL
• ·, • • .. Medium dense, brown, fine lo coarse gravelly, fine to coarse
~ GW \ moist. Cobbles present.
--l I \. .............................. ~!?.c;;~-~-~!Q~.1:-:.Q.~~t«l................................. 1-
• Medium dense, gray, fine to coarse sandy, fine lo coarse GRAVEL,
• moist. Mostfy coarse gravel present Ravelling occurs in the I--
gravel. Cobbles present 6 6-j~,' . ~ -' -'
9-
Bottom of 1est pi1 al approximately 7 feet.
No seepage or groundwaler obsa,ved.
1-
. ..... r 9
······'·········!-·····+·· ·-··' '-
12-r-----r-''-t---'l:t==:::;:l'--t~t----t----t~t----t----t~t----t----t---jl-12
---····· t-
.
15-'--~-i====±============'\----1.--\.l__--1.~J___.l_~J__.....i..~1-.....l.~J___J L_ 15
NOTE: This log of subsurface conditions applies onfy at the specified locallon and on lhe dale Indicated
and therefore may not necessarJly be indicaliYe of other times end/or locations.
IJ~
H\.VAGEOSOENCESINC
TPIT15 99075A.GPJ 6118/01
KING COUNTY
REGIONAL COMMUNICATIONS AND
EMERGENCY COORDINATION CENTER
RENTON, WASHINGTON
PROJ~CT _M9~
LOG OF TEST PIT
TP-2
PAGE: 1 of 1
99075 FIGURE: A-8
I .. .. 1"1, ~ •
EXCAVATION COMPANY: Mark Harlow Construction
EXCAVATING EQUIPMENT: Cat E120B Track Mounted Excavator
SURFACE ELEVATION: 340 :t Feet
ui
"' :s
•
u ~ ~
5 ~ ~ "' I 0
"' CD .._
:; u a.
"' w >-::, 0 "' \ DESCRIPTION
• • •
0: w
ID
w
\___ I )
0-, l:ll·J SM . ·: SP
Dense, brown lo dark brown, si·l·ty·. fine SAND, moist. Ab~ 4 -r\ 1oollets present. /
I \ rTOPSOIY._____ _ {) S-1
•
0:
~ w
~ "' ~ w .._
0: z
w ::,
I 0
b 0:
" 0 3
LOCATION: Sae Site Plan, F'igure 2
DATE COMPLETED: 12/17199
LOGGED BY: J_ Schrank
SKETCH OF WEST SIDE OF PIT
HORIZONTAL DISTANCE ~eel)
6 • 12
I
t
15 ~
~
J
GW 3--I ·•·
lt--,---;-········: ...... ..1. .... ~j--J._j.--+---,--_·j·····1·~-L ... f--··.1~ ... ,_l ---------------· . Ir.
I 1 ! ! i i i ~~~f !~~?.~l~~?E:::::::~~1
~.~ ~1~~i CT-s:2 ~s \ >---+---+---1--+---+--+--'--+--+---'---'--f--.----'---I f-3
Medium dense, gray, medium lo coarse sandy, GRAVEL, moist. "---.J
··--+------1 ~
••
-I '.
Similar to gravelly sand above, except more grlll/el present. . .•. ; ......... ; ........ f·······+· --··+·· ..... j !-
Cobbles present l~ 6--I ~:j
' -~ I
~------------l=---1-------l-~l_J._~__J__------t--~f-6
, .......... , ..... , .. , ........ , .. , ... ; ...... ; ..... , ... , I·· ; ..... '·····+······'······<··!~
~J-='.: .... ; ..... +··············i !<·······:·+·······' ... ; +·······> ' ,~
Becomes more cobbly. Exlensive ravelling.
9-
Bottom of test pit at 8 feet.
No seepage or groundwater observed. f--i---,--+--,.--,--+--,.--,--t--,.--,--+-~---i---<f-9
12-
-L1J~l~~I~--i-t1crct1cc ... c ...... i~,
2
~
-
15-=EIJ+=~~_J__l.__ '-15
NOTE: This log of subsurface conditions applies only at the specfrted location and on lhe date Indicated
and therefore may not necessarily be indicative of other Umes and/or locations.
11~
HW"AGEOSCIENCESINC
1°PIT1 ~ QM?!i.A GPJ 611&'01
KING COUNTY
REGIONAL COMMUNICATIONS AND
EMERGENCY COORDINATION CENTER
RENTON, WASHINGTON
PROJECT NO,:
LOG OF TEST PIT
TP-3
PAGE: 1 of 1
99075 FIGURE: A-9
I ' ' I,.,. • •
EXCAVATION COMPANY: Mark Harlow Construction
EXCAVATING EQUIPMENT: Cal E120B Track Mounted Excavator
SURFACE ELEVATION: 343 ± Feet
~ ,g_
I
I-
ll.
~
0-
-' 0 ID :;;
>-"'
ui
"' :s u
-' 5
"' "' u
"' ::, DESCRIPTION
~ i;.,
0: w
w ID
r:: z
\..__ i i
~
Loose, dark brown, fine lo coarse sandy SILT to silty S~
9 Abundant rootlets present ~--11.+~-------
[TOPSOIL] -
S-1
0: w
!;;c
~ z ::,
0
Q'.
" 0
' ,, ..
3
LOCATK:>N: See Sile Plan, F,gure 2
DATE COMPLETED, 12117/99
LOGGED BY: J. Schrank
SKETCH OF NORTH SIDE OF PIT
HORIZONTAL DISTANCE (foet)
6 9 12
l
~ I
L
b~
Medium dense, oxidized reddi&h brown, sJightty silty, fine 1 -------'""'
lr-------r--, ----,---------t, 1~; ......... 1,---+--' ......... J ...... ~ . .J ........ ! -+--1 ~, ! -+----r-1 i--,--.f! l
10
-sandy, GRAVEL, moist. Oxidalioo and ravelling present.
[FILL]
3-\1--+~+--+-~~+--+--...;.~;----+-_.;.~+--+--+~+-~~3
GW Medium dense, yellowish brDV.'n, very sandy, fine to coarse ········/······· ····+· L
GAAVEL. moist.
[RECESSIONAL OUTWASH] L
Sand content increases.
-------i:=::::: \..-5
.4 r:::_s
I \ T'\, . + . , ., .... , ......... , ....... , ........ , ........ , ......... ; .. ·+········'·········i·····--·I
~ H:1/······-/11/ r/··1···1~9 g-Bottom of lest pi! al B feet.
No groundwaler or seepage observed.
-~·;····, -........ < ......... ; ........ IL ···:··-
12-H---'--t----\:l:~rt--+ L12
-....... 1 ......... • ......... • ......... 1 ......... • ......... • ......... IL
-········+········1···· ...... / ......... ( ......... ········+········/ ........ .IL
15-~~--t===============~---'---\.l._---'~-'---....l..~-'------'~.L...---'~i..__JL.15
NOTE: This log of subsurface conditions applies only at lhe specified tocation and on Iha dale Indicated
and lhererore may not necessarity be indicative or other limes and/or localions.
