HomeMy WebLinkAboutRenton Airport LS Geotechnical Report
00132120.000A/SEA14R0134 Page 1 of 1 March 19, 2014 Copyright 2014 Kleinfelder 14710 NE 87th Street, Suite A100, Redmond, WA 98052 p | 425.636.7900 f | 425.636.7901
March 19, 2013 Kleinfelder Project No. 00132120.000A
Stantec
11130 NE 33rd Place Suite 200 Bellevue, WA 98004
Attention: Mr. Erik Waligorski, P.E.
Subject: Revised Geotechnical Engineering Report
Renton Airport Lift Station Replacement
West Perimeter Road Renton Municipal Airport Renton, Washington
Dear Mr. Waligorski: This letter transmits our revised geotechnical engineering report for the proposed
Airport Lift Station Replacement Project in Renton, Washington. This report reflects the
current lift station location, which changed since our initial report was prepared, and
includes information obtained from one additional boring we drilled as well as includes We appreciate the opportunity to provide geotechnical services on this project.
Sincerely,
KLEINFELDER, INC.
Marcus B. Byers, P.E.
Principal Geotechnical Engineer Project Manager
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TABLE OF CONTENTS
1 INTRODUCTION .................................................................................................. 1
1.1 GENERAL .................................................................................................. 1
1.2 PROJECT DESCRIPTION ......................................................................... 1
2 FIELD EXPLORATION AND LABORATORY TESTING ..................................... 2 2.1 FIELD EXPLORATION .............................................................................. 2 2.2 LABORATORY TESTING .......................................................................... 4
3 SITE CONDITIONS .............................................................................................. 6
3.1 SURFACE CONDITIONS .......................................................................... 6
3.2 SUBSURFACE CONDITIONS ................................................................... 6 3.3 GROUND WATER ..................................................................................... 7
4 CONCLUSIONS AND RECOMMENDATIONS .................................................... 8
4.1 CUT RETAINING WALL ............................................................................ 9
4.2 WET WELL AND VALVE VAULT EXCAVATION SHORING ................... 11
4.3 GENERATOR AND CONTROL ROOM FOUNDATIONS ........................ 14 4.4 WET WELL AND VALVE VAULT STRUCTURES ................................... 15 4.5 WET WEATHER EARTHWORK .............................................................. 17
4.6 DRAINAGE AND EROSION CONSIDERATIONS ................................... 17
4.7 PIPELINE TRENCHWORK, BEDDING AND BACKFILL ......................... 18
5 LIMITATIONS ..................................................................................................... 19
6 REFERENCES ................................................................................................... 21 FIGURES Plate 1: Vicinity Map Plate 2: Site and Exploration Plan Plate 3: Recommended Earth Pressures for Temporary Shoring APPENDICES Appendix A: Exploration Logs Appendix B: Field Permeability Testing Appendix C: Important Information About Your Geotechnical Engineering Report
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1 INTRODUCTION
1.1 GENERAL
This report presents the results of Kleinfelder’s geotechnical engineering study for the
proposed lift station project to be completed by the City of Renton at the Renton
Municipal Airport in Renton, Washington. The project location is shown on the Vicinity
Map (Plate 1). Our study included field exploration and development of design and
construction recommendations for the pump station and site retaining wall. The general
layout of the project site is shown on the Site and Exploration Plan (Plate 2). Our client
for this project, Roth Hill, has changed company names to Stantec since we issued our
proposal and draft geotechnical report. We refer to them as Stantec for the remainder
of this report.
1.2 PROJECT DESCRIPTION
Our understanding of the project is based on conversations with Mr. Erik Waligorski of
Stantec. The project involves construction of a new lift station consisting of a wet well, a
valve vault, a small control room, and a small generator enclosure. The wet well will be
approximately 8 feet in diameter and it will be about 22 feet deep. A retaining wall, with
a retained height of approximately 4 feet or less, will be required along the west side of
the new lift station development. This wall will retain a shallow cut into the toe of the
existing Rainier Avenue embankment. The new force main leaving the new pump
station will extend west to tie into the existing sewer system in Rainier Avenue.
