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_��r.ai Assessments and
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' � Project No. KE980433A
August 1, 2008
Sustainable Development Services
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August 1, 2008
Project No. KE980433A
Renton New Life Church
c/o Church Development Consultants, Inc.
P.O. Box 1526
Duvall, Washington 98019
Attention: Ms. Kathi Bresler
Subject: Subsurface Exploration and
Final Geotechnical Engineering Report
Renton New Life Church Building and Parking Lot Additions
15711 152"a Avenue SE
King County, Washington
Dear Ms. Bresler:
We are pleased to present the enclosed copies of the referenced report. This report
summarizes the results of our subsurface exploration and geotechnical engineering studies and
offers recommendations for the design and development of the proposed project. Our
recommendations are based on project plans that were current at the time it was written. We
should be allowed to review our report and modify our recommendations, if warranted, if
substantial changes are made to the current design proposal.
We have enjoyed working with you on this study and are confident that the recommendations
presented in this report will aid in the successful completion of your project. If you should
ha��e any questions or if«�e can be of additional help to you, please do not hesitate to call.
Sincerely,
ASSOCIATED EARTH SCIEI�CES, INC.
Kirkland, VVashington
Kurt D. Merriman, P.E.
Principal Engineer
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KE9fi0433A?
Proj ects',19980�i33',K E',�v P
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42�-827-7701 425-259-0522 ?�3-�2?-?992
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SUBSURFACE EXPLORATION AND
FINAL GEOTECHNICAL ENGINEERING REPORT
RENTON NEW LIFE CHURCH BUILDING
AND PARKING LOT ADDITIONS
King County, Washington
Prepared for:
Renton New Life Church
c/o Church Development Consultants, Inc.
P.O. Box 1526
Duvall, Washington 98019
Prepared by:
Associated Earth Sciences, Inc.
911 5`� Avenue, Suite 100
Kirkland, Washington 98033
425-827-7701
Fax: 425-827-5424
August 1, 2008
Project No. KE980433A
Subsurface Exploration and
Renton New Life Church Building and Parking Lot Additions Final Geotechnical Engineering Report
King Counry, Washington Project and Site Conditions
I. PROJECT Al�� SITE CONDITIONS •
1.0 INTRODUCTION
This report presents the results of our subsurface exploration and final geotechnical
engineering study for the proposed building and parking lot additions. Our recommendations
are based on a current site plan dated July 1, 2008, and a current grading plan dated July 25,
2008, both prepared by Barghausen Consulting Engineers, Inc., the project civil engineer.
Existing and planned improvements within the project area and approximate locations of the
explorations accomplished for this study are presented on the "Site and Exploration Plan,"
Figure 1. We recommend that we be allowed to review and modify our recommendations, as
needed, if substantial changes are made to the currently proposed design.
1.1 Purpose and Scope
The purpose of this study was to provide subsurface data to be utilized in the design of the
project. Our study included a review of selected geologic literature, drilling exploration
borings, and performing geologic studies to assess the type, thickness, distribution, and
physical properties of the subsurface sediments and shallow ground water. Geotechnical
engineering studies were completed to determine the type of suitable foundation, foundation
design recommendations, floor support recommendations, anticipated foundation and floor
settlement, and pavement and drainage design considerations. This report summarizes our
current fieldwork and offers development recommendations based on our present ,
understanding of the project. We recommend that we be allowed to review project plans prior
to construction to verify that our geotechnical recommendations have been correctly interpreted
and incorporated into the design.
1.2 Authorization
This report represents an update of our preliminary report for the project dated August 24, I
2005. Our scope of work was outlined in our proposal for this work phase dated June 30, �
2005. We were subsequentiy authorized to proceed by means of a signed copy of our
proposal. This report has been prepared for the exclusive use of the Renton New Life Church,
Church Development Consultants, Inc., and their agents for specific application to this project.
Within the limitations of scope, schedule, and budget, our services have been performed in
accordance with generally accepted geotechnical engineering and engineering geology practices
in effect in this area at the time our report was prepared. No other warranty, express or
implied, is made.
August 1, 2008 ASSOCIATED EARTH SCIENCES, INC.
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Subsurface Ezploration and
Renton New Life Church Building and Parking Lot Additions Final Geotechnical Engineering Report
King County, Washington Project and Site Conditions
2.0 PROJECT AND SITE DESCRIPTION
The project will include construction of a new building immediately adjacent to the west side
of the existing church building at the site. Additional improvements will include construction
of a new paved fire lane around the south side of the buildings, construction of a rockery along
a portion of the new fire lane, extending the existing parking lot northward into the existing
sports fields, and improving an existing bridge across Madsen Creek near the northwest corner
of the existing parking lot. The new building will be approximately rectangular in plan view,
and will measure approximately 275 by 145 feet. Planned finished floor elevation for the new
building is 130.27 feet, which matches the existing adjacent building. Based on the planned
finished floor elevation and topographic data included on previously referenced site plans, it
appears that up to approximately 6 feet of structural fill will be required beneath the building.
The proposed new rockery will face a grade separation formed primarily by a cut, and will be
up to approximately 5 feet tall. We anticipate that the new paved parking area will be
constructed close to existing grades.
The site is located at the existing Renton New Life Church. The existing church includes a
building with finished floor elevations ranging from approximately 118 to 130 feet, portable
buildings south of the�existing building, a gravel parking lot west of the existing building, and
a paved parking lot north of the existing building. The existing permanent buildings are
supported by augercast pile foundation systems. A grass sports field and playground are
located north of the existing parking lot. A grass field is located on the west part of the site
and is accessed by a wood bridge west of the playground.
3.0 SUBSURFACE EXPLORATION
Our field study included advancing 22 exploration borings during several phases of work to
gain information about the site. The various types of sediments, as well as �he depths where
characteristics of the sediments changed, are indicated on the exploration logs presented in the
Appendix. The depths indicated on the logs where conditions changed may represent
gradational variations between sediment types in the field. If changes occurred between
sample intervals in our exploration borings, they were interpreted. The approximate
exploration locations are noted on the "Site and Exploration Plan," Figure 1, attached with this
report. It should be noted that the exploration borings included with this report were drilled
during several exploration phases to support various previous design proposals. Our previous
studies have addressed the child care addition constructed in 1998, and preliminary design
studies for several subsequent proposals that have not been constructed.
The conclusions and recommendations presented in this report are based on the 22 exploration
borings completed for this study. The number, locations, and depths of the explorations were
completed within site and budget constraints. Because of the nature of exploratory work below
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Subsurface Ezploration and
Renton New Life Church Building and Parking Lot Additions Final Geotechnical Engineering Report
King County, Washington Project and Site Conditions
ground, extrapolation of subsurface conditions between field explorations is necessary. It
should be noted that differing subsurface conditions may sometimes be present due to the
random nature of deposition and the alteration of topography by past grading and/or filling.
The nature and extent of any variations between the field explorations may not become fully
evident until construction. If variations are observed at that time, it may be necessary to re-
evaluate specific recommendations in this report and make appropriate changes.
3.1 Exploration Borings
The exploration borings were completed by advancing a 4'/a-inch, inside-diameter, hollow-
stem auger with track- and truck-mounted drill rigs. During the drilling process, samples were
obtained at generally 5-foot-depth intervals. The exploration borings were continuously
observed and logged by a geologist from our firm. The exploration logs presented in the
Appendix are based on the field logs, drilling action, and inspection of the samples secured.
Disturbed but representative samples were obtained from the exploration borings by using the
Standard Penetration Test (SPT) procedure in accordance with American Society for Testing
and Materials (ASTM):D 1586. This test and sampling method consists of driving a standard,
2-inch outside-diameter, split-barrel sampler a distance of 18 inches into the soil with a 140-
' pound hammer free-falling a distance of 30 inches. The number of blows for each 6-inch
interval is recorded and the number of blows required to drive the sampler the final 12 inches
is known as the Standard Penetration Resistance ("N") or blow count. If a total of 50 is
recorded within one 6-inch interval, the blow count is recorded as 50 blows for the
corresponding number of inches of penetration. The resistance, or N-value, provides a
measure of the relative density of granular soils or the relative consistency of cohesive soils;
these values are plotted on the attached exploration boring logs.
The samples obtained from the split-barrel sampler were classified in the field and
representative portions placed in watertight containers. The samples were then transported to
our laboratory for further visual classification.
4.0 SUBSURFACE CONDITIONS
Subsurface conditions at the project site were inferred from the field explorations discussed in
this report and visual reconnaissance of the site. As shown on the field logs, the exploration
borings encountered subsurface conditions at the exploration locations that were relatively
consistent.
August 1, 2008 ASSOCIATED EARTH SCIENCES, IR�C.
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Subsurface Exploration and
Renton New Life Church Building and Parking Lot Additions Final Geotechnical Engineering Report
King County, Washington Project and Site Conditions
4.1 Stratigraphy
Alluvium
The existing paving and topsoil were typically underlain by loose to medium dense, moist, silty
sand with trace gravel interpreted as alluvium deposits. Alluvium was deposited from flowing
water and is rypically relatively loose. Alluvial deposits aze considered suitable for support of
paving and lightly loaded floor slabs with proper remedial preparation. Foundations or other
structures with higher loads should not be supported on alluvium. The current design calls for
support of the planned building foundation loads on an augercast pile foundation system that
penetrates through the alluvium to suitable support soils below. Floor slabs will be supported
by structural fill in most areas, and foundation piles in the stage area.
Uashon or Pre-Vashon Undiff'erentiated Sediments
Below the alluvium, our exploration borings encountered typically dense to very dense, moist,
silry sand with gravel. This material was interpreted to be an older Vashon or pre-Vashon-age
deposit that has been glacially consolidated. At this site, undifferentiated sediments observed
� in our explorations are considered suitable for support of foundations, floor slabs, or paving.
Due to the depth at which the undifferentiated deposits were observed, we anticipate that
pavements and floor slabs will not be directly supported by outwash sediments. In the
explorations that have been completed to date for the planned building addition, the elevation
of the top of the undifferentiated sediments ranges from approximately 94 to 96 feet, which is
approximately 34 feet below existing grades.
Our observations and interpretations are generally consistent with published mapping for the
site vicinity as represented by Geologic Map of King County, Washington jdraftJ, by Derek B.
Booth, Ralph A. Haugerud, and Jill B. Sackett, 2002; and United States Geological Survey
(USGS) Geologic Map of the Renton Quadrangle, King County, Washington, Map GQ-405, by
D.R. Mullineaux (1965). These maps indicate that the site is underlain by alluvial sediments.
Ground water was observed in our exploration borings at depths varying from approximately
10 to 16 feet below the ground surface at the time of drilling. Variations in ground water
levels are possible due to changes in season, weather, on- and off-site land usage, and other '
factors. It should be noted that our site explorations are open for only a short time, and that ,
actual ground water levels might be closer to the surface than we measured in our explorations. j
August 1, 2008 ASSOCIATED EARTH SCIENCES, INC.
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Subsurface Fxploration and
Renton New Life Church Building and Parking Lot Additions Final Geotechnical Engineering Report
King County, Washington Design Recommendations
II. DESIGN RECOMMENDATIONS
5.0 INTRODUCTION
Our exploration indicates that, from a geotechnical engineering standpoint, the proposed
project is feasible provided the recommendations contained herein are properly followed. The
upper 10 to 34 feet of subsurface materials are loose and will offer support to pavement, floor
slabs, and foundations for lightly loaded ancillary structures with proper remedial preparation.