11~
H\\TAGEOSGENCESINC
TPIT15 99075A.GPJ 611BI01
KING COUNTY
REGIONAL COMMUNICATIONS AND
EMERGENCY COORDINATION CENTER
RENTON, WASHINGTON
PROJECT NO.:
LOG OF TEST PIT
TP-4
PAGE: 1 or 1
99075 FIGURE: A-10
I ' !, •
EXCAVATION COMPANY; Mark Har1ow Construction
EXCAVATING EQUIPMENT: Cat E12DB Track Mounted Excavator
SURFACE ELEVATION: 342 ± Feet
"' "' :'i
~ u
-' ~ -' 0
:,:: 0 "' ,-IO "' "-:; u
"' >-"' Q "' :, DESCRIPTION
011.1 1.1 SM ~ Loose, dark brown.silty, fine SAND, moist.
-oP~l..b:
3
6
9
12
15
SM
~ ...
1~ .. '
Loose to medium dense, reddish bf'DINn, sitty, fine to coarse
gravelly, fine to coarse SAND, moist. Black organics, Including
wood fragments, present.
FIU'
Medium den&e, yellow brown, fine to coarse sandy, fine lo coarse
GRAVEL, moist. Cobbles present. Ravelling present.
(RECESSIONAL OUTWASH]
Bottom of test pit at 11 feet.
No groundwater or seepage observed.
r-
O'.
"' w "' "-:;
1:: ~
w UJ
ir ir
~ ~
U) U)
Q S-1
Q S-2
Q S-3
NOTE: This log of subsurface conditions applies only al 1he specified location and on Iha dale indicaled
~nd the~~~_!e_~ay not necessarily be lndic:alive or other times end/or ~ions.
~
::!~
::, UJ ,-,-
!!!z oo :; u
KING COUNTY
U) ,-
"' UJ ,-
O'. w
~
0
O'.
UJ
!.=
~ z
5
0:
LOCATION: See Site Plan, Figure 2
DATE COMPLETED: 12117199
LOGGED BY: J. Schrank
SKETCH OF EAST SIDE OF PIT
HORIZONTAL DISTANCE ~eel)
,,.
l
t
" 0 3 6 9 12 15 UJ
0
-a
/ / L_:_J __ l-----i---+--+--: -:--1----j---s--1~
···-r·· ~
3
-------i -1------1-··:-·:--
'
--1
6 I
''-g
--. I. f : : : :
[ ... ---1 · ________ · ________ -r--
I •
~
1-__;_.____..;._-l-----__;_.------e--+--+-----+-t-----+---j--t-----t-._._;.-------i f---12
---------'--·-·----'---------1---------:---------.-,
~~_j____l______j_~ L.15
IJ~
HWAGEOSCIENCES INC
REGIONAL COMMUNICATIONS AND
EMERGENCY COORDINATION CENTER
RENTON, WASHINGTON
LOG OF TEST PIT
TP-5
PAGE: 1 of 1
99075 A-11 PROJECT NO.: FIGURE:
TPIT15 9907SA.GPJ 6118/01
" > . ... . ... ••
EXCAVATION COMPANY: Mark Harlow Construcllon
EXCAVATING EQUIPMENT: Cal E120B Track Mounted Excavalor
SURFACE ELEVATION: 333 ± Feet
I
~
~
0
u;
"' 5
t)
--' 0 --' 0 "' m <I) ::; t) ,. "' "' :, DESCRIPTION
~ IJ ~ SM / Loose, brown, silty, fine SAND, moist. Abundanl roon
GW \ [TOPSOIL'
•
"' w
UJ m "' ~ ... :, ui-"' z w
w w "' ...
' i) :, a: ~ a. ...... w ::; !!!z ~ < Oo
!/l ::; t) 0
\:::L:::::~:d:;;~::: :~~~~:s•e le .!J:": • I
.,
SM
3
6 "C;
·o
0
oCs
·o
0
9-j fo C,
GP
medium SAND, moist. Some coarse sand present. Oxidation Is
more extensive on not1hem side (lo 6.5 feet) of test pit than on
southern side (oxidation only to 3.5 feet}. Roofs present.
Medium dense, yellowish brown, very sandy, fine lo coarse
GRAVEL, moist. Fine to coarse sand. Some oxidalion present
Some cobble layers present
[RECESSIONAL OUTWASHJ
"' w
I z
5 a:
·"' 0
···+·
•
LOCATION: See Sffi!!I Plan, Figure 2
DATE COMPLETED: 12/171'99
LOGGED BY: J. SchrBnk
SKETCH OF NORTH SIDE OF PIT
HORIZONTAL DISTANCE (leet)
3 6 9 12
·········f·······-;---
··,·········,·····1----:·······, ··•···
-··----r :---·: + ;········' ·+·-;-i
..,
I
~
15 ~
0
3
6
9
12--ilo(\'1 I I 1-12
Bottom or test pit a113 feet
No groundwater or seepage observed.
Very little ravelling present. The walls slend almosl vertlcally.
15
NOTE: This log of subsurface conditions applies only at the specified location and on the dale Indicated
and lherefore may no! necessari_ly_ be fndicalive of other times and/or locations.
u~
HWAGEOSCIENCES INC
ni1T1S RM75A.GPJ 811Ml1
KING COUNTY
REGIONAL COMMUNICATIONS AND
EMERGENCY COORDINATION CENTER
RENTON, WASHINGTON
PROJECT NO.:
LOG OF TEST PIT
TP-6
PAGE: 1 of 1
99075 FIGURE:
15
A-12
•· '
EXCAVATION COMPANY: Mark Harlow Construction
EXCAVATING EQUIPMENT: Cat E120B Track Mounted Excavator
LOCATION: Sae Sile Pian, Ftgure 2
DATE COMPLETED: 12/17199
LOGGED BY: J. Schrank SURFACE ELEVATION: 338 ± Feet
'i ~ _,
I 0 ,_ "' a. ;:;; w >-0 "' 0---,
~ ,cs
o[
0 3-, ,cs
O [ ~ '" ,D,•
-! t ['. o, 6-, ,G'
g-
12-
15-
"' 5 u
5
"' ti
"' ::,
SM
GP
GP
"' w "' w a, "' w
::,
,_ ~
1== "' z w ~ w w ,_ l ~ -~-\ ~¢ m "' z
w ::,
I 0 ;:;; ,_ "' 0 CJ
SKETCH OF NORTH SIDE OF PIT
0
t
r~~---r~-r-~r-~r--i:_-r~,-~;.-~,------,~~~...,...~~_:15 ~
HORIZONTAi. D[STANCE ~eel)
3 6 9 12
Loose, reddish brown, sllty, gravelly, medium SANO, ~
JFILLJ
Loose lo medium dense, yellov,,lsh brown, very sandy, fi ' ·····!····
,o
••••••••• , •••••••• j ••
: :
coarse GRAVEL, moist. Cobbles present. Ravelling pr \
[RECESSIONAL OUTWASHJ GS D 1-------;----+--!--.---+---+---+--+---l--;--.;--j-----;_-----i-----j f-3
loose 1o medium dense, gray, fine to coarse sandy, fine lo coar e
GRAVEL, moist. l-
Bottom of lest pit at 8.5 feel.