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2 FIELD EXPLORATION AND LABORATORY TESTING
2.1 FIELD EXPLORATION
Our subsurface exploration was completed in two phases since the location of the wet
changed after our draft report was issued. Our initial subsurface exploration included a
machine drilled boring, two hand auger explorations, field permeability testing, and
several dynamic cone penetrometer (DCP) soundings. Based on the findings of the
initial exploration, we issued a draft geotechnical engineering report dated May 17,
2013. On February 3, 2014 Stantec authorized Kleinfelder to complete an additional
machine drilled boring in the new wet well location. Our exploration program is
summarized as follows:
• On March 12, 2013, we completed one machine-drilled boring, designated KB-1,
and two hand auger borings, designated KHA-1 and KHA-2. KB-1 was located in
the originally proposed footprint of the wet well and KHA-1 and KHA-2 were
located at the north and south ends of the proposed retaining wall, respectively.
• On April 10, 2013 we performed field permeability testing in the KB-1 monitoring
well to evaluate hydraulic conductivity of soils around KB-1.
• On April 12, 2013 we performed five dynamic cone penetration (DCP) tests,
designated DCP-1 through DCP-5 to further classify the subsurface soil
conditions north of the originally proposed wet well location.
• On February 28, 2014 we completed one machine-drilled boring, designated
KB-2, in the revised wet well location.
The Site and Exploration Plan, Plate 2, shows the approximate locations of our
explorations.
Machine-Drilled Boring KB-1: KB-1 was drilled near the proposed wet well structure
on March 12, 2013, by Holt Services, Inc. of Edgewood, Washington operating under
subcontract to Kleinfelder. Disturbed soil samples were obtained at 5-foot intervals by
means of the Standard Penetration Test (SPT) in accordance with ASTM D-1586. The
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SPT consists of driving a 2-inch outside diameter steel split-spoon sampler 18 inches
into the soil at the bottom of the borehole with a 140-pound weight free-falling 30
inches. The number of blows required to drive the sampler through each 6-inch interval
is counted, and the total number of blows during the final 12 inches is recorded as the
Standard Penetration Resistance, or "SPT blow count", in blows per foot. SPT samples
were advanced using an automatic trip hammer. Boring KB-1 was completed with a 2-
inch PVC monitoring well and a flush-mount monument, to facilitate ground water
monitoring and field permeability testing.
Hand Auger Borings: KHA-1 and KHA-2 were advanced on March 12, 2013 by
Kleinfelder personnel, along the proposed cut wall alignment. These hand explorations
involved dynamic cone penetrometer (DCP) soundings followed by hand excavation
and sampling. The DCP is a ¾-inch pointed steel rod that is driven into the ground with
a 35-pound slide hammer free-falling 15 inches. The penetration resistance, measured
as the number of blows per 4 inches of penetration, provides an indication of the relative
density/consistency of the soil. At KHA-1, the DCP sounding extended to a depth of 10
feet below ground surface. At KHA-2, the DCP sounding met with refusal at 3 feet
below ground surface. Following completion of DCP soundings, we completed hand
borings at both locations. The hand borings were both excavated and sampled to
depths of 7 feet below ground surface using hand equipment (shovel, post-hole digger,
and a hand-auger).
Field Permeability Testing: Falling and rising head permeability testing was performed
by Kleinfelder personnel in the piezometer at KH-1. This testing consisted of monitoring
the ground water level using an electronic pore pressure transducer and data logger.
Falling head testing involves the introduction of a cylindrical displacement element to
quickly raise the water level in the piezometer, and monitoring its return to baseline
level. Rising head testing involves removing the displacement element, which causes
an instantaneous drop in the ground water level, and monitoring the rate at which the
water level returns to its baseline condition. This testing was completed in general
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accordance with the method originally outlined by Bouwer and Rice (1976), and
updated by Bouwer (1989).
DCP Soundings: On April 12, 2013, we completed five (5) DCP soundings, at selected
locations to further explore near-surface soil conditions. We designated these as DCP-
1 through DCP-5.