Substantial foundation loads should be supported on an augercast pile foundation system. The
following report sections provide specific geotechnical site development recommendations. ,
6.0 EROSION HAZARDS AND MITIGATIONS
As of October 1, 2006, the Washington State Department of Ecology (Ecology) Construction ,
Storm Water General Permit (also known as the National Pollutant Discharge Elimination �
System (NPDES] permit) requires weekly Temporary Erosion and Sedimentation Control I
_ (TESC) inspections for all sites 1 or more acres in size that discharge storm water to surface
waters of the state. The TESC inspections must be completed by a Certified Erosion and
' Sediment Control Lead (CESCL) for the duration of the construction. TESC reports do not
need to be sent to Ecology, but should be logged into the project Storm Water Pollution
Prevention Plan (SWPPP). If the project does not require a SWPPP, the TESC reports should '
be kept in a file on-site, or by the permit holder if there is no facility on-site. Ecology also
requires weekly turbidity monitoring by a CESCL of storm water leaving a site for all sites 1 '
acre or larger. Ecology requires a monthly summary report of the turbidity monitoring results '
(if performed) signed by the NPDES permit holder. If the monitored turbidity equals or
exceeds 25 nephelometric turbidity units (NTU) (Ecology benchmark standard), the project
best management practices (BMPs) should be modified to decrease the turbidity of storm water
leaving the site. Changes and upgrades to the BMPs should be continued until the weekly
turbidity reading is 25 NTU or lower. If the monitored turbidity exceeds 250 NTU, the results I
must be reported to Ecology within 24 hours and corrective action taken. Daily turbidity ,
monitoring is continued until the conective action lowers the turbidity to below 25 NTU.
In order to meet the current Ecology requirements, a properly developed, constructed, and
maintained erosion control plan consistent with the City of Renton standards and best
management erosion control practices will be required for this project. Associated Earth '
Sciences, Inc. (AESI) is available to assist the project civil engineer in developing site-specific '
erosion control plans. Based on past experience, it will be necessary to make adjustments and ,
provide additional measures to the TESC plan in order to optimize its effectiveness. '
Ultimately, the success of the TESC plan depends on a proactive approach to project planning
and contractor implementation and maintenance.
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Subsurface Exploration and I�i
Renton New Life Church Building and Parking Lot Additions Final Geotechnical Engineering Repon
King Counry, Washington Design Recommendations
The erosion potential of the site soils is high. The most effective erosion control measure is
the maintenance of adequate ground cover. Maintaining cover measures atop disturbed ground
provides the greatest reduction to the potential generation of turbid runoff and sediment
transport. During the local wet season (October 15` through March 315t), exposed soil should
not remain uncovered for more than 2 days unless it is actively being worked. Ground-cover
measures can include erosion control matting, plastic sheeting, straw mulch, crushed rock or
recycled concrete, or mature hydroseed.
Flow-control measures are also essential for collecting and controlling the site runoff. Flow
paths across slopes should be kept to less than 50 feet in order to reduce the erosion and
sediment transport potential of concentrated flow. Ditch/swale spacing will need to be
shortened with increasing slope gradient. Ditches and swales that exceed a gradient of about
7 to 10 percent, depending on their flow length, should have properly constructed check dams
installed to reduce the flow velocity of the runoff and reduce the erosion potential within the
ditch. Flow paths that are required to be constructed on gradients between 10 to 15 percent
should be placed in a riprap-lined swale with the riprap properly sized for the flow conditions.
Flow paths constructed on slope gradients steeper than 15 percent should be placed in a pipe
slope drain. AESI is available to assist the project civil engineer in developing a suitable
erosion control plan with proper flow control.
Some fine-grained surface soils are the result of natural weathering processes that have broken
down parent materials into their mineral components. These mineral components can have an
inherent electrical charge. Electrically charged mineral fines will attract oppositely charged
particles and can combine (flocculate) to form larger particles that will settle out of suspension.
The sediments produced during the recent glaciation of Puget Sound are, however, most
commonly the suspended soils that are carried by site storm water. The fine-grained fraction
of the glacially derived soil is referred to as "rock flour," which is primarily a silt-sized
particle with no electrical charge. These particles, once suspended in water, may have settling
times in periods of months, not hours.
Therefore, the flow length within a temporary sediment control trap or pond has virtually no
effect on the water quality of the discharge since it is not going to settle out of suspension in
the time it takes to flow from one end of the pond to the other. Reduction of turbidity from a
construction site is almost entirely a function of cover measures and flow control. Temporary
sediment traps and ponds are necessary to control the release rate of the runoff and to provide
a catchment for sand-sized and larger soil particles, but are very ineffective at reducing the
turbidity of the runoff.
Silt fencing should be utilized as buffer protection and not as a flow-control measure. Silt
fencing is meant to be placed parallel with topographic contours to prevent sediment-laden
runoff from leaving a work area or entering a sensitive area. Silt fences should not be placed
to cross contour lines without having separate flow control in front of the silt fence. A
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Subsurface Exploration and
Renton New Life Church Building and Parking Lot Additions Final Geotechnical Engineering Report
King County, Washington Design Recommendations
swale/berm combination should be constructed to provide flow control rather than let the
runoff build up behind the silt fence and utilize the silt fence as the flow-control measure.
Runoff flowing in front of a silt fence will cause additional erosion and usually will cause a
failure of the silt fence. Improperly installed silt fencing has the potential to cause a much
larger erosion hazard than if the silt fence was not installed at all. The use of silt fencing
should be limited to protect sensitive areas, and swales should be used to provide flow control.
6.1 Erosion Hazard Mitigation
To mitigate the erosion hazards and potential for off-site sediment transport, we would
recommend the following:
1. The winter performance of a site is dependent on a well-conceived plan for control of
site erosion and storm water runoff. It is easier to keep the soil on the ground than to
remove it from storm water. The owner and the design team should include adequate
ground-cover measures, access roads, and staging areas in the project bid to give the
selected contractor a workable site. The selected contractor needs to be prepared to
implement and maintain the required measures to reduce the amount of exposed
ground. A site maintenance plan should be in place in the event storm water turbidity
measurements are greater than the Ecology standards.
2. All TESC measures for a given area to be graded or otherwise worked should be
installed prior to any activity within that area. The recommended sequence of
construction within a given area would be to install sediment traps and/or ponds and
establish perimeter flow control prior to starting mass grading.
3. During the wetter months of the year, or when large storm events are predicted during
the summer months, each work area should be stabilized so that if showers occur, the
work area can receive the rainfall without excessive erosion or sediment transport. The
required measures for an area to be "buttoned-up" will depend on the time of year and
the duration the area will be left un-worked. During the winter months, areas that are
to be left un-worked for more than 2 days should be mulched or covered with plastic.
During the summer months, stabilization will usually consist of seal-rolling the
subgrade. Such measures will aid in the contractor's ability to get back into a work
area after a storm event. The stabilization process also includes establishing temporary
storm water conveyance channels through work areas to route runoff to the approved
treatment facilities.
4. All disturbed areas should be revegetated as soon as possible. If it is outside of the
growing season, the disturbed areas should be covered with mulch, as recommended in
the erosion control plan. Straw mulch provides the most cost-effective cover measure
and can be made wind-resistant with the application of a tackifier after it is placed.
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Subsurface Exploralion and
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King County, Washington Design Recommendations
5. Surface runoff and discharge should be controlled during and following development.
Uncontrolled discharge may promote erosion and sediment transport. Under no
circumstances should concentrated discharges be allowed to flow over
significant slopes.
6. Soils that are to be reused around the site should be stored in such a manner as to
reduce erosion from the stockpile. Protective measures may include, but are not
limited to, covering with plastic sheeting, the use of low stockpiles in flat areas, or the
use of straw bales/silt fences around pile perimeters. During the period between
October 151 and March 31S`, these measures are required.
7. On-site erosion control inspections and turbidity monitoring (if required) should be
performed in accordance with the Ecology requirements. Weekly and monthly
reporting to Ecology should be performed on a regularly scheduled basis. TESC
monitoring should be part of the weekly construction team meetings. Temporary and
permanent erosion control and drainage measures should be adjusted and maintained, as
necessary, at the tune of construction.
It is our opinion that with the proper implementation of the TESC plans and by field-adjusting
appropriate mitigation elements (BMPs) during construction, as recommended by the erosion
control inspector, the potential adverse impacts from erosion hazards on the project may
be mitigated.
7.0 SITE PREPARATION
Where existing pavement, buried utilities, or other structures are present below the planned
building, they should be removed. We recommend that, to the extent possible, the existing
paving and gravel parking area be used for construction staging. Any excavations below
planned finished grade for the purpose of demolition or utility relocations should be backfilled
with structural fill as described in this report.
Existing topsoil should be removed from areas where the new building, paving, or other
structures are planned. After topsoil stripping, remaining roots and any other organic debris
should be removed from structural areas. All soils disturbed by stripping and grubbing
operations should be recompacted as described below for structural fill.
After site stripping is complete, existing surficial loose soils should be addressed. In areas
where on-grade floor slabs are planned, we recommend excavation as needed to achieve
elevations at least 18 inches below planned floor subgrade. The resulting surface should be
proof-rolled with suitable equipment under the observation of the geotechnical engineer to
identify any soft or yielding areas that require compaction or further excavation to expose
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Renton New Life Church Building and Parking Lot Additions Final Geotechnical Engineering Report
King County, Washington Design Recommendations
suitable soils. The subgrade should then be compacted to at least 90 percent of the modified
Proctor maxunum dry density as determined by the ASTM:D 1557 test procedure for fill more
than 4 feet below final grade, and to 95 percent of the same standard for fill less than 4 feet
below final grade. Depending on season, site conditions, and weather conditions at the time of
construction, the use of a geotextile separation fabric, such as Mirafi SOOx, m ight be warranted
over the compacted subgrade prior to restoring the planned subgrade elevation with structural
fill. Pavement areas should be prepared in the same manner, however overexcavation only
needs to extend 1 foot below planned paving subgrade elevation. Fill placed in overexcavation
areas below floor slabs and paving should meet Washington State Department of
Transportation (WSDOT) Standard Specification 9-03.9(2) for Shoulder Ballast if wet weather
or site conditions are expected. If the earthwork and foundation portions of the project will be
under construction during seasonal dry weather, excavated soil can be aerated, dried, and
recompacted as structural fill. Reusing excavated soil as structural fill will require significant
but unavoidable effort on the part of the contractor to dry site soils during favorable dry
weather prior to compaction. The contractor should be awaze of this and should either include
costs for drying site soils, or for exporting the excavated site soil and replacing it with
unported fill material, as described above.
In our opinion, stable construction slopes should be the responsibility of the contractor and
should be determined during construction. For estimating purposes, however, we anticipate
that temporary, unsupported cut slopes in the alluvium can be made at inclinations of 1.SH:1V
(Horizontal:Vertical) or flatter. If excavation slopes are expected in structural fill, they should
be planned at angles of 1.0 to 1.SH:1V. Temporary excavations into the undifferentiated
deposits are not expected because these materials were observed 10 feet or more below existing
grades. The recommended slope angles assume that ground water seepage is not encountered,
and that surface water is not allowed to flow across the temporary slope faces. If ground or
surface water is present when the temporary excavation slopes are exposed, flatter slope angles
will be required. As is typical with earthwork operations, some sloughing and raveling may
occur and cut slopes may have to be adjusted in the field. In addition, WISHA/OSHA
regulations should be followed at all times.
Most of the on-site soils contain substantial silt, which makes them highly moisture-sensitive '
and subject to disturbance when wet. The contractor must use care during site preparation and
excavation operations so that the underlying soils are not softened. If disturbance occurs, the
softened soils should be removed and the area brought to grade with structural fill. The I
overexcavation and filling process will be least likely to disturb silty moisture-sensitive soils if �,,
excavation is completed with a wide-track bulldozer and fill is placed from an advancing fill
pad. Import fill could be used to construct temporary truck routes on the building pad 2 feet or
more above subgrade soils to facilitate truck traff'ic. In no case should export or import trucks,
wheel loaders, or other wheeled equipment be operated on unprotected subgrade soils.