No groundwaler or seepage observed.
Tes! pit located in lhe side or existing cut bank.
~ ~6
····I···•••••• ......... : ......... : ......... 1~
~-+-----i------i-.;-.---!----+-!---i----l------;.-.;.---+----+--,----,f-9 .-------+--+---+--, +···+· -i-· ··:-· ·:-···1· ·,
l-12 m~-H--t---rtt.
1
u~ ·········'·········'-1·-··'·········'········· ~
.. ; L15
NOTE: This log of subsurface conditions appr.es onty at the specified location and on lhe date indicated
and therefore may not necessarily be Indicative of other times and/or locations.
II~
HWAGEOSCIENCES INC
TPrT11:i QDl"l7FiA r.P.I At1M'l1
KING COUNTY
REGIONAL COMMUNICATIONS AND
EMERGENCY COORDINATION CENTER
RENTON, WASHINGTON
PROJECT NO.:
LOG OF TEST PIT
TP-7
PAGE: 1 of 1
99075 FIGURE: A-13
• I, ., ~ •
EXCAVATION COM?ANY: Mark Harlow Construction
EXCAVATING EQUIPMENT: Cal E120B Track Mounted Excavator
SURFACE ELEVATION: 340 :I: Feet
<fl
u,
.'.S
i" " :! ~ ..., 0 r 0 u,
I-al u,
a. ::; "
• "
0:
"' w w I-I "' w
I-
Ir z
w :, r 0
• .
LOCATION: See S"e Plan, Figure 2
DATE COMPLETED: 12/17J99
LOGGED BY: J. Schrank
SKETCH OF WEST SIDE OF PIT !
~ w >-u,
0 u, --, -~"w,u, ,M, '
O--, Medium dense, dark brown to reddish brown, silty, fin coarse
1'-.,A,f...C.c;.-h graYelly, fine SANO, moist. Organics, including roollets an . . .
\ \..__ I-0: ni::<::l"'CIC>Tlnf.r 0 " D
' f--;~--,~1-~,-~,--j~,-~--,~t--~,--,~-+~~~~~15 ~ I rO
HORIZONTAL DISTANCE (feel)
3 6 9 12
wood rragments, present. Cobbl~:resent. ·····r······· ········r····-··r···-j ······t·····-····f-······-:---·····-'.-·-··---11-
Medium dense brown fine to coarse sandy fine to coa ........ \ .. \.. ·· ......... j. --:------------1 ~
GRAVEL, moi!rt. Cobbles present. ' : j
[RECESSIONAL OUTWASHJ G . l-3
, • .·, SW Medium dense, gray, fine to coarse gravelly, fine lo coarse SA
.• •••• moist. J · · GW Medium dense, gray, fine to coarse sandy, fine to coarse GRAV
• ' moist Cobbles present.
6---I l-6
ML MediurTI stiff, brown, SILT, moist. Organics/roots present.
..... ,.
~ .•. Laminations.present._ ....................................................................... .
Medium dense, gray, fine to coarse sandy, fine lo coarse GRAVEL, r-' 9---I • I •
moist Cobbles present. ! r 9
\ __ ~ ~ •I' ---·-'·-·-·-·--~
. ·-·
12-Botlom of test pit at 11 feet.
No groundwater or seepage present. ~....),._~c::i::~--+----+---t--t--t---+---:--t--t-~t-12
·-·/ ... -.. _ .. _,_ .. -1~
15 '--~----l~,,;,,....i~="==,-l~~c--1~.J.._--'~...L_--'~-"----"-~-"----'-----''--15
NOTE: This log cf subsurface condllions applles onty at the specified loealion end on the date indicated
and therefore may not necessarily be indicative of other limes end/or locations.
um
HWAGEOSCIENCES INC
TPIT15 S9075A.GPJ Bl18'01
KING COUNTY
REGIONAL COMMUNICATIONS AND
EMERGENCY COORDINATION CENTER
RENTON, WASHINGTON
PROJECT NO.:
LOG OF TEST PIT
TP-8
PAGE: 1 of 1
99075 FIGURE: A-14
I , " ., . lo,,. ....
EXCAVATION COMPANY: Marie Harlow Construcllon
EXCAVATING EQUIPMENT: Cal E120B TnackMounted Excavalor
SURFACE ELEVATION:
l
~
0
.J
0 .,
!
ui
"' :5 u
cl
U)
U) u
U) :,
337 ± Feel
DESCRIPTION
.... .......
w
1=
w
\:= !
... . .,
It'. w "' .,
"' w ... i :, U) z w 1) ... 0
It'. z w ~ I
5 "
r i,,.. ••••
0 3
LOCATION: See S1te Plan, Figure 2
DATE COMPI.ETED: 12/2Ml9
LOGGED BY: J. Schrank
SKETCH OF WEST SIDE OF PIT
HORIZONTAL DISTANCE (feet)
6 9 12
!
~
15 l!l
o-, SM Loose,brown,silty,finetocoarseSANO,moist.Organ ; . j . rO
-l SW Including roots, rootlets end bl:,C~::~nlc matter, present. ·········!·········j···· .... ···--··+·····-+········ ········+-·····+········ -------+------+---·-··· ...... ...j ....... +········I ~
Medium dense, gray, fine to coarse gravelly, nne to coa [ l l ! 1 1 l l
-l I,·•·• 1 moist Some oxidation and roollets present Some grave ·········i···· .. ··-1·······-· --------+--······i········· ····-····l·········i---····· ----·-··+----····i········· ......... ; ... ·····:········-1
tnte~ded. Occasional cobbles present. · "-: : : : : 1 1 ( : 3:rJ
1
~ECESSN>NALOITTWA·~ ~ f-3
---1 I:::~: J sw 1--M~ium·den~e;·g;~y.··iin·~·"i~··~~~~-~·sANti:·rr1oi·;i·. /·· ·----··I·· -·······'·········I ··-··-· r---······l··-······f ··-.... : ......... 11-
6-. ---..1:~-;-.--;----,~-+-~~+-~~,----f---;~+---+-~-'---------i-------lf-s
SW
:1:.mc~~=~ ~:.~~ lo coarae grav~ly, fine lo coarae SAND, . ·······r··· ! .... "'"'T"'"·: _ ... ---+--T "' ···--1------·r:::::::: ~ Ir····
.
No groundwater or seepage present. : • · r-9
.L ' ' ' "(··· '········· ____ )_ _____ :
9-
.
12-
.