Supplemental Machine-Drilled Boring KB-2: KB-2 was drilled in the footprint of the
new wet well location on February 28, 2014, by Boretec, Inc. of Valleyford, Washington
operating under subcontract to Kleinfelder. Disturbed SPT soil samples were obtained
at 2.5-foot intervals from 15 to 25 feet below the existing site grade and at 5-foot
intervals. SPT samples were advanced using a hammer that was operated by rope and
cathead.
Soil samples collected from KB-1, KB-2, KHA-1, and KHA-2 were field classified, placed
in plastic jars, and transported to our laboratory for further examination and physical
testing.
2.2 LABORATORY TESTING
Laboratory classification and tests were conducted on selected samples to characterize
relevant engineering and index properties of the soils encountered in the borings.
Results are presented on the exploration logs in Appendix A. Soil tests included:
• Visual soil classifications were conducted on all samples in the field and on
selected samples in our laboratory. All soils were classified in general
accordance with the United Soil Classification System, which includes color,
relative moisture content, primary soil type (based on grain size), and any minor
constituent soil types.
• Moisture content was determined in accordance with ASTM D2216 on 15
representative samples to aid in identification and correlation of soil types.
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• Percent Fines tests indicate the percentage of soil passing the US No.
200 sieve. This test was performed on nine selected soil samples in accordance
with ASTM D422.
• Atterberg Limits, also known as plasticity index, was performed on one fine-
grained cohesive soil sample in accordance with ASTM D4318.
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3 SITE CONDITIONS
3.1 SURFACE CONDITIONS
The proposed lift station is located adjacent to Renton Municipal Airport, along the west
side of the West Perimeter Road in a relatively level landscape area extending parallel
to the road, and about 20 feet wide (in the east-west direction). To the west of this
landscape area, the Rainier Avenue roadway embankment extends up to the west at
approximately 2H:1V (horizontal:vertical) with Rainier Avenue about 8 to 12 feet above
the West Perimeter Road.
Vegetation in the area consists of lawn and trees. Overhead communications lines
extend parallel to the road, approximately over the proposed cut retaining wall. There
are numerous buried utilities running both up slope and down slope of the proposed
structures.
3.2 SUBSURFACE CONDITIONS
Below about 2 to 3 inches of sod and topsoil, we encountered fill, alluvium, and
weathered siltstone. A general description of the subsurface materials
encountered/interpreted during our exploration program is presented in the following
paragraphs. Boring logs are presented in Appendix A.
FILL: Fill was encountered below the sod/topsoil in KHA-1, KHA-2, and KB-2. The fill
is medium dense and generally consists of silty sand and gravel with cobbles. We
observed cobbles up to 8 inches in diameter in our hand auger explorations. We
interpret this to be Rainier Avenue embankment fill. We expect the fill thickness to
range from approximately 4 to 5 feet along the proposed retaining wall alignment.
ALLUVIUM: Alluvium associated with the former Black River was encountered beneath
the fill in KHA-1 and KB-2. The alluvium consisted of soft dark brown to black silt with
fibrous organic material overlaying loose gray sand containing some silt. Moisture
contents ranged from about 117 percent in the organic material to about 39 percent in
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the loose sand. The alluvium increases in thickness from about 10 feet in DCP-5 to 17
feet in KB-2 (generally south to north).
WEATHERED SILTSTONE: We encountered dense to very dense, low plasticity silt
with fine sand below sod/topsoil in KB-1, beneath the fill in KHA-2, and beneath the
alluvium in KHA-1 and KB-2. This unit was relatively easy to penetrate with the drilling
equipment we utilized, and SPT blow counts varied from 36 to over 60 blows per foot.
Based on geologic mapping in the area, we interpret this to be weak weathered siltstone
bedrock of either the Renton or Tukwila Formation. Despite the geologic term
“bedrock,” from a construction engineering perspective, the weathered siltstone is
considered as very dense low-plasticity silt and fine sand (i.e., “soil”). KB-2 and our
DCP sounding explorations suggest the depth to the surface of the weathered siltstone
increases to the north. We encountered weathered