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Subsurface Fxploration and
Renton New Life Church Building and Parking Lot Additions Final Geotechnical Engineering Repon
King County, Washington Design Recommendations
If winter construction is expected, crushed rock fill could be used to provide temporary
construction staging areas, if desired. The stripped subgrade should be observed by the
geotechnical engineer, and should then be covered with a geotextile fabric, such as Mirafi
SOOX or equivalent. Once the fabric is placed, we recommend using a crushed rock fill layer
at least 10 inches thick in areas where construction equipment will be used.
8.0 STRUCTURAL FILL
Structural fill will be necessary to establish desired grades. All references to structural fill in
this report refer to subgrade preparation, fill rype, placement, and compaction of materials as
discussed in this section. If a percentage of compaction is specified under another section of
this report, the value given in that section should be used.
After stripping, planned excavation, and any required overexcavation have been performed to
the satisfaction of the geotechnical engineer/engineering geologist, the upper 12 inches of
exposed ground should be recompacted to 90 percent of the modified Proctor maximum density
using ASTM:D 1557 as the standard. If the subgrade contains too much moisture, adequate
recompaction may be diff'icult or impossible to obtain and should probably not be attempted.
In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry
spalls to act as a capillary break between the new fill and the wet subgrade. Where the
exposed ground remains soft and further overexcavation is impractical, placement of an
engineering stabilization fabric may be necessary to prevent contamination of the free-draining
layer by silt migration from below. �
After recompaction of the exposed ground is tested and approved, or a free-draining rock
course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as
non-organic soil, acceptable to the geotechnical engineer, placed in mu�imum 8-inch loose lifts
with each lift being compacted to 95 percent of the modified Proctor maximum density using
ASTM:D 1557 as the standard. In the case of roadway and utility trench filling, the backfill
should be placed and compacted in accordance with City codes and standards. The top of the
compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the
location of the perimeter footings or roadway edge before sloping down at an angle of 2H:1V. �,
The contractor should note that any proposed fill soils must be evaluated by AESI prior to their i,
use in fills. This would require that we have a sample of the material 72 hours in advance to
perform a Proctor test and determine its field compaction standard. Soils in which the amount
of fine-grained material (smaller than the No. 200 sieve) is greater than approximately 5
percent (measured on the minus No. 4 sieve size) should be considered moisture-sensitive.
Use of moisture-sensitive soil in structural fills should be limited to favorable dry weather
conditions. The on-site soils typically contained 5 percent silt or more, and are considered
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moisture-sensitive when excavated and used as fill materials. Construction equipment
traversing the site when the soils are wet can cause considerable disturbance.
9.0 BUILDING FOUNDATION SUPPORT
The existing subsurface materials on-site present a risk of post-construction settlement.
Previous design studies on the site have considered various ground improvement techniques,
such as Geopiers. The ground 'unprovement techniques that were previously considered are
-not feasible at the location of the currently proposed building due to the depth below existing
grade to suitable support soils. Therefore, we recommend a pile foundation system for the
new building. Augercast piles were selected because this pile type provides a relatively high
capacity, flexible length, and significant local contractor experience base. Construction of
augercast piles also minimizes potentially damaging vibrations that might be associated with
driven piles. Recommendations for other diameters and/or pile types can be provided, if
requested.
10.0 GROUND MOTION
Structural design of buildings should follow 2006 International Building Code (IBC) standards
using Site Class "C". The 2006 IBC seismic design parameters for short period (Ss) and 1-
second period (S�) spectral acceleration values were determined by the latitude and longitude of
the project sites using the USGS National Seismic Hazard Mapping Project website'. The
USGS website interpolated ground motions at the project sites with a 2 percent chance of
exceedence in 50 years as Ss = 1.35, and S�= 0.46.
11.0 AUGERCAST PILES
We recommend that the construction of piles be accomplished by a contractor experienced in
their installation. Fill soils can have concrete, brick, wood, and other demolition waste in
them, and soils of alluvial origin may have gravel lenses or large cobbles present in them. It
may be necessary to have a backhoe present during pile installation to dig out obstacles and
backfill the excavation prior to drilling piling. If obstacles are encountered at depths where
removal with a backhoe is not feasible, it might be necessary to modify the pile layout to
replace piles that cannot be completed according to the original design. Observation of pile
installation by AESI is important to verify that the subsurface conditions observed at pile
locations are consistent with the observations in our subsurface explorations, and consistent
' (http://earthquake.usgs.gov/hazmaps/)
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with assumptions made during preparation of the recommendations in this report. The Ciri� of
Renton will likely require such inspections of foundation piles.
The augercast piles will gain support from end bearing and skin friction. Augercast piles are
formed by drilling to the required depth with a continuous-flight, hollow-stem auger. Fluid
grout is then pumped down the hollow stem under pressure as the auger is withdrawn.
Appropriately designed reinforcing steel cages are then lowered into the unset grout. A single
reinforcing bar is installed for the full length of the pile for transfer of uplift loads. Since the
grout is placed under pressure, actual grout volumes used are typically 15 to 50 percent greater
than the theoretical volume of the pile. Actual grout volumes for piles constructed through
some types of fill and alluvium can be much more. The pile contractor should be required to
provide a pressure gauge and a calibrated pump stroke counter so that the actual grout volume
for each pile can be determined. Typically, a nine-sack, minimum 4,000 pounds per square
inch (psi) grout mix is used for augercast piles.
Once complete, the piles would then connect to a pile cap and grade beam support system for
the building foundation. Typical allowable capacities for the augercast piles are given in
Table l. Development of the design capacities presented in Table 1 requires a minimum
overall pile length of at least 15 pile diameters.
To satisfy code-required length-to-diameter ratios, 18-inch-diameter piles are limited to 45 feet
in length. Allowable design axial compressive loads may be increased by one-third for short-
term wind or seismic loading. Anticipated settlement of the pile-supported foundations will
generally be on the order of '/z inch.
Table 1
Augercast Pile Recommendations
Vertical
Minimum Compressive Lateral
Pile Diameter Length Capacity Capacity Depth of Fi�rity Uplift Capacity
(inches) (feet)cn (1ciPs) (1ciPs)�x� (feet)�'� �ps�ca>
18 45 80 8 16 40
"' Pile tip elevations should be 94 feet or lower. Larger capacities can be achieved by longer piles; however, code-
mandated length to diameter ratios will require the use of piles more than 1 S inches in diameter for lengths
significantly in excess of 45 feet.
`=' Allowable lateral capaci[ies are for fixed-headed conditions (incorporation into pile caps and grade beam system), a�d
'/z inch of deflection at the ground surface. The allowable lateral capacity can be increased to 20 kips for 1 inch of
deflection at the ground surface.
`3i The depth of fixity does not include the code-required 20 percent increase for reinforcing cage design.
�4j Uplift capacity is based on minimum pile length of 45 feet.
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Piles with lateral spacing less than 6 pile diameters from another pile along the direction of
force should be considered to be in the zone of influence, and the lateral capacity and the
reduction factors presented below should be used. If the lateral contribution of the piles is
more critical to the practical design of the structure, we can provide a comprehensive lateral
pile analysis. Such an analysis would present lateral pile capacities taking into account the
interaction between piles.
Based on the loose conditions of the soils through which the augercast piles are to be
excavated, care should be taken in construction planning to allow grout time to set prior to
drilling adjacent piles. Typically, 24 hours or 1 day of set time is recommended for piles
closer than 3 diameters or 10 feet, whichever is greater.
11.1 Group Effects
Where piles are installed in groups and subject to lateral loading, reductions in lateral capacity
to account for group effects should be included in design. The effects of group performance
should be considered where piles are spaced closer than 6 pile diameters center-to-center and
are aligned in the direction of loading. Piles should not be spaced closer than 3 diameters
center-to-center to achieve full vertical and uplift capacity. If piles are staggered in the x and y
directions a minunum of 3 pile diameters, there is no reduction in lateral loading.
For the determination of individual capacities for load application parallel to the line of
spacing, the following spacing and reduction factors presented in Table 2 should apply. The
last pile in a row can be assumed to develop the full lateral capacity.
Table 2
Lateral Reduction Factors
Pile S acing Reduction Factor
6 diameters 1.0
5 diameters 0.8
4 diameters 0.6
3 diameters 0.4
12.0 FLOOR SUPPORT
Slab-on-grade floors are expected to support light loads, such as people and furniture. The
recommendations in this report are appropriate for light loads such as those described. If
vehicles, forklifts, materials storage, or other heavy loads are expected, we should be allowed
to offer situation-specific recommendations. Cast-in-place concrete floor slabs may be used
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over structural fill as recommended in the "Site Preparation" section of this report, or above a
system of augercast piles. If the new floor is supported above a new layer of structural fill, as
described in the "Site Preparation" section of this report, relatively loose alluvial sediments
will remain below the floor slab. The presence of loose alluvial sediments below a floor that is
supported on grade will result in a risk of larger than normal long-term settlement, in return
for substantial cost savings. If the risk of larger than normal future settlement cannot be
tolerated, we recommend that the floor be supported on the pile foundation system. Regardless
of the floor support method that is selected, the floor should be cast atop a minimum of 4
inches of washed pea gravel or clean crushed rock to act as a capillary break. It should also be
protected from dampness by an impervious moisture barrier at least 10 mils thick or otherwise
sealed.
13.0 DRAINAGE CONSIDERATIONS
All footing walls should be provided with a drain at the footing elevation. Drains should
consist of rigid, perforated, polyvinyl chloride (PVC) pipe surrounded by washed pea gravel.
The level of the perforations in the pipe should be set at the bottom of the footing at all
locations and the drain collectors should be constructed with sufficient gradient to allow
gravity discharge away from the building. In addition, all foundation walls taller than 3 feet
should be lined with a minimum, 12-inch-thick, washed gravel blanket provided over the full
height of the wall and which ties into the footing drain. Roof and surface runoff should not
discharge into the footing drain system, but should be handled by a separate, rigid, tightline
drain. In planning, exterior grades adjacent to foundations should be sloped downward away
from the structure to achieve surface drainage. These recommendations apply to conventional
shallow foundation walls and landscape walls less than about 4 feet tall.
14.0 CAST-IN-PLACE RETAINING WALLS
All backfill behind foundation walls or around foundation units should be placed as per our
recommendations for structural fill and as described in this section of the report. Horizontally
backfilled walls, which are free to yield laterally at least 0.1 percent of their height, may be
, designed to resist an active lateral earth pressure represented by an equivalent fluid of 35
pounds per cubic foot (pc fl. Fully restrained, horizontally backfilled, rigid walls which cannot
yield should be designed for an at-rest pressure of 55 pcf. Walls with sloping backfill are not
expected, but should be designed with appropriate slope surcharge pressures. We should be
allowed to provide specific slope surcharge pressures if walls with sloping backfill are used. If
parking areas are adjacent to walls, a surcharge equivalent to 2 feet of soil should be added to
the wall height in determining lateral design forces.
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As required by the 2006 IBC, retaining wall design should include a seismic surcharge
pressure in addition to the equivalent fluid pressures presented above. Considering the site
soils and the recommended wall backfill materials, we recommend a seismic surcharge
pressure of SH and lOH pounds per square foot (ps fl, where H is the wall height in feet for the
"active" and "at-rest" loading conditions, respectively. The seismic surcharge should be
modeled as a rectangular distribution with the resultant applied at the midpoint of the walls.