15-
NOTE: This log of subsurface conditions applies onty at the specffied locallon and on the date Indicated
and therefore ~ not necessarily be lndlcallve or olher times and/or locations.
n~
HWAGEOSCIENCES INC
TPIT15 99075A.GPJ 6f1Ml1
KING COUNTY
REGIONAL COMMUNICATIONS AND
EMERGENCY COORDINATION CENTER
RENTON, WASHINGTON
........ 1e
f-12
"
··------------+-------i----------··t··-:---------+ -t15
PROJECT NO.:
LOG OF TEST PIT
TP-9
PAGE: 1 or 1
99075 FIGURE: A-15
I,. ·-~!I ~ •
EXCAVATION COMPANY: Mark Ha-Constructk>n
EXCAVATING EQUIPMENT: Cat E1208 Track Mountad Excavator
SURFACE ELEVATION:
'; g.
t
~
-' 0 a, :;
in
.,;
~
0
-' i5
"' "' 0 "' :,
327 ± Fent
DESCRIPTION
-~·· -k
\:
O-, SM Loose, brown, slightly silty, gravelly, fine lo coarse ome
embedded gravel In the s!N. Rools and rootlets present
-I HH=oh OPSOIL
moist. Subrounded to rounded gravel, abundant cobbles.
"'
"' I
,, ..... ,
"' "' ll'.
ID "' UJ
I-~ :, "' z UJ
"' I-0
~) "' z
"' 5 I
I-"' 0 "
• ,-
0 3
LOCATION: See Sito Plan, Figure 2
DATE COMPLETED: 12120/99
LOGGED BY: J_ Schrank
SKETCH OF WEST SIDE OF PIT
HORIZONTAL DISTANCE (feet)
6 9 12
I
t
15 :i:
Medium dense, gray, fine to coarse 88Jldy, fine to coa GRAVEL, \
ravelling. Some lnterbedded coarse sand layers. Rools riMo--+--. D
J-j about 4 feet_ f--+--+--+--+--f---t--+--+--+--f--+-+--+--+--,f-3
[RECESSIONAL OUTWASH]
-I ....... J
SW Medium dense, gray, gravelly ta very gravelly, medium to coarse
SAND, moist.
-i I• -•. • l
s-
····-·,-···+····· ,... , · ·· -!-·-·····,·····,-····+-·-,·--··-·-, --1 ---,---···-·,--···-I~
--+--~~--+--~~--+--~~~-+--~-~--<f-5
~ /----r--1-------1 ---i -----(---+----f--------f-----,~
--·-·· .. }···-:-··----··-··-:--···!·· ··----i -----;-----1---(---; _,
-11:,:,:
-
9-
Bottom of lesl pll at 8 feet.
No seepage or groum:f'Nater present. -f---e---+--f---e---+--+-~--+--+---+--+--+---+-~--lf-9
-~
f-12 ~m=tl-i--1-i=------,--It ___ ff) ___ +---1~
--1 ---i-----L15
-....... T···-····1 ····-·--11-
12-
15-
NOTE: This log or subsurface conditions applies only al the spec:iraed location and on the dale lndicaled
and therefore may not necessarily be indicatlvo of other times and/ar locallons.
u~
HWAGEOSCIENCES INC
TPrT1lif""~7!iA.GPJ 8118'01
KING COUNTY
REGIONAL COMMUNICATIONS AND
EMERGENCY COORDINATION CENTER
RENTON, WASHINGTON
PROJECT Ji9.,.!
LOG OF TEST PIT
TP-10
PAGE: 1 of 1
99075 FIGURE: A-16
~-r:-·~-~ ., ..
~
.. ..
EXCAVATION C°"'1PANY: Mark Harlow Construction
EXCAVATING EQUIPMENT: Cat E120B Track Mounted Excavator
SURFACE ELEVATION: 346 ± Feel
"' ~
~ (J _, g _, 0
I 0 U)
>-., U)
0. ::;; (.) w >-U)
0 U) :, DESCRIPTION
0-,
.. -~-
~
w
w
~
~
'
"' w
"'
:f i)
-"' "' ~ >-"' ~ I'!
0: z w :,
I ~ >-0 ·~
•
0 3
LOCATION: Soo Site Plan, Flgure2
DATE COMPLETED: 12120/99
LOGGED BY: J_ Schrank
SKETCH OF WEST SIDE OF PIT
HORIZONTAL DISTANCE (lee1)
6 9 12
I
,o SM Medl,m dense, brown, fine to coarse gravel~, slHy, fine~
-II I H moist. Roots and rootlets present.
(TOPSOIL)
-11, ~ GW =:Ldens~,1re:,~ br!Mln, ::;.e ~":;;"' "';n;'°', fine coarse \I-· _;_ -1------_ , ______ _j__ __ --1-____ J ____ !_ __ -1-___ _j_ ____ _i ___ --1-----'----___ ;_ I~ l!--.nf-=7."i ,mo1s. espres , onsanspres t. : : : , : : : .
GW ···-~iUffl'd';;;~·.·g~~n~~:~~\~~t!~-~~-o-RAVEC/ \\ ; ~ ~ : ; / '. ~ ~3
mots!. '-J
~~~~~15~
····-································· ········-·· GW Medium dense, gray, fine lo corase sandy, fine to coarse GRAV
moist. Abundant cobbles present. .
1 ~
·: ~t .. := J~r::_L, ___ , __ , ___ i+,:·
Bottom of test pit at 8 feel.
9--1 No groundwater er seepage observed. rs
···!·········(·········'.------~ I-
12-'"r"~'---r--"==l==~----t~t----j------+-------,i-----+-----+-----+~+----+-----Jf-12
15-
NOTE: This log of subsurface conditions applies only al the specified location and on the: date lndicaled
and therefore may nol necessarily be Indicative or other limes and/or locallons.
um
HWAGEOSOENCES INC
KING COUNTY
REGIONAL COMMUNICATIONS AND
EMERGENCY COORDINATION CENTER
RENTON, WASHINGTON
. ----:---·: -+ -i--le
------1------+--------·-t·----;--------1~
PROJECT NO.;
LOG OF TEST PIT
TP-11
PAGE: 1 of 1
L15
99075 FIGURE: A-17
I . " , .. i,,,,., -...
EXCAVATION COMPANY: Mark Harlow Construollon
EXCAVATING EQUIF'MENT: Cat E12DB Track Mounted Excavalor
SURFACE ELEVATION: 339 ± Feel
.;
"' :s
i' 0 _,
~ _, 5
0 "'
... ... .... ~
lo-·-•
0: w
-\.·>-
w m ~
::, "' z I':'
t m "' ~ 0 w "' 0 "' ::,
~ "! 0:
DESCRIPTION \.__ i ~ ) ~
Q-11 1·.I ·om
11.1.J.1 "•• Laose, mottled reddish brown, sightly silty, gravelly, "~~, • ....,s:'.:AN::::'.'.D:'.:'...j. _____ _
with organics, roots, and charcoal rragments, moist.
(FILL] S-1
GP Loose lo medium dense, gray, clean, sandy GRAVEL, moi
_ 1 ° D, Trace old roots from 24-30". Horizontal stralificallon noted".'---+~-..
0::
~
~
~ ~ .... ~ ... ...... -·-
LOCATION: $99 Site Plan, Flgure 2
DATE COMPLETED: 5/15/01
LOGGED BY: E. Andersen
SKETCH OF EAST SIDE OF PIT
HORIZONTAL DISTANCE (feet)
I
.C> 0 3 I I . , I . t · . I . 1s ~ 6 9 12
.... , .... , ... , ..... 1 .. :--···· .. L : I 1ro
.. ·!--·+ ........... j ... .
f-
: : f-
r-~~~--t--~,--+---1~-+---l~-+---l,--+---if--+---i,-~f-3 3--, o [RECESSIONAL OUTWASHJ
i ········1·· '"'"'/'"" ....... /"
-I C •••••• -· .••••.• •.•••• • •••••• l-
---1:::::::+~~1--,"""T---J~j--,----f---j'~j--i--,----:----1 ~6
~ ······t··-······.·········.·· "
00
9-I ,[;, f-g
..
..
12-
-
15-
Total depth= 9 feet.
No ground water encountered during excavation.
Significant sloughing below 5 feet.
NOTE: This log of subsurface conditions applies only al the specified locatian and on Iha date indicated
and lherefore may not necessarily be indicative of other limes and/or locations.
-HWAGEOSCTENCES INC
TPIT1,;, aM1!iA..GPJ Bt18I01
KING COUNTY
REGIONAL COMMUNICATIONS AND
EMERGENCY COORDINATION CENTER
RENTON, WASHINGTON
C
.. ..... -;--·· f-12
: -~
~
........ : .. . • .... . -I e
! ..... :..... L15
' '
PROJECT NO.:
LOG OF TEST PIT
TP-12
PAGE: 1 of 1
99075 FIGURE: A-18
I , .. ' i,_;~ ,. .... .. _ ,-_.
EXCAVATION COMPANY: Mark Harlow Conctrucflon
EXCAVATING EQUIPMENT: Cat E120B Track Mounted Excavator
SURFACE ELEVATION: 339 :I: Feet
<n
j
u
....
,:, • a g -' I g "' I-"' a. ::; 0 w >-"' D "' ::,
0-, JI I I I ML
\ DESCRIPTION
~ Soft, very dark brown, very sandy, organic SILT, moist.
.. nTsM -· · [TOPSOIL) -
[FILL)
"""
w
~ w
~ I
~~
a: w a:
Ill "' ~ ::, ~ t-
"' z w ;;
w t-D
iJ a: z w :,
I 0
I-a:
0 Cl
~ •· ~-...
LOCATION: Seo Stto Plan, Figure 2
DATE COMPLETED: 5115101
LOGGED BY: E. Anders.en
D
I
~h-:h-r--~~~ I i ,s ~ ,o
SKETCH OF SOUTHEAST SIDE OF PIT
HORIZONTAL DISTANCE ~eel)
3 6 9 12
(·· f-·····t··
j
3j~
Loose, mottled reddish brown to grayish brown, •lightly \ lo silty, I
fine lo medium SAND, wllh rools, organics, moist \
' \
i l Old charcoal layer about 2~112 feet below north end ofprr. I \ ~ \ t-J
o C
--l )0 ' moist. ~
[~ECESSIONAL OUTWASH]
'C:i I + ··I '····'······! ··· ' I --·I"
Live tree rools at 6 feet. l-6
0
0 ,cs
-I o C
01
g-
12-
15-
Total depth"' 9 feel.
No ground water encountered during exeavation.
Significant sloughing below 5 feet.
1C::->-
f-9
\~~, ' r
m~+--tttr=nf-12 • ......... • ......... 1 ......... , ......... : ......... 1 ...
·····"·t·· ··-··:···
~~~___l___j___J__~ L.15
NOTE: This log of subsurface eanditions applies only al lhe specified locallon and on the date Indicated
and therefore m~ not necessarily be indicative of other times and/or locations.
um
HWAGEOSCIENCES INC
TPIT1 ~ QMJ~A. GPJ 6'18/01
KING COUNTY
REGIONAL COMMUNICATIONS AND
EMERGENCY COORDINATION CENTER
RENTON, WASHINGTON
F'ROJECT NO.:
LOG OF TEST PIT
TP-13
PAGE: 1 or 1
99075 FIGURE: A-19
,. l>-1>·· •·
EXCAVATION COMPANY: Mark Har1ow ConslrucfJon
EXCAVATING EQUIPMENT: Cat Ef208 Track Moun1ed Excavalor
SURFACE ELEVATION: 339 ~ Feet
.;
5
';' u
-' ,g_ 5 -' t 0 "' m "' ::; u w >-U)
(l "' :, DESCRIPTION
'-
C
' . ,.
n: w
w m "' I-:, "' z w
i w I-
iJ n: w
"f:.
0
'
n: w
i z :,
0 n:
Cl 0 3
LOCATION: See Site Plan, Figure 2
DATE COMPLETED: 5115/01
LOGGED BY: E. Andersen
SKETCH OF NORTH SIDE OF PIT
HORIZONTAL DISTANCE (feet)
6 9 12
----.....
I
t
0....,1 I SP I Dense lo medium dense, brown, clean to slightly silty,~
SAND, moist.
15 ~
~--;--r~t---,---,~t--,--,~+-~~~+--~~__:jrO
[FILL] r--\+ .... ; ... -'.------···!··-··· : : I-
Medium dense, mottled reddish brown, slightly smy, m\m ~
SAND, with roots and organics.
S-1
-1~·· ... ··.·· .. •.· S? ·· SM
3---j .· ·.
j ·>· SP
I-
f---+-~f--+-~f--+-~f--+-~;--+-~f---i-~f--+-~~~f-3
moist.
[RECESSIONAL OUTWASHJ
6-Uve tree roots al 6 feet.
\0 s"A ,1
L -I··
,.3
I ····I -· I ---•-···I --1
-t GP Medium dense, gray, sandy GRAVEL, with occasional cobbles,
o{j moist
==-r=K-. . ) f-6
........ • ......... •. ·-!·····-;--··-·•· --11-~ _i:pj······· .J ... : ·:::::::::::; .. + .. : -I o0 C
• C':,'
9-I O (
0
f--f-~--i--t~+---;~-+-~~--+~-t-~~-;-~t--+~~--1f-9
' -I~
-If ~i I 12:;i
"\ Discontinuous pocket of medium stiff, mottled reddish brown and /1 0 S \ \
GP I \~:~;:::n~:~~ Tde~.I:~~;; ~~6tEL, moist. .. Occasional_;
4 ., I-~~~~~12 cobbles.
=J:u:i:µy_j_J_j__J___J__J__,_~ '--15
Total dep!h = 13 feet
15-
No ground waler encountered during excavation.
NOTE: This log of subsurface conditions apPUes only al the specified location and on the dale Indicated
and therefore may not necessarily be lndfcatlve or other limes and/or locations.
mm,
HWAGEOSCIENCES INC
TPJT15 90075A.GPJ 8118'01
KING COUNTY
REGIONAL COMMUNICATIONS AND
EMERGENCY COORDINATION CENTER
RENTON, WASHINGTON
PROJECT NO.:
LOG OF TEST PIT
TP-14
PAGE: 1 of 1
99075 FIGURE: A-20
I ' >-" t,.;:. •· ~-
EXCAVATION COMPANY: Mark Harlow Conslruction
EXCAVATING EQUIPMENT: Cal E1208 Track Mounted Excavslor
SURFACE ELEVATION: 328 :i: Feet
,,;
5
C
w
1,, .. ,
0:: 0:: w ., w
-~ ~ ·• , .•
LOCATION: See Site Plan, Figure 2
DATE COMPLETED: 5/15/01
LOGGED BY: E. Andersen
C u • =' ~ _, 0
1: 0 "' I-., "' 11. ::; u w ,. "' 0 "' ::,
ol[1TF \ j!: z
uJ w
It ~) ~ ::;
< DESCRIPTION "'
Medium dense, dark brown lo reddish brown, silty, gra'~ne to I
medium SANO, with roots, organics, and some charcoal rrag~
Glass baffle al about 6 Inches.