The lateral pressures presented above are based on the conditions of a uniform backfill
consisting of native soils or imported structural fill compacted to 90 percent of ASTM:D 1557.
A higher degree of compaction is not recommended as this will increase the pressure acting on
the walls. A lower compaction may result in settlement of the slab-on-grade or other
structures supported above the walls. Thus, the compaction level is critical and must be tested
by our firm during placement. Surcharges from adjacent footings, heavy construction
equipment, or sloping ground must be added to the above values. Perimeter footing drains
should be provided for all retaining walls as discussed under the section on "Drainage
Considerations."
It is imperative that proper drainage be provided so that hydrostatic pressures do not develop
against the walls. For walls less than 3 feet tall, the foundation drain, as recommended in the
"Drainage Considerations" section of this report, is expected to be adequate. For walls more
than 3 feet tall, a blanket drain is required. This would involve installation of a minimum,
1-foot-wide blanket drain for the full wall height using imported, washed gravel against the
walls. The drainage blanket should be continuous with and freely communicate with the
foundation drain.
Foundation wall footings/keyways surrounded with structural fill or alluvium may be designed
for passive resistance against lateral translation using an equivalent fluid equal to 200 pcf. The
passive equivalent fluid pressure diagram begins at the top of the footing; however, total lateral
resistance should be summed only over the depth of the actual key (truncated triangular
diagram). Passive resistance values include a factor of safety equal to 3 in order to reduce the
amount of movement necessary to generate passive resistance.
The friction coefficient for structures cast directly on structural fill, as described in this report,
may be taken as 0.34. This is an allowable value and includes a safety factor. The soil under
the footings must be recompacted to 95 percent of the above-mentioned standard, as
recommended in the "Site Preparation" section of this report, for this value to apply.
15.0 ROCKERIES
Rockeries may be used to prevent erosion of cut slopes; however, they are not engineered
structures, and we strongly suggest that they not be used in place of retaining walls, especially
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where important facilities are adjacent to them. Buildings should be set back from rockeries so
that a 1H:1V line extending up from the rear base of the rockery does not intersect the footing.
Rockery construction is an art that depends largely on the skill of the builder. We would like
to point out that although rockeries are commonly used, they sometunes require repairs and
should be considered long-term maintenance items. Care must be exercised in selecting a rock
source since some of the material presently being supplied in our area is soft and disintegrates
in a relatively short period of time. Samples of rock can be tested by AESI prior to their use
in rockeries. If a rockery is specified, 4 feet high or less, it usually will not require a permit.
Rockeries that retain fill soils greater than 3 feet in height should be geogrid-reinforced.
All rockeries should be supported on a native soil subgrade compacted to 90 percent of the
modified Proctor maximum dry density, as determined by the ASTM:D 1557 test procedure.
The following notes present rockery considerations. In addition, the contractor should confirm
that his configuration conforms to current City of Renton specifications.
l. In areas where existing fill is present, the base of the rockery should be started by
excavating a trench to a minimum depth of 36 inches below subgrade into firm,
undisturbed ground. This trench should extend a minimum of 2 feet in each direction
beyond the base rocks. The trench should be backfilled to a depth of 12 inches below
existing site grade with free-draining sand and gravel or crushed rock. If loose, soft, or
disturbed materials exist at the base of the trench, they should be removed and replaced
with free-draining sand and gravel or crushed rock. This backfill material should be
placed in lifts not exceeding S inches in loose thickness and compacted to a minimum of
95 percent of the modified Proctor maximum density using ASTM:D 1557 as the
standard. The gradation of the sand and gravel should be such that of the material
passing the No. 4 sieve, not more than 5 percent by weight should be finer than the
No. 200 sieve.
2. The base rock should have a minimum width (perpendicular to the line of the rockery)
of 40 percent of the height of the rockery and should be centered upon the zone of
compacted structural fill. All rocks should also meet the following weight
requirements:
Height of Rockery Minimum Weight of Rock
Above 5 feet 500/2,200 pounds, graded, top/bottom rocks
5 feet or less 500/1,000 pounds, graded, top/bottom rocks
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3. The rock material should all be as nearly rectangular as possible. No stone should be
used that does not extend through the wall. The rock material should be hard, sound,
durable, and free from weathered portions, seams, cracks, or other defects. The rock
density should be a minimum of 160 pcf.
4. Rock selection and placement should be such that there will be minimum voids, and in
the exposed face of the wall, no open voids over 8 inches across in any direction. The
rocks should be placed in a manner such that the longitudinal axis of the rock will be at
right angles or perpendicular to the rockery face. Each rock should be placed so as to
lock into two rocks in the lower tier. After setting each rock course, all voids between
the rocks should be chinked on the back with quazry rock to eliminate any void
sufficient to pass a 2-inch square probe. The rockery should be limited to 10 feet
in height.
5. A drain consisting of rigid, perforated, polyvinyl chloride (PVC) pipe enclosed in a 12-
inch-wide, pea-gravel trench should be placed behind the lower course of rock to
remove water and prevent the buildup of hydrostatic pressure behind the wall. This
drain should be tight lined to an approved storm water disposal location. The
remainder of the wall backfill should consist of quarry spalls with a maximum size of 4
inches and a minimum size of 2 inches. This material should be placed to a 12-inch
minimum thickness between the entire wall and the cut material. The backfill material
should be placed in lifts to an elevation approximately 6 inches below the top of each
course of rocks as they are placed, until the uppermost course is placed. Any backfill
material falling onto the bearing surface of a rock course should be removed before the
setting of the next course.
6. Any asphalt paving should be sloped to drain away from the rockery. In addition, the
areas above rockeries should be planted with grass as soon as possible after rockery
construction to reduce erosion and provide with a ditch to direct surface water away
from the rockery.
16.0 PAVEMENT RECOMMENDATIONS
The parking lot pavement for this project is expected to be supported by structural fill.
Pavement for this project is expected to include areas that will be used primarily for car
driving and parking. Some areas will also be subjected to heavy traffic, such as garbage trucks
and delivery trucks. We recommend that passenger car driveway and parking areas consist of
2.5 inches of hot mix asphalt, Class 1/z inch (HMA lh inch) (equivalent to Class B asphalt
concrete paving [ACP]) above 4 inches of crushed surfacing base course (CSBC) (WSDOT
Standard Specification 9-03.9[3]). Pavement for truck areas should consist of a minimum
section of 4 inches of HMA '/z inch over 6 inches of CSBC. All depths given are compacted
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depths. All paving materials, base course materials, and placement procedures should comply
with suitable standard specifications, such as the Washington State Department of
Transportation Standard Specifications for Road, Bridge, and Municipal Construction, or
other suitable specifications.
All structural fill and all native subgrades less than 4 feet below finished grade for a planned
paving area should be compacted to 95 percent of the modified Proctor maximum dry density,
as determined by ASTM:D 1557. Prior to structural fill placement or to placement of base
course materials over native subgrades, the area should be proof-rolled under the observation
of AESI with a loaded dump truck or other suitable equipment to identify any soft or yielding
areas. Any soft or yielding areas should be repaired prior to continuing work.
If desired, asphalt treated base (ATB) can be substituted for most of the CSBC and used to
provide a construction working surface. After the buried utilities are in place, the subgrade is
prepared, a 2-inch-thick leveling course of CSBC is placed, and the ATB is laid and
compacted. This ATB surface is then used for construction access, and once most of the heavy
construction traffic has subsided, any damaged pavement areas are repaired prior to final
surfacing with ACP. For this project, 4 inches of CSBC under passenger car areas can be
replaced with at least 2 inches of ATB with a 2-inch CSBC leveling course. Six inches of
CSBC under heavy traffic areas can be replaced with 3 inches of ATB over 2 inches of CSBC.
Surface-wearing layers of HMA '/z inch should be used above the ATB, as described above.
This is an optional substitution that can be used if paved construction staging is desired, but is
not required for structural purposes.
17.0 PROJECT DESIGN AND CONSTRUCTION MONITORING
Our recommendations are based on previously reference plans that were current at the time this
report was written. We are available to provide additional geotechnical consultation as the
project design develops and possibly changes from that upon which this report is based. We
recommend that AESI perform a geotechnical review of the plans prior to final design
completion. In this way, our earthwork and foundation recommendations may be properly
interpreted and implemented in the design.
We are also available to provide geotechnical engineering and monitoring services during
construction. The integrity of the pile foundations for buildings and of new pavement depends
'� on proper site preparation and construction procedures. In addition, engineering decisions may
have to be made in the field in the event that variations in subsurface conditions become
apparent. Construction monitoring services are not part of the current scope of work. If these
services are desired, please let us know and we will prepare a cost proposal.
August 1, 2008 ASSOCIATED EARTH SCIE�ti'CES, INC.
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We have enjoyed working with you on this study and are confident that these recommendations
will aid in the successful completion of your project. If you should have any questions, or
require further assistance, please do not hesitate to call.
Sincerely,
ASSOCIATED EARTH SCIENCES, INC.
Kirkland, Washington
.�p. MEqqi
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ruce W. Guenzler, P.E.G. Kurt D. Merriman, P.E.
Project Geologist Principal Engineer
Attachments: Figure 1: Site and Exploration Plan
Appendix: Exploration Logs EB-1 through EB-22
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August 1, 2008 ASSOCIATED EARTH SCIENCES, INC.
BWG/[b-KE980433A7-Projectsl199804331KEI WP Page 19
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APPROXIMATE LOCATION ��' -� , ' ` �
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OF EXPLORATION BORING �� .. . �__�-��� �"' -- -"' ' '.'''�
- =' � � � i �
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� Reference: BARGHAUSEN SCALE IN FEET
r
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L
� Associated Earth Sciences,Inc. SITE AND EXPLORATION PLAN FicuRE �
� � ,-; � � � � RENTON NEW LIFE CHURCH DATE 8/OB
� ���,! �' RENTON, WASHINGTON
PROJ.NO. KE98433A
�
M�
W
a
a
�
° 'o� Well-graded gravel and Terms Describing Relative Density and Consistency
? � o•$• �w gravel with sand,littie to Densi SPT�blows/foot
m c 'o� no fines Very Loose 0 to 4
m � > :o°o°o Coarse- Loose 4 to 10
> o �, ,�o 0 0 0 o Poorly-graded gravel Grained Sods Medium Dense 10 to 30
m � in wo'o�o GP TestSymbols
� ,o 0 0, and gravel with sand, Dense 30 to 50 -
o �� °o°°o° G=Grain Size .