~
"' i w
I-
0:: z
w ~ j!:
0 (!) 0 3
HORIZONTAL DISTANCE (feeQ I I ' ' j!: I·· I,, I,. I ,.1 !·····+·----···+ ..... : .... : ' ' lrO
SKETCH OF WEST SIDE OF PIT
6 9 12
r-·· I-
[FILLJ
I-
3 ~btd1····· 1--+~-'.--t~-;---;e--+~+--+~+---;~-;...~1--+~-.---jf-3
o GP
"iJ [y
,o C
to 8-inch cobbles. \ I ~ .,
[RECESSIONAL OUTWASH] C ---------~ r: 6-j 00 t
,cs
0 t
_J llll
~ . I f-6
.. ·,::::::::: ..... ::::::.r ··: .... ::::1. : :
9-Total depth= 8 feel.
Significant cavingfsloughfng below 6 feet.
No ground wat,er encountered during excavation. \._________,,
12-
15-
NOTE: This log of subsurface conditions applies only at the specified locatlon and on the date indicalad
and therefore may nol necessarifV be lndleallve of other l[mes andfor locallons.
IJ~
HWAGEOSOENCES INC
.....,,-,.~o: ........ -.o:& t'!DI IU4111111"14
KING COUNTY
REGIONAL COMMUNICATIONS AND
EMERGENCY COORDINATION CENTER
RENTON, WASHINGTON
\
f-9
~
: ....... : ...... f--····-·--..
: ) .. ~12 ; F _,_ · -H--""
PROJECT NO.;
LOG OF TEST PIT
TP-15
PAGE: 1 or 1
99075 FIGURE; A-21
I • .. . .. .... ~
EXCAVATION CO,.,V,ANY: Mar1c Harlow Construction
EXCAVATING EQUIPMENT: Cal E120B Track Mounted Excavator
SURFACE ELEVATION: 320 ± Feet
vi
~
0-0
~ g ..J 5
"'
'"
"' UJ
UJ m f'! ::. .,
z I!! llJ llJ
"' ~ ~
LOCATION: See Site Plan, F'1gure 2
DATE COMPLETED: 5115/01
LOGGED BY: E. Andersen
SKETCH OF NORTH SIDE OF PIT I t 0
<D ::. w >-Cl "' IIJ "' z
CJ) ~ llJ 5 0 i': HORIZONTAL DISTANCE ~eet) U) "' :, DESCRIPTION 0 "' 0 3 6 9 15 ~ ~r-r-t--r----r--+--r--:----t~----,-~:__~..--:;rO 12
Soft, very dark brown, very sandy, organic SILT, moist, grass o, ITTT
, ......... ; ......... '.----·--·I~ ~ c\:,',l-=c=--h roots.
',-~---~,---=o~•~so=IL._~==:c--=====-
Med;um dense to dense, gray, ~an, sandy GRAVEL,"' b \ l . . l , . l , l . . I , , I o C
01
3-j ,cs
o C
0
, C's
Occasional to numerous cobbles. Gravel and cobbles.:.. ...i ............ --! · ........ ; .. · --r .... · .... : .. · ·: .. · ........ :--------·:--------·I~ --to-~ . . .... .
[RECESSIONAL OUTWASHJ '-...._J • ' j ; ' • ; i r3
~ 0 [
0 \
0 D rs
I --··I .. ·/········'·······'· + ·I· '··· 1°
·············-············-······ . ( ···I~
··-:--·······;-I·········•
f---+---i~-+--+~+--+-~i---+---+~-'--+~+--+-~~r9
-
Total depth= 9 feel. \'---------,
-
12-
-
No ground waler encounlered during excavation.
Test pit sidewalls caved in al a depth of about 7 feel.
. . .......... 1 ... ·-·· ;· I[
r12 tt+I!-ti=to+IJl ...... ~
~~~~~~J_____j____l____j_____j_____1___~~ c..15
-
15-
NOTE: This Log of subsurface conditions appUes only al (he specified location and on the dale indicated
and therefore may not necessarily be Indicative of other limes andfor locaiions.
u~
HWAGEOSCIENCES INC
TPrT15 99075A.GPJ etl8i01
KING COUNTY
REGIONAL COMMUNICATIONS AND
EMERGENCY COORDINATION CENTER
RENTON, WASHINGTON
PROJECT NO.:
LOG OF TEST PIT
TP-16
PAGE: 1 of 1
99075 FJGURE: A-22
I -' ... ~ ..
EXCAVATION COMPANY: Marie Harlow Conslrudlon
EXCAVATING EQUIPMENT: Cal E120B Track Moun!ecl Excavator
SURFACE ELEVATION: 340 :I: Feel
'" .,
:5
1;; u
~ _, 5
:,: 0 .,
•--la,-.,
0: w
w gj] .#
1--ID
0. ~ w >-0 (/)
-~ ~
~ ~
CJ DESCRIPTION ~ ~ J .,
u ., -
0-,,
Ms son, very dark brown, vary sandy, organic SILT, moist.
0:
~ ~ ., ;:: w
1--0
0: z
w CJ
F 0
(l'.
0 Cl 0 3
....... ,._ ·~ --,..J --,~ ·•
LOCATION: See Site Plan, Figure 2
DATE ~LETED: 5/15/111
LOGGED BY: E. Anders.en
SKETCH OF SOUTH SIDE OF PIT
HORIZONTAL DISTANCE ifeet)
6 g 12
l
15 i
[TOPSOIL] : ' ! ! ! ! '1 i : ·1ro
Loose, mottled reddish brown, slightty sllty to silty, slight ····-· ····-·· .. !····· .. ··/········· ·········1···· .. ·· l········· ·····----t--------!---······ ...... ) ...... .) ......... ~ SM
~I .. fine to medium SANO, moist. Roots extend lo about 24 S-1 i i i i
(WEATHERED RECESSIONAL OUTWASMJ .. ·······+···-·-+········ ·········(·····-+········ ~
3-i : :::;::iJ,~;fittf:trttittti;tit§!}¥t1tiih:;~····· G ' . 'f-3
--l GP rootlets moist.
~
G "M~e~d~,,~m=d~eo~,~.~,-o-d~e-o~-.-,-,a-y-,,-a-o_d_y~G~AA=v~E~L-,-m-o7is-t.---~~
o [RECESSIONAL OUTWASH]
~ o ,~~-,
0 D
6-j 0
0
,D·
.j oO C
,D'
9 -i o C o,
Contains cobbles below 6 feet.
One 12-inch boulder al about S feel.
~~~~-~----------------------~
-
Total depth= 10 feet
I I I I 1~6
~9
· ········,·········;·········1········<·········'·········1········<·········'·········1·········'·········'· ....... 1,
...... f .•••.••.• ;. ····--1 ........ f ..••••.•. : ......... ;. --1~
12-No ground water encounlered during excavation,
Minor lest pit sloughing below 6 feel. 't--t'--M=l::=i:---r--t--t-+---t--:--t--t-~~--J~12
, ......... , ......... , ......... ,,
15-'---.=:i:,,=ie="='T1--.i.-'\,-l-j__:__.J__:__j__J__j__:___J '-15
NOTE: This log of subsurface conditions applies only al lhe specified location and on lhe date Indicated
and therefore may not ne~~~~l_!_ly_ be Indicative or other limes and/or locations.
IJ~
HWAGEOSQENCES INC
TPm!'i Q(:1["17!'iA ~P.I !V1PJn1
KING COUNTY
REGIONAL COMMUNICATIONS AND
EMERGENCY COORDINATION CENTER
RENTON, WASHINGTON
PROJECT NO.:
LOG OF TEST PIT
TP-17
PAGE: 1 or 1
99075 FIGURE: A-23
TEST PITS LOCATIONS AND LOGS FROM SURVEY AND
MAINTENANCE STRUCTURE SOILS INVESTIGATION
2001 KING COUNTY MATERIALS LABORATORY
GEOTECHNICAL REPORT
--I" = JO'
<( /
,/
,/
/
/
/
/
/
/'
I
I
I
I
) ~ ---= = = = = -= = = = = = ' ilJ"--
/ ________J
I • /
-0 -/'
/ \ f' 1,y
/ 0 TP-4
/ v,i--v--;
_i[ 1-·~·~ T~,)
Q O TP-6
' I=/-. -=-~ // ~1 -0 -',--:,.:'._ f I ~
; I ' TP-1
').
/ ~'
' !/ \
D TP-2
-->-
0 TP-3
.""'
I 1 ,,,-= = = = = = .= = = = = 1 r = = --= = =, =
LEGEND ' ~· 1 · King County Survey and
,••K ""' ,..,o~
0 TP-6 TEST PIT LOCATION
AND NUMBER
lonioc nar, ----+--J
" I ••11 ... -"j DAit
BUILDING B
rro MOH• ---~-=
PAO.:CCJ l'o
SIJAY(Y Ho ---~---
MA!Hl(NA~ 111\/ISIOH ti•·-·-
Environmental Building
4) I ® '""' KlllG COUNTY OEPr. OF IRANSPORTATION ~tr 1
HlJ\. IOUY(~. 0'"£CIOII
~
RENTON FACILITIES 1
-si1rrrs = Fi£ure 3· = -~ 511( PLA"
LOG TEST PIT
TEST PIT NO. 1
PROJECT: Survey Building Renton Campus. DATE: May 11, 2000
START: 0700
FINISH: 0730
BORING LOCATION: S.E. corner of Building
EXCAVATION METHOD: Case 590 Backhoe
EXCAVATOR: King County
DEPTH TO WATER: Caving:
LOGGER: D. Armstrong
DA TE CHECKED:
I ELEVATION/ I
DEPTH
100 To
t
~
99 _i_. ~
98 -<-2
.
95 -j._s
94 -.1-6
.
93 ~.L.... 7
SOIL SYMBOLS
SAMPLER SYMBOLS
AND FIELD TEST DATA
~ ... .....
r1 • • ., I •• ~ .
:-.•. •· •. ···~ lo-.~-
• 1-· ..... .. ~··· ........
r-
~;
;-•.• ·-["'· .. . ..
••• ••• : ... .. ' •••• • ~ ,. -.
I
uses
.
.
.
SM
GP
Description
Sod and topsoil.
Brown poorly graded gravel with sand,
moist, medium dense. (fill)
Dark brown silty sand with gravel,
-moist. medium dense. ,
Red brown silty sand with gravel, moist,
dense. --·---
Brown poorly graded:gravel with sand, i
occasional cobble~,. dry, dense.
-
.
-
Test Pit locatwns were taped from ad1cent buildings .. Test Pit
elevations are relative to Test Pit 1.
KING COUNTY MATERIALS LABORATORY
Moist
1,1
2.9
I
-200
l>l
0.9
Remarks
PLATE NUMBER A-1
-
.
.
.
-'
-
..
.
-~
-
-
.
.
.
.
.
.
.
-
::::--·,
-
LOG TEST PIT
TEST PIT NO. 2
PROJECT: Survey Building Renton Campus. DATE: May 11, 2000
BORING LOCATION: Sout Central part of Building START: 0730
EXCAVATION METHOD: Case 590 Backhoe FINISH: 0800
EXCAVATOR: King County LOGGER: D. Armstrong
DEPTH TO WATER: Caving: DATE CHECKED:
l
r:;ELEV;-;:c;A~T~IO~N~/-r-l~S~O~!L;-;:S~YMB:;;;;;;DLSc-;-~,--~-,~~~~"----~~~~~~~~~~~-r-=-.:..:..:;==-.:._,-~~~~~-· ·
SAMPLER SYMBOLS uses Description Moist -2 oo Remarks
DEPTH AND FIELD TEST DATA (%) (%)
100 --o
..
97 --3
.
94 --6
.
rr '. '. '.. j ' ' ' 1
• .J .J, ~
' .J .J..; '
', X <
I , X
1V )' . , ,
:~.
. Jl •
;.: '
f •
l
~
l i . ,,.
•·I!
...
~ . "" ... • • • •
~ .. I .... • • f• I .. .
I
-
-
-
-
GP-
GM
Sod and topsoil.
Black poorly graded gravel with silt and
sand, moJSt, medium dense. (fill)
Red brown to brown poorly graded
gravel with silt and· sand, moist, dense.
GP Brown poorly graded gravel with sand,
occasional cobbles, moist, dense
Test Pit locations were taped from adj cent buildings. Test Pit
elevations are relative toTest Pit 1.
KING COUNTY MATERIALS LABORATORY .. -· --····--
-
.
. '
-I
I
-
I
6.8 6.9 .
.
-
-
-
-
.
.
PLATE NUMBER A-2
-
LOG TEST PIT
TEST PIT NO. 3
PROJECT: Survey Building Renton Campus. DATE: May 11, 2000
START: 0800
FINISH: 0830
BORING LOCATION: South west corner of Building
EXCAVATION METHOD: Gase 59.0 Backhoe
EXCAVATOR: King County
DEPTH TO WATER: Caving:
LOGGER: D. Armstrong
DATE CHECKED:
I ELEVATION/ I
DEPTH
g" -
95 -
,, -
93 -
SOIL SYMBOLS
SAMPLER SYMBOLS
AND FIELD TEST DATA
• ... ~·· ., ..
.. "f ...
• • ·*" .... . ,
•• • •t·.!
.. ·!"·
•.. 1 \" .
... ···r 'r'-J'•,
;, •r
I
uses
-
-
SM
-GP
.
,. -
Descript.ion
Sod and topsoil.
Red brown silty sand with gravel, moist,
medium dense.