0 0 , , o little to no fines Very Dense >50
c� a Z �o 0 0 0 �2 M=Moisture Content
Z � o Consistency SPT �blowsffoot A=qtterber9 Lirnics
� �� Silty gravel and silty Very Soft 0 ro 2 C=Chemical
o y � y • GM 9ravel with sand Fne- Soft 2 to a DD=Dry Densiry
� o � LL Grained Soils Medium Stiff 4 to B K=Permeab8ity
� �� o Stiff B to 15
� y � Clayey gravel and Very Stiff i 5 to 30
o � '" G� clayey gravel with sand Hard >30
� � Component Definitions
L o Well-graded sand and Descriptive Term Size Range and Sieve Number
m � :: Sw sand with gravel,little Bouiders Larger than�2'
`o LL ; : to no fines Cobbles 3'to 17
� �
m " '`�'�'�'� Gravel 3'to No.4(4.75 mm)
y � � ; .: ��� Poorly-graded sand Coarse Gravel 3�to 3/a•
v°> �� `'� � • SP and sand with gravel, Fine Gravel 3/4'to No.4(4.75 mm)
a � o v little io no fines
c m Sand No.4(4.75 mm)to No.200(0.075 mm)
� � z Coarse Sand No.4(4.75 mm)to No.10(2.00 mm)
N Silty Sand and Medium Sand No.10(2.00 mm)to No.40(0.425 mm)
y ° y SM silty sand with Fne Sand No.40(0.425 mm)to No.200(0.075 mm)
�° o d LL . gravel Silt and Ciay Smaller than No.200(0.075 mm) ',
_ �
� � sc Clayey sand and �3�Estimated Percentage Moisture Content
; ^" clayey sand with gravel Percentage by Dry-Absence of moisture,
� � Component yyeight dusty,dry to the touch
Silt,sand Silt, ravell silt, Trace <5 Sfightly Moist-Perceptibie
y g Y Few 5 to 10 moisture
m o M� silt with sand or ravel "
m � 9 Little 15 to 25 Mast-Damp but no visble
u� y r ( Wrth -Non-primary coarse water
o `—° � Clay of lOw to medium constituents: >15% Very Moist-Water visible but
`~ � n -Fnes content behveen not free draining
o �o � piasticity;silty,sandy,or
Z � = C� gravelly clay,lean clay s%and'I S% wet-vsible tree water,usualy
m =� from below water table
a �� — Organic clay or silt of low Symbols "
m � = OL plastiCity Blows/6'w
� _— Sampler portion of 6' Cement grout
o
�-
EXPLORATION BORING LOG
Number EB-1 Page 1 of 2
� � J Z W STANDARD PENETRATION
S E D I M E N T D E S C R I P T I O N a a- �� RESISTANCE
o ¢ o�� s�F�
� �
10 20 30 40
i Surface: Gravei ,
Damp, reddish-brown and brown, fine SAND, little silt, I 6 �
trace fine gravel. (Fill)
�
� ' �
------------------------------------------------------------------------------- '
�
• � I
Wet, mixed brown and gray, intermixed fine SAND with I ♦ 2 i
some silt and SILT, trace fine sand,with trace wood.
{Slide debris) ;
10 ' ,
-------------------------------------------------------------------------------- �
�
�
i
�
Wet, gray, silty fine SAND, little fine gravel. I �2 ;
(RecentAlluvium) , , ;
�
15 i '
�
i
� � � I�
� �
I ' . � �
�
-------------------------------------------------------------------------------- 20
�
� �
� �
Wet, gray SILT, trace fine sand. I 14♦ i �
� i
�
Wet to saturated, gray, fine SAND, some silt. �
(RecentAlfuvium) 25 ATD ; I �
I ` �
1 �,2 � I ;
�
� i �
30 ' � I
, i
i �
�
1 ; ,s�': ;
�
, --------------------------------------------------------------------------- ,
; � �
Subsurface condrtions depicted represent our observations at the time and bcation of this exploratory hole,modified by geologic
interpretadons,engineering analysis,and judgmer�t. They are not necessarily representative of other times and locations. We will not
accept responsibiGty for the use or interprefation by others of irrfortnation presented on this log. R@VIeW� By r-�
i
Associated Earth�Sciences, Inc. Renton Assembly of God
911 Fifth Avenue, Suite 100 Renton, Washington
� Kirkland, Washington 98033 KE98433G
Phone: 425-827-7701
Fax: 425-827-5424 October 1998
EXPLORATION BORING L�G ,
Number EB-1 Page 2 of 2 I,
� � J Z W STANDARD PENETRATION
S ED I M E N T D E S C R 1 P T I O N a a �� RESISTANCE
o a �� a���
� �
10 20 30 40
Saturated ra fine GRAVEL, some fine to coarse T 5$ ♦ I!
, 9 Y, .
40
�
45 i ! �
�
� I
� '
�
�
50 � ,
�I j
� I
� ; ',
I I II
55 I �
� I
60 ; �
I I
i II
�
� I�
i
� , �
65 ; � ;
I i i i�
� j I
� i !
� I
I i
Subsurface cond'itions depicted represent our observations at the time and bption of this exploretory hole,modified by geologic
irrterpretatlons,engineering anatysis.and judgmet►t. They are not necessan'ly representative of other times and locations. We w7 not
amept respons�bility for the use or interpretation by others of irtfortnation preseMed on this log. R@V I@WEd By i
Associated Earth Sciences, Inc. Renton Assembly of God
911 Fifth Avenue, Suite 100 Renton, Washington
Kirkland, Washington 98033 KE98433G
Phone: 425-827-7701
Fax: 425-827-5424 October 1998
EXPLORATION BORING LOG
Number EB-2 Page 1 of 2 -
� = w p� STANDARD PENETRATION
a a ?� RESISTANCE
SEDIMENT DESCRIPTION Q Q �� B�ows�oot
� �
� 10 20 30 40
Surface: Gravel '
Moist, brown, gravelly SAND with some wood. (Fiil) �
(Cuttings) ��
� Damp, reddish-brown, fine SAND, some silt, trace fine I
gravel. (Filf)
5
Moist, gray, fine SAND, some silt, trace fine gravel. T 9 i
(Recent Alluvium) �- I
�
wood debris in cuttings �p �
L ♦12
I
15 � I
�
� � �
�
� �
I .
2�
j , ;
I 9J i
�
2s � ;
------------------------------------------------------------------------------- ATD
Wet to saturated, gray, fine SAND, I'�ttle to some sift. I 8 ♦
(Recent Alluvium) I
30 i
---------;---------------------------------------------------------------------- �12 I �
Saturated, gray, fine GRAVEL, some fine to coarse T
sand trace silt. {Undifferentiated) 1 I
------------------------------------------------------------------------------- i
�
Subsurface condfions depicted represent our observations at the time and location of this exploratory hole,modfied by geologic
interpretations,enginee�ng analysis,and judgment They are not necessarily represer�tative of other times and locations. We nn'A not
accept responsbility for the use or iMerpretation by others of iMortnation presented on this log.
Reviewed By
Associated Earth Sciences, Inc. Renton Assembly of God
911 Fifth Avenue, Suite 100 Renton, Washington
Kirkland, Washington 98033
Phone: 425-827-7701 KE98433G
Fax: 425-827-5424 October 1998
EXPL�RATION BORING LOG
Number EB-2 Page 2 of 2
.
= W p� STANDARD PENETRATION
a a =� RESISTANCE
SEDIMENT DESCRIPTION Q Q �� Bi�oot
� �
10 20 30 40
grades to dense to very dense
Z 0/5"
BOH @ 38'
40
i
I
45 ; i
I
�
, I
�
�
I
�
�
50 � �
�
' �
1 �
;
5� I i
� ,
i
i
,
,
so !
, �
I
;
i �
I ,
i '
�, , �
65 �
�
I �
�
�
� I
Subsurface cond'Rans depicted represeM our observations at the time and location of this expbratory hole,mod'died by geologic
interpretations,engineering anatysis.and judgment They are not nec8ssarBy represerrtative ot other tunes and locations. We Mnll not
accept responsibiGty tor the use or interpretation by others of intortnation presented on this iog. ReviBW2d By �
Associated Earth Sciences, Inc. Renton Assembiy of God
911 Fifth Avenue, Suite 100 Renton, Washington
Kirkland, Washington 98033 KE98433G
Phone: 425-827-7701
Fax: 425-827-5424 October 1998
EXPLORATION BORI NG LOG
Number EB-3 Page 1 of 2
= W p� STANDARD PENETRATION
SEDIMENT DESCRIPTION a a �� RESISTANCE
o Q o�� Bio�F�t
� �
10 20 30 40
Wet, brown, fine sandy GRAVEL, trace silt. (Fill) I ♦23
�
--------------------------------------------------------------------------- 5
i
Wet, gray, fine SAND, some silt, trace wood. g� j
(Recent Alluvium) � i
10 ' I
;
----------------------------------------------------------------------------- ' � �
I ' ;
Saturated, gray, fine SAND, some silt. (RecentAlluvium) I 4 �
� I
�
15 � I
—� I
ATD ,� I
I � �
6 � , �
,
2� ;
grades with little fine gravel I f� j �
I
25
�
Saturated, gray, fine to coarse, sandy GRAVEL, I 7♦
trace cobbles. �
30 I
� �
I I
1 � !
-------------------------------------------------------------------------------- 29
' �
Subsurface conditions depicted represent our observations at the time and location of this expbretory hole,modified by geologic
interpretations,engineering analysis,and judgment They are not necessarily representative of other times and locations. We will not
accept responsbility for the use or interpretation by Whers of information presented on this log. R2VI@W2d BY �
Associated Earth Sciences, Inc. Renton Assembly of God
911 Fifth Avenue, Suite 100 Renton, Washington
Kirkland, Washington 98033 KE98433G
Phone: 425-827-7701
Fax: 425-827-5424 October 1998
EXPLORATION BORING LOG
Number EB-3 Page 2 of 2
= w p� STANDARD PENETRATION
a a j� RESISTANCE
SEDIMENT DESCRIPTION Q Q �� B�ows�oot
� �
10 20 30 40
I + I
Gray, fine to coarse, sandy, fine GRAVEL, trace �
cobbles. (Undifferentiated) i
I !46�
BOH @ 39' 40 �
I
�
;
�
45
I
i �
50 '
i I
�
�
i
55 i I
�
�
� i
i
60
I
i
� I
! i
� i
I I
�
,
65 '
� '
� � -
I ;
' �
i
SubsurTace conditions depicted represent our observations at the time and bcation of ihis e�loratory hole,modified by geobgic
interpretations,engineering analysis,and judgment They are ra!necessarily represerttative of oTher times and locations. We witl not
accept respons�bility tor the use or interpretation by others of intortnation presented on mis Iog. R@VIeW2d By ��
Associated Earth Sciences, Inc. Renton Assembly of God
911 Fifth Avenue, Suite 100 Renton, Washington
Kirkland, Washington 98433 KE98433G
Phone: 425-827-7701
Fax: 425-827-5424 October 1998
EXPLORATION BORING L�G
Number EB-4
= W p� STANDARD PENETRATION
a a �� RESISTANCE
SEDIMENT DESCRIPTION Q Q p�� BlowslFoot
� �
10 20 30 40
� i
Damp, reddish-brown, fine SAND, some silt. I 6�
(Slide Debris)
5 ;
Damp, reddish-brown, fine SAND, little to some I 5� �
fine gravel. i (
---------------------------------------------------------------------------- 10 I
Saturated, gray, fine SAND, some silt. I 5�
(Recent Alluvium)
15
----------------------------------------------------------------------------- 3 I
i
Wet, brown, fine to coarse, sandy, fine GRAVEL. T 20 �
__(Undifferentiated�_________ —
20 ;
Saturated, gray, fine GRAVEL, some fine to coarse
sand. (Undifferentiated) � ;
i ! �
25 ! i ;
� I ��
I I
= i 50/5"
I
BOH @ 28'
30 I i
� I
I '
I �
� � I�
Subsurface conditions depicted represent our observations at the time and location of this e�cploratory hole,modified by geologic
interpretations,engineering analysis,and judgmenL They are not necessarily representative of other times and locations. We will not
axept respons�bifity for the use or interpretation by others of iniortnatlon presenffid on this log. R@VI@W@d By �-�I
I
Associated Earth Sciences, Inc. Renton Assembly of God
911 Fifth Avenue, Suite 100 Renton, Washington
Kirkland, Washington 98033 KE98433G
Phone: 425-827-7701
Fax: 425-827-5424 October 1998
Associated Earth Sciences, Inc. . EX loration Lo
� � � � � Project Number Exploration Number Sheet
KE98433A EB-5 1 of 2
Project Name Renton New Life Church Ground Surface Elevation(ft) 114'
Location King County. WA Datum Rgrnhaiis n f�/�d/C15
DriUer/Equipment Environmental DrillinQ DateStart/Finish 7��am-�,7��am5
I Hammer WeighUDrop 140#/30�� Hole Diameter(in) �"
�
c dj_ �
� q U- O >, y N
� a a� �N J� N B��W.ci�FO�I �
p T � C9v� I�o m�m r
DESCRIPTION " 3 �0 2o so ao °
------------ As�hal�Paviny------------�
Alluvium
S_� Medium dense,very moist,gray,fine SAND,little sift. (SP) 5 .