Brown poorly graded gravel with sand,
moist, dense.
Test Pit locations were tapedfrom adjcent buildings. Test Pit
elevations are relative to Test Pit I.
KING COUNTY MATERIALS LABORATORY
Moist
(%)
-200
I %1 Remarks
PLATE NUMBER A-3
-
-
.
.
-
. ~
< ·,
-_o
. ·• i;
-
-
.
.
..
-
.
I
-
I
ii
II I'
LOG OF BORING
BORING 4
PROJECT: Survey Building Renton Campus.
BORING LOCATION: North east Corner of Building
DRILL METHOD: Case 590 Backhoe
DATE: May11,2000
START: 0830
FINISH: 0900 DRILLER: King County
DEPTH TO WATER: Caving: LOGGER: D. Armstrong
DA TE CHECKED: I ELEVATION/ I SOIL SYMBOLS
SAMPLER SYMBOLS uses Descriptl.on
DEPTH AND FIELD TEST DATA .
~o
~I
-.
Sod and brown silty sand with gravel ~ -J .., ,I '1 moist loose. (topsoil) ~ ./ " ..I ~ t 4 U ~ 100 -., .., .., .J
~ .J -J ..I '1
~ ./ -J .,-j
I . . ., .., " I
r1
~-: l
-
. GP-Brown poorly graded gravel with silt and ' , GM
sand, occasional cobbles, moist, medium . ~~ " -• I• dense .
~
•
f-2
~ ,,
" • C
t . -~ • 98 -I l -! IIJ'J ~1
' _, .
f' :•
: .
•• .
"t I~
•
-~ ~ t •
·i 1" • • GP Brown poorly graded gravel with sand, } • . ':. • occasional cobbles, moist, dense
96 --f .. • ' • # .,. ' f •
r -!: •... I
• -.,!' f-5 • 1, ••• r • . • •
95 -. ., :
• ....
• ••• • -, •• . •t :t ' . .~ .. , .
94 -•• • •r .... •' • .. .,.
f-7
I
Test Pit locations were taped from adj cent /mi/dings. Test Pit
elevations are relative to Test Pit J,
KING COUNTY MATERIALS LABORATORY
Moist "200
l!k] (l.l Remarks
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PLATE NUMBER A-1
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11
ii
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11
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LOG,TiEST PIT
TESTPITNO. 5
PROJECT: Survey Building Renton Campus. DA TE: May. 1 l, 2000
START: 0900
FINISH: 0930
BORING LOCATION: North central portion of the building
EXCAVATION METHOD: Case 590 Backhoe
EXCAVATOR: King County
DEPTH TO WATER: Caving:
LOGGER: D. Armstrong
DATE CHECKED:
I ELEVATION/ I SOIL SYMBOLS
SAMPLER SYMBOLS
DEPTH AND F'IELD TEST DATA
"T
99 -' -1
.
98 -L2
97 --J
l
96 --4
95 --s
94 -~6
.
93 -l-7
-~
~ 1 u, ~ ""° t,,. 1 ,, ,
, , ,
, , ,
~
I: I . . . . . .
. ' .. . --. . -
' ....
--.. ...
... •! I:.: ....
"' .. ~• ....... ..
---1 -
-.
-
-
-
uses
GP-
GM
SP
Description
Sod and black silty sand moist loose.
(topsoil)
Brown poorly graded gravel with silt
and sand, occasional cobbles, moist,
medium dense.
Brown poorly graded sand with gravel,
moist, dense .
GP I Brown poorly graded gravel with sand,
occasional cobbles, moist, dense
... ___ ,.._~~~...:---:~.,<'.).;.;\--~-... ~F~·-,·,-·:=_,·::~·.
· Test;Pit locdiions{wei;;taped!from""adfcent buildfngs: Test Pit ele:vations:are:relanvi to TestPit I . . -"""' " .. ------~-·--. ·---
KING COUNTY MATERIALS LABORATORY
Moist -200
(%) (%) Remark.a
PLATE NUMBER A-5
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LOG TES,T PIT
TEST PIT NO. 6
PROJECT: Survey Building Renton Campus.
BORING LOCATION: Northwest" corner of Building
EXCAVATION METHOD: Case, 590 Backhoe
EXCAVATOR: King County
DEPTH TO WATER· Caving:
1
ELEVATION/
1
SOIL SYMBOLS
SAMPLER SYMBOLS uses Description
DEPTH AND FIELD TEST' DATA
-
DATE: May 11, 2000
START: 0930
FINISH: 1000
LOGGER: D. Armstrong
DA TE CHECKED·
Moist -200
(%") (>) Remarks
'°T 9 l : ~ ~
Sod and Black gravel with silt and sand, I moist, loose. (Topsoil)
r '. '.: j
~ , "t' -
' ••; GP Brown poorly graded gravel with sand, i • • l~-~~ moist, dense. ,J I ....
' I • . .~ .... \. ·=
l ... ~·.-
' • • ' .. .. ,c:.
1 #' I r.,t'
97 _L 3 .·':J;
' ...... -
' ... ~ .. -,·7~
~ ...._,_ .. ~c; ----"'' "' ~--~ .._., ...
----"--· ;:._-, .~ " -~ i:..:::.:.....,. ·----~ -~-' -· ·'--"--.... _ -~;..;::-.··~~ ; -----~: .......
96 -'--, --' I I ·~ -I
,,.. ... r..~' I 1 ---~ .. _.------
"" ,+ ,_~ .. ..........
~ •.
... z:--..
J, ••••••• • .. .. . ....
•· -• r-• Ir •• .. .I ... : .. ,:• •· '' .. .. '
~ • .. • •·!!1 -" -l---7
,_ -·-·----·-l ·--·-
----" ':_':", . ..:.. ~-
!._---;...:-." :.-·. -.· ... _,,.....,;, •-.:--· __ _;_;,:, .... ' : .... .. ~
. -.--· .. · --·--....
PLATE NUMBER A-6
KING COUNTY MATERIALS LABORATORY
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KEY TO SiYIVIBOLS
Symbol Description
Strata symbols
" " " " ~
iJ J.;.;.; -
~ ..I ~· J .; -
~ .... J J " -
J" .; .,
:.-• , •• I
I •• • ~ ~
Topsoil
Fill
Silty sand
Poorly graded gravel
Eoorly _ g_raded gravel
with silt ·
Poorly graded sand
. -Misc_ Symbols· .. -~-.,,,,.,....~~~-
--J .c""" ···:~ -:;-, .. ~_,·;-.s:.-:-c-""::~-. -. --. T Bottom of Test P:i'.:t
Soil Samplers
~· Grab sample from T·est Pit Wall
Notes:
-.· .. ·
1. Test Pits were excavated on May 11, 2000 using a Case 590 Backhoe.
2. Test Pit locatianEr.,were._taped frorrc_the adj cent buildings. Test Pit 1.
elevation was assumed to be :too Ft. for drafting purposes and the
remaining Test Pit-elevations were measured relative to Test Pit l.
1 3. Results of tests conducted on samples recovered are reported on the
logs.
4. These logs are subject t:o·the limitations, conclusions, and
recommendations in this report.
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