6 72
6
5 I
S_2 Loose,very moist,brown,fine SAND,few silt,few fine gravel. (SP) o �
z s
3
10
S-3 Very loose,wet,gray,fine SAND,few to little sift,few fine gravel. (SP) � Z .
1 2
1
15
'� --------------------------------
` Vashon to Pre-Vashon Undifferentiated Sediments
�.
S� Medium dense,wet,brown,fine to coarse SAND,with fine to coarse »
gravel,few silt. (SW) �o z�
�� �
20 �
I
Dense,wet,brown,fine to coarse SAND with fine to coarse gravel,few silt. Z�
S-5 (SY1� 1g 30
��
25
S-6 As above. 3 -
15 34
19
30
S-7 Blow count may be overstated due to cobble. o� soi ^
35 �
8
N
N
� Very dense,wet,gray,fine to coarse gravelly fine to coarse SAND,little 25
�
S-8 silt. (SW to SM) aa so
a as
a Bottom of exploration boring at 39 feet.
c�
a Sampler Type(ST):
� m 2"OD Split Spoon Sampler(SP� � No Recovery M-Moisture Logged by: BWG
o m 3"OD Split Spoon Sampler(D&M} � Ring Sample Q Water Level() Approved by:
N � Grab Sample � Shelby Tube Sample 1 Water Level at time of drilling(ATD)
a
� Associated Earth Sciences, Inc. EX loration Lo
� � � � � Project Number Exploration Number Sheet
KE98433A EB-6 1 of 1
Project Name Renton New Life Church Ground Surface Elevation(ft) 116'
Location King County. WA Datum arnhaiisg�6/�d/f15
DrilledEquipment Environmental Drilling Date Start/Finish J/141�5���4��5
Hammer Weight/Drop 140#/30�� Hole Diameter(in) g'�
c N �
� � L p O > � N
� ' °' Blows/Foot �
��U1 J in
a S E `� � ��a � o a�
� T "' �� DESCRIPTION j � � m L
' v � 10 20 30 40 �
'------------A�P�1P�v_ing------------� I
Alluvium �
Loose,very moist,brown,fine to medium SAND,little siit to with silt. 2
S-� (SP-SM) a �o
6
5
Becomes medium dense. 4
S-2 5 ��
s
10
�
Loose,wet,mixed brown and gray,fine to coarse SAND,little fine gravel, Z
S-3 few silt,few organic(peat and fine sticks). (SV1� 2 •e
a
15 Vashon to Pre-Vashon Undifferentiated Sediments '
Medium dense,wet,brown,fine to coarse gravelly,fine to coarse SAND, �
S-4 few sift. (SW) s �zs
ia
20
Dense,wet,brown,fine to coarse gravelly,fine to coarse SAND,few sift. 5
S-5 �SW� to �a
26
25
S-6 As above. �� .
16 3
20
30
S_7 Becomes very dense. 36
oi � soi •�
Bottom ot exploration boring at 33.5 feet
35'
�
[V
N
h
�
7
Q
a'
t9
� Sampler Type(S�:
� m 2"OD Split Spoon Sampler(SP� Q No Recovery M-Moisture Logged by: BWG
o m 3"OD Split Spoon Sampler(D 8�M) D Ring Sample SZ Water Level Q Approved by:
� � Grab Sample � Shelby Tube Sample 1 Water Level at time of drilling(ATD)
a
Associated Earth Sciences, Inc. EX loration Lo
� � � � � Project Number Exploration Number Sheet
KE98433A � EB-7 1 of 2
Project Name Renton New Life Church Ground Surface Elevation(ft) 117'
Location King COUnty. WA Datum Rar_n�h_a��Sen Rl�dl(l.r,
Driller/Equipment Environmental Drilling Date StaNFinish 7/�Q/���7/�Q/p,,�_
Hammer WeighUDrop 140#/ 30�� Hole Diameter(in) g��
� N U p O y fp ♦ �
� L� �N J N B�OW.S�FOOI �
a S E � T �a d O N
N W (�f 1 J � fC L
� T `� DESCRIPTION � � m io 20 3o ao °
------------�hal�P�ving--- ---------�
Alluvium
S � Medium dense,moist,brown,fine SAND,few sik. (SP) 6 -
7 1
9
5
S 2 Grades to loose. Z -
2 5
3
10
�
S-3 Loose,wet,brown,fine SAND,little silt,trace fine gravel. (SP to SM) 3 .
3
4
15
S� Loose,wet,brown,fine gravelly,fine to coarse SAND,few silt. (SVV) o .
3
5
20
S-5 As above,becomes medium dense. 4 -
6 1
--------------- 8
Vashon to Pre-Vashon Undifferent3ated Sediments
25
S� Very dense,wet,brown,fine GRAVEL with fine to coarse sand,few silt. 3
(G1� 16 54
38
30
�� As above. . y
13 51
38
35
N
8
N
N
N
' S-8 7
O1 35 50! '
Q 0/
a
�
a Sampler Type(ST):
m m 2"OD Split Spoon Sampler(SPT) J No Recovery M-Moisture Logged by: BWG
o � 3"OD Split Spoon Sampler(D 8�M) � Ring Sample Q Water Level() Approved by:
m � Grab Sample � Shelby Tube Sample 1 Water Level at time of drilling(ATD)
a
Associated Earth Sciences, Inc. EX loration Lo
� � � � � Project Number E�loration Number Sheet
KE98433A EB-7 2 of 2
Project Name Renton New Life Church Ground Surface Elevation(ft) 117'
Location King County. WA �atum R�hg�igpn Fl�dl(l.5
DrilledEquipment Environmental Dnlling Date Start/Finish J/14/C1.r�,.7/14/Q5-
Hammer Weight/Drop 140#/30�� Hole Diameter(in) g"
�
; c a�; �
� �A U 0 ,O � � ♦ tA
� L� �N J Vl B��WS�FD�I �
n S E `� � 3 a?? o d
p T t�n �� o `0'm L
I DESCRIPTION " � �0 20 3o ao °
Very dense,wet,brown,fine SAND,few fine gravel,few sitt. (SP) 15
S-9 ze soi •
o �
45 Bottom of exploration boring at 44 feet
�
5�
55
60
65
70
�
75
0
�
N
N
7
7
Q
�
a
c�
� Sampler Type(S'n:
� m 2"OD Split Spoon Sampler(SPl) � No Recovery M-Moisture Logged by: BWG
o � 3"OD Split Spoon Sampler(D&M) � Ring Sample Q Water Level Q Approved by:
W � Grab Sample � Shelby Tube Sample 1 Water Level at time of drilling(ATD)
a
Associated Earth Sciences, Inc. EX loration Lo
� � � � � i Project Number Expioration Number Sheet
KE98433A EB-8 1 of 2
Project Name Renton New Life Church Ground Surface Elevation(ft) 110'
Location King County. WA Datum �a�haucPn �4/(15
Driller/Equipment Environmental Drilling Date StaNFinish 7/1.r,/(],5,�7/15/(l.r,
, Hammer WeighUDrop 140#/30° Hole Diameter(in) R"
c a� _ w
� a+ Up � �ytD p a �
y a QD �N J N O��w.S�F��I H
� T � (�fn �� c° � s
DESCRIPTION " � m �0 20 3o ao °
------------ A�phaltPav_ing------------�
Aliuvium
loose,very moist,brown,fine SAND,little silt,little fine gravei. (SP to SM) 3
S-1 3 �6
3
5
�2 Grades to gray. 2
4 9
5
10
�
S-3 Loose,wet,brown,fine to coarse SAND,little fine gravel, little silt. (SV1� Z -
2 5
3
15
----------------
Veshon to Pre-Vashon Undifferentiated Sediments
Medium dense,wet,brown,fine GRAVEL with fine to coarse sand,few sift. �3
S-4 (GW) �a �z
12
20
Blow count may be overstated. Very dense,wet,brown,fine GRAVEL with 6
S-5 fine to coarse sand,few sift. (GW) o� � soi •
25
S� As above. �4
32 50/ "
01 '
30
S_� Becomes dense. 5
7 30
23
35
8
N
N
' S-8 Becomes very dense. 3
35 50l "
< 0!
a Bottom of expioration boring at 39 feet.
c�
a Sampler Type(S�:
� � 2"OD Split Spoon Sampler(SPT) D No Recovery M-Moisture Logged by: BWG
o � 3"OD Split Spoon Sampler(D 8 M) � Ring Sample Q Water Level Q Approved by:
m � Grab Sample � Sheiby Tube Sample 1 Water Level at time of driliing(ATD)
a
Associated Earth Sciences, Inc. EX loration Lo
� � � � � Project Number Exploration Number Sheet
KE98433A EB-9 1 of 1
Project Name Renton New Life Church Ground Surface Elevation(ft) 1 10�
Location King Coun . WA Datum Rar�,nha��Sen F�l�d/�.r,
DrillerlEquipment Environmental Drilling Date Start/Finish J/1.5/C15�7/15/n5
Hammer WeighUDrop 140#/30�� Hole Diameter(in) g��
c d,_ �
� M U— O >�" p y td
� t� m J tq O��W.S�F��I H
o T � C�cn 3 E `6 � r
� DESCRIPTION " 3 m �0 2� 3 o a o °
S_� -----------�ras��dT��oil---------
3
Fill 9 �9
Mgd�m�ns��r,y mois�d�r$�rown fi_n�SAND v�n�h3ils,�$�AL___f �o
Alluvium
S 2 Loose,very moist,gray,silry fine SAND. (SM) 3 -
2 s
a
5 Bottom of exploration borinp at 4 feet
10
15
20
25
30
35
� �
8
N
N
7p
7
Q
'a
c�
a Sampler Type(S�:
� � 2"OD Split Spoon Sampler(SP� � No Recovery M-Moisture Logged by: BWG
o � 3"OD Split Spoon Sampler(D 8�M) D Ring Sample � Water Level() Approved by:
W � Grab Sample Q Shelby Tube Sample 1 Water Level at time of drilling(ATD)
a
Associated Earth Sciences, Inc. EX loration Lo
� � � � � Project Number Exploration Number Sheet
KE98433A EB-10 1 of 1
Project Name Renton New Life Church Ground Surhace Elevation(ft) 110'
Location King County. WA Datum ��arn5
Driller/Equipment Environmental Drilling Date Start/Finish J/1. /f15 7/15/C1�_
Hammer WeighVDrop 140#/30�� Hole Diameter(in) g�� �
C y _ N
� 01 V p � � (p N
Q S � �T m a� 3 Blows/Foot �
p T ci� �� �0 10 m L
DESCRIPTION " � io 20 3o ao °
-----------�r�s.�andToggoil------------ 3 �
S-� Ailuvium 3 �
Loose,very moist,gray,silty fine SAND. (SM) a
S"2 2 �5
3
5 Bottom of exploretion boring at 4 feet
10
15
20
- 25
30
35
S
�
N
N
`w
�
Q •
1
' a Sampler Type(ST):
� � 2"OD Split Spoon Sampler(SP'n � No Recovery M-Moisture Logged by: BWG
o m 3"OD Split Spoon Sampler(D&M) � Ring Sample SZ Water Level Q Approved by:
N � Grab Sample � Shelby Tube Sample 1 Water Level at time of drilling (ATD)
<
Associated Earth Sciences, Inc. EX loration Lo
� � � � � Project Number Exploration Number Sheet
KE98433A j EB-11 1 of 1
Project Name Renton New Life Church Ground Surface Elevation(ft) 112'
Location King County. WA Datum Rarahaucan F�l�dlfl5
Driller/Equipment Environmental Drilling Date StarUFinish 1�5�5,7��5L(]5
Hammer WeighUDrop 140#/30�� Hole Diameter(in) R"
C N �
U� O � � y y
� � L � J �A B��W.S�FOQI f'
o T � i�j cn �o � m t
DESCRIPTION � � �0 20 3o ao °
S_1 ___________ To�soilandGra�s____________ 2
Allwium 5 11
Medium dense,very moist,brown,siRy fine SAND. (SM) s
S�2 Becomes loose. 2 -
2 s
3
5 Bottom of exploration boring at 4 feet
10
15
20
25
30
35
8
�
N
N
H
7
�
Q
'a
a Sampler Type(S�:
� m 2"OD Split Spoon Sampler(SP� � No Recovery M-Moisture Logged by: BWG
o � 3"OD Split Spoon Sampler(D&M) � Ring Sample SZ Water Level Q Approved by:
W � Grab Sample � Shelby Tube Sample Z Water Level at time of driiling(ATD)
a
Associated Earth Sciences, Inc. EX loration Lo
� � � � � Project Number Exploration Number Sheet
KE98433A EB-12 1 of 1
Project Name Renton New Life Church Ground Surface Elevation(ft) 108�
Location KingCounty WA Datum llnknnwn
Driller/Equipment EDI. MOBIL 861/HSA Date StarUFinish g/�/p�,,g1��5
Hammer WeighUDrop 140#/30�� Hole Diameter(in) ���
c a� �
� N U p .O � �p ' N
� o, a� �m � �n BIOWS/FOOt �
a S E `� �, �a a� o
O T � C��n o m m t
DESCRIPTION " � �0 20 3o ao °
Sod
Fill
S_� Moist,brown,fine sandy SILT(ML);styrofoam in cuttings. 2 -
a
----------------.---------------- a
Alluvium
5 Gravelly(inferred from drilling action).
No gravel(inferred from dritling action).
S-2 Very moist,brown,silty fine SAND(SM). q �5
3
10
Becomes mottled gray below 13'. �
S-3 Vashon to Pre-Vashon Undifferentiated Sediments � e �23
Wet,rusty brown,GRAVEL,little sand,trace silt(GU1�. 15
15
S� Grades to a gray,fine GRAVEL(GP)with interbeds of fine to medium p
SAND(SP). 5 is
ia
20
Gravel becomes well graded(GW). 3
S-5 �a �sz
18
25
(1 1/2'of heave in auger after drilling to 17 1/2';driller flushed out prior to
sampling)
S-6 5
oor re v e �
48
30 Bottom of exploration boring at 29 feet
35
8
�
�
n
�
�
Q
a
C7
[V
a Sampler Type(ST):
� m 2"OD Split Spoon Sampler(SPT) a No Recovery M-Moisture Logged by: TJP
o � 3"OD Split Spoon Sampler(D 8�M) D Ring Sample SZ Water Level() Approved by:
W � Grab Sample � Shetby Tube Sample 1 Water Level at time of drilling (ATD)
a
Associated Earth Sciences, Inc. EX loration Lo
� � � � � Project Number Exploration Number Sheet
KE98433A EB-13 1 of 1
Project Name Renton New Life Church Ground SurFace Elevation(ft) 111'
Location King County. WA Datum �Jnknpwn
DrilledEquipment EDI. MOBIL 861/HSA Date StaNFinish /R '�l�.r,�R1�1�.5
Hammer WeighUDrop 140#130�� Hole Diameter(in) g��
c a� �
� � L� ,O > � in
9 —� J N Blows/Foot �
a S E `� i. ��' d o � u�
0 T � !7 t� a m m t
DESCRIPTION " � �0 20 3o ao °
Sod
Fill
S_� Moist,dark gray,silty fine SAND,trace gravel(SM). � -
1 2
1
5
Gravel layer present at 6'.
S-2 2 •5
Ailuvium g
Very moist,brown,silty SAND(SM).
10
S-3 Becomes rust brown. t �
Becomes gray with abundant organics(peat-like). 3 5
�5 Vashon to Pre-Vashon Undifferentiated �
Gravelly at 15'.
Wet,gray,GRAVEL(GW)interbedded with wet,brownish gray,fine to 5
S'� medium SAND,trace silt(SP). �7 � �
20
20
S-5 Wood present in tip of sampler. 9 -
io 2
16
25
S-6 P�ece of wood present in middle of sampie. 20
28 78/ t"
0/
30 Bottom of exploration boring at 29 fcet
�
35
8
N
N
N
7
U
7
Q
�
a
c7
N
a Sampler Type(S�:
� m 2"OD Split Spoon Sampler(SPT) � No Recovery M-Moisture Logged by: TJP
o � 3"OD Split Spoon Sampler(D 8 M) � Ring Sample Q Water Level() Approved by:
W � Grab Sample 0 Shelby Tube Sample t Water Levei at time of drilling (ATD}
a
Associated Earth Sciences, Inc. EX loration Lo
� � � � � Project Number Expioration Number Sheet
i KE98433A EB-14 1 of 1
Project Name Renton New Life Church Ground Surtace Elevation(ft) 110'
Location King COUnty. WA Datum Unknnwn
Driller/Equipment EDI. MOBIL 861/HSA Date Start/Finish Rld/�.r, R/d/(15
Hammer Weight/Drop 140#/30" Hole Diameter(in) g�� '
c a� �
x 01 V p G � �p ♦ t/1
� a aa �N J N B��W$�F��l H
a S E m � 3�' m o d
p T iA U' (n o i fO pp L
DESCRIPTION " �� �0 20 3o ao °
2" halt Concrete P vemen
Alluvium
S � Very moist,dark gray,silty fine to medium SAND(SM). y -
3
4
5
-------------------------------
S"2 2 �6
4
�� Gravel present at 10'.
Vashon to Pre-Vashon Undifferentiated
------
S-3 Gravelly below 12'. � �o �z3
Wet,gray,fine to medium GRAVEL,little sand(GP).
13
15
Very moist,dark gray,SILT,trace fine sand(ML). B
S-4 Zo � �
17
20 -------------------------------
Wet,brownish gray,fine to medium SAND,trace siR(SP)interbedded with y
S-5 wet,gray,fine to medium GRAVEL(GP). tg 52
33
25
(1 1/2'of heave present at 27 1/2';driller flushed out prior to sampling)
S-6 5
10 37
21
30
(1 1/2'of heave present at 32 1/2';driller flushed out prior to sampling) s
S'� 78 �33
r re v �5
35 Bottam of exploretion boring at 34 feet
0
N
N
N
N
7
7
Q
�
a
c7
�i
a Sampler Type(ST):
� m 2"OD Split Spoon Sampler{SP� CJ No Recovery M-Moisture Logged by: TJP
o m 3"OD Split Spoon Sampler(D 8 M) � Ring Sample SZ Water Level Q Approved by:
W � Grab Sample Q Shelby Tube Sample 1 Water Level at time of drilling(ATD)
a
Associated Earth Sciences, Inc. EX loration Lo
� � � � � Project Number Exploration Number Sheet
KE98433A EB-15 � 1 of 1
Project Name Renton New Life Church Ground Surface E�evation(ft) 110'
Location Kina County. WA Datum l Jnknpwn
Driiler/Equipment EDI. MOBIL 861/HSA Date Start/Finish l�S�R/d/Q5
Hammer WeighUDrop 140#/30�� Hole Diameter(in) R��
� y V p � m fp ♦ N
m L� � J N B�OWB�FOOI F-
� S � � '' �� a� ° m
C7 t� m t
� T `� DESCRIPT�ON � � m �0 20 30 40 �
3"As ha C ncr Pavemen
Alluvium
S_� Very moist,dark gray,silty SAND with gravet(SM). 5 .
7 1
8
5
Very moist,dark gray,SILT,trace fine sand(ML).
S-2 �
3 9
Very moist,dark gray,fine SAND with gravel,few siR(SP). 6
10 ------ ------
Vashon to Pre-Vashon Undifferentiated
Becomes gravelly below 10'.
S-3 Wet,gray,GRAVEL,few sand(GW). � 14
25 63
(blow count likely overstated due to gravel content) 38
15
S� Little sand;gravel becomes fine to medium(GP). �
�a ao
�
20 -------------------------------
(di�cuft drilling)
Wet,gray,fine to medium SAND,trace sift(SP)interbedded with fine to �
S-5 mediurn gravel(GP). ts 53
�
25
S-6 ��
46 781 1"
0!
30 Bottom of exploration boring at 29 feet
35
0
0
N
N
J
�
7
Q
a
�
N
a Sampler Type(S�:
� m 2"OD Split Spoon Sampler(SP� Q No Recovery M-Moisture Logged by: TJP
o � 3"OD Split Spoon Sampler(D 8 M) � Ring Sample SZ Water Level Q Approved by:
w � Grab Sample 0 Shelby Tube Sample 1 Water Level at time of drilling(ATD)
a
Associated Earth Sciences, Ina EX loration Lo
� � � � � Project Number Exploration Number Sheet
KE98433A EB-16 1 of 1
Project Name Renton New Life Church Ground Surface Elevation(ft)
Location King County. WA Datum N/q
Driller/Equipment Davies Drilling Date Start/Finish g/�7/n.rj q/��/OS
Hammer WeighUDrop 140#I 30" Hole Diameter(in) I
c a� �
� tl1 U p O � �p tn
a S E ��� u�a� 3 BIOws/FOOt F
0 T � !C9tn I��p m m t
DESCRIPTION " � io 20 3o ao ° '
----------- Gras�andT4R,oil-----------_ 2 I
S-� Alluvium 3 �s
Loose, moist,brown,fine SAND,little silt(SP to SM). s
� S-2 Becomes very moist to wet. 6 -
a
3
10 Loose,very moist to wet,reddish brown,medium SAND, little fine gravel, 3
S-3 few to trace silt(SP). a �o
---- ------------------Moderateg,ravellyDA � s
Vashon to Pre-Vashon Undifferentiated Sediments
�
�5 Medium dense,wet,brown,fine to coarse SAND, little fine to coarse
S'4 gravel,few silt(SW). �s �2
�o
I
Z� Medium dense,wet,gray,fine to coarse SAND with fine gravel,few sitt 4
S'S (S�M• �o e
s
�
25 As above.
�s
S-6 io � s
s
30 As above.
8
S 7 Au er refusal on boulder. �o �z3
13
Bottom of exploration boring at 31.5 feet
g 35
N
r
N
m
E
m
m
N
a
c9
N
� Sampler Type(S�:
� m 2"OD Split Spoon Sampler(SP� � No Recovery M-Moisture Logged by: gWG
o � 3"OD Split Spoon Sampler(D&M) � Ring Sample Q Water Level Q Approved by:
N � Grab Sample � Shelby Tube Sample 1 Water Level at time of drilling(ATD)
a
Associated Earth Sciences, Inc. EX loration Lo
� � � � � Project Number Exploration Number Sheet
KE98433A EB-17 1 of 1
Project Name Renton New Life Church Ground Surface Elevation(ft)
Location King County. WA Datum N/q
DrilledEquipment Davies Drilling Date Start/Finish 9/��l�5 9/��1(15�_
Hammer WeighUDrop 140#/ 30'� Hole Diameter(in) �
v Vl U Q O > � V1
Q s E °T �,Q� � Blows/Foot �
p T in �� 3 o f4 m L
DESCRIPTION " � io 20 3o ao °
`�----------- GrassandT�B3Q�------------ 2
S'� Alluvium 3 �6
Loose,moist,brown,fine SAND, little siR(SP). 3
5 S 2 Becomes very moist to wet and grades to with silt(SM). 2 -
3
4
�� Grades to gray(SM). 3
S-3 a �o
s
�
�5 Grades to silty(SM). �
S-4
____ Moderate Qravelly DA 5 9
Vashon to Pre-Vashon Undifferentiated Sediments
Z� Medium dense,wet,gray,fine to coarse SAND,little fine to coarse gravel, 15
S'S few sitt(SV1�. ts � s
13
25 II
1'heave spun out. 15
S� Becomes dense. �e �s I
20
30
S-� 32 53
-------------------------------
Hard,wet, gray,SILT with mufti-directional fractures. Z�
g 35 S_8 As above. ��
N 23 �4
m 23
a
m Bottom of exploration boring at 36.5 feet
m
�
'a
�
N
a Sampler Type(S�:
� m 2"OD Split Spoon Sampler(SP'n � No Recovery M-Moisture Logged by: BWG
o � 3"OD Split Spoon Sampler(D 8 M) � Ring Sample S_Z Water Level Q Approved by:
� � Grab Sample � Shelby Tube Sample 1 Water Level at time of drilling(ATD)
a
Associated Earth Sciences, Inc. EX loration Lo
� � � � � Project Number Exploration Number Sheet
KE98433A EB-18 1 of 1
Project Name Renton New Life Church Ground Surface Elevation(ft)
Location Klfl_ County. WA Datum ►�/q i
DrilledEquipment Davies Drillinc� Date Start/Finish A/��/(l.r,�gl��/05
Hammer WeighUDrop 140#/30" Hole Diameter(in)
� °' L � � °' `� Blows/Foot �
n s E `��° �, u'a m 3
°' m C�cn �� " o °'
� T � DESCRIPTION " 3 � �0 2o so ao �
___________�CrassandTo�soil____________ q
S'� Alluvium 3 �6
Loose, moist,brown,fine SAND,little silt(SP to SM). s
5 S 2 Becomes very moist to wet. Z -
2 s
3
z
Moderate gravelty DA
�� Medium dense,wet,reddish brown,fine gravelly fine to coarse SAND,few $
S-3 coarse gravel or cobbles,few silt(SV�. e ��
�
----------------
�5 Vashon to Pre-Vashon Undifferentiated Sediments
S� Dense,wet,gray,fine to coarse SAND, little fine to coarse gravel,few silt �5 �
(SU1�. so ;as
�s
20 Medium dense,wet,gray,fine to coarse SAND with fine gravel,few silt. 73
S"5 �2 �z3 '
11 '
25 6"heave pounded through,gradation as above. t7 I
S� 2i ao �
�9 �I
, 30 0l
S-� Becomes very dense. 50� -
g 35 Very dense,wet,mottled gray,fine to coarse SAND, little fine gravel,few 26
� S"B 511[($�. 39 50/9"
N
m �� ,
m Bottom of expbratron boring at 36.5 feet
a
m
�
'a
c7
ri
a Sampler Type(S�:
� m 2"OD Split Spoon Sampler(SP� � No Recovery M-Moisture Logged by: gWG
m � 3"OD Split Spoon Sampler(D 8 M) � Ring Sample SZ Water Levei Q Approved by:
Q � Grab Sampie � Shelby Tube Sample 1 Water Level at time of drilling(ATD)
Associated Earth Sciences, Inc. EX loration Lo
� � � � � Project Number Exploration Number I Sheet
KE98433A EB-19 1 of 1
Project Name Renton New Life Church Ground SurFace Elevation(ft)
Location King County. WA Datum N/A
DriiledEquipment Davies Drillinc� Date Start/Finish q/��/05,gi��m5
Hammer WeighUDrop 140#/ 30�� Hole Diameter(in)
� uf U� O > � in
L Q �n� �� —� � BIOWS/FOOt F°�
ca a � 3
p T N C�c n �o � m' L
DESCRIPTION " � �0 20 3o ao °
3_1 -----------�ras�andTo�soil-----------, a
Alluvium a �
Loose,moist,brown,fine SAND, little sift(SM). a
5 Loose,moist,mottled gray,fine to coarse SAND,Iittle fine gravel,few silt 3
$-2 ($W). 3 •5
z
----------------------Moderatec,�ravel�DA
Vashon to Pre-Vashon Undifferentiated Sediments �
�� Medium dense,wet,brown,fine gravelly fine to coarse SAND,little sik �o
S-3 �gy�. �a 2s
�s
15 As above.
�2
$� 16 �3
20
20 Dense,wet,brown,fine gravelly fine to coarse SAND,few silt(SV�. ��
S-5
16 31
15
25 Very dense,gray,fine to coarse gravelly fine to coarse SAND,few sift. ao
$� 29 51
�
$-7 �
22 ao
18
30 As above.
S-8 �
0/ 50/ "
Bottom of exploration boring at 31 feet
� 35
0
N
A
N
a
m
n
m
N
a
C�
N
a Sampler Type(S�:
m m 2"OD Split Spoon Sampler(SP� Q No Recovery M-Moisture Logged by: BWG
m � 3"OD Split Spoon Sampler(D&M) � Ring Sample Q Water Level() Approved by:
Q � Grab Sample � Shelby Tube Sample 1 water Level at time of drilling(ATD)
Associated Earth Sciences, Inc. EX loration Lo
� � � � � Project Number Exploration Number Sheet
KE98433A EB-20 1 of 1
Project Name Renton New Life Church Ground Surface Elevation(ft)
�ocation King County, WA Datum N�q '
Driller/Equipment Davies Drilling Date StaNFinish g/��/�.r,t�/��/(15
Hammer Weight/Drop 140#/ 30" Hole Diameter(in) �
I C a� H
� N U� ,O > � a N
r a p.� � �N J u1 B�OWS�FOOI �
� S � m � ��� 3
o m
� T `� �� DESCRIPTION " � m io 20 3o ao °
__ Gress and 7opsoil 4 '
S-1 ------ ----------- 4 �13�
Aliuvium g
Medium dense,moist,brown,fine SAND, little silt(SP to SM).
5 S 2 Loose, moist, reddish brown,fine SAND, little silt(SP). 3 .
2 s
3
-------------------------------- i
Vashon to Pre-Vashon Undifferentiated Sediments
�� Dense,wet,brown,fine to c�arse SAND with fine to coarse gravel,few sift �
S-3 (SW). » �s
�s
15 Medium dense,wet,gray,fine to coarse SAND with fine to coarse gravel, 25
S'4 few silt(SV1�. �a �26
12
20 Dense,wet,gray,fine to coarse GRAVEL with fine to coarse sand,few silt 22
S-5 (Gy�. 2a � s
ia '
25 S� Becomes very dense. 36 '
ao sa •
of � I
30 As above.
S-7 26
32 71
39
Bottom of exploration boring at 31.5 feet
g 35
N
n
N
m
�
m
m
h
a
�
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a Sampler Type(ST):
� m 2"OD Split Spoon Sampler(SP� � No Recovery M-Moisture Logged by: BWG
o m 3"OD Split Spoon Sampler(D&M) � Ring Sample S? Water Level Q Approved by:
W � Grab Sample � Shelby Tube Sample 1 Water Level at time of driiling(ATD)
a
Associated Earth Sciences,Inc. EX loration Lo
;�.:;-. � ,�• � � Project Number Exploration Number Sheet
KE98433A EB-21 1 of 1
Project Name Renton New Life Church Ground Surface Elevation(ft) 124 feet
Location King County. WA Datum N/A
Driller/Equipment Environmental Drilling Date Start/Finish �r�m�ar�m�
Hammer WeighUDrop 140#/30�� Hole Diameter(in) $ inGhES
c a> I w
C tA U� O � � �� N
� L� �d � �n BIOWS/FOOt ;H
aai S m `� �^ �� °r3 I °'
� T `� �� DESCRIPTION " � m �0 20 3o ao �°
. rav I rf
Fill
Loose,very moist,brown,mixed fine SAND,with silt,pea gravel,and fine 3
S-1 gravel(crushed rock)(SM). s �s
3
5 --------------------------------
Alluvium
S Z Medium dense,very moist,brown,fine SAND,with silt(SM). 4 -
s i2
s
10
�
I
S-3 Loose,wet, brown,fine SAND,few silt(SP). 3 . �
3 i
4 �
15 '
I
S� i Becomes very loose. p . ,
j � 3
2
20
�
;
S-5 Becomes loose. 3
a s
s !
25 Vashon to Pre-Vashon Undifferentiated Sediments �
S-6 Medium dense,wet,gray,fine SAND,with silt, little fine gravel(SM). 5 -
7 �a
�
30
Medium dense,wet,gray,fine to coarse SAND,with fine gravel,few silt 3
S-7 (SW). e • �
s
35
Bottom of exploration boring at 34.5 feet
� Auger refusal on boulder at 34.5 feet.
g In
� �
_ �
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N
a Sampler Type(ST):
� m 2"OD Split Spoon Sampler(SP� � No Recovery M-Moisture Logged by: BWG
o � 3"OD Split Spoon Sampler(D 8 M) � Ring Sample � Water Level() Approved by:
W e Grab Sample � Shelby Tube Sample 1 water Level at time of drilling(ATD)
a
Associated Earth Sciences,Inc. EX loration Lo
0 x;,., Project Number Exploration Number Sheet
0 � � � KE98433A . EB-22 1 of 1
Project Name Renton New Life Church Ground Surface Elevation(ft) 123 feet
Location King�oun . WA Datum N/A
Driller/Equipment Environmental Drilling Date Start/Finish �/:�/(17�d/'3/�7
Hammer WeighUDrop 140#/30" Hole Diameter(in) $ inr.heg �
C N y I
� y V p � y (p I y �
°' L� � J �+ BIOWS/FOOt F �
o T � C�cn �� � ° It
DESCRIPTION � � m �0 20 3o ao °
s ha a in .
Alluvium
Medium dense,very moist,brown,fine SAND,with sift,few fine gravel e
S'� (SM). 6 ��2
6
5
S 2 Loose,very moist,brown,fine SAND,with silt(SM). 2 -
2
5
10
Loose,very moist,gray with red oxidized stringers,fine SAND,with sift �
S'3 (SM). � �
�
15
�
S� Loose,wet,brown,fine SAND,with silt(SP to SM). 3
a s
s
20
S-5 Medium dense,wet,brown,fine to coarse SAND,with sitt,trace fine to p
coarse gravel(SM). a ��
7
25
---------------
Vashon to Pre-Vashon Undifferentiated Sediments
Medium dense,wet,brown,fine to coarse SAND,with fine gravel, little sift 5
S� (SW to SM), e � 8
�o
30
S_� Very dense(blowcount overstated),wet,gray,fine to coarse SAND,with 24
fine gravel,few silt(SW). ao 63
23
� 35
,� Blowcount overstated. Gradation as above. �a
$ S-8 ze �az
� �a
�
— 40 Bottom of exploretion borinp at 39 teet
a
'a
c�
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a Sampler Type(S�:
� (� 2"OD Split Spoon Sampler(SP'n Q No Recovery M-Moisture Logged by: BWG
o � 3"OD Split Spoon Sampler(D&M) � Ring Sample SZ Water Level Q Approved by:
W � Grab Sarnple Q Shelby Tube Sample 1 Water Level at time of drilling(ATD)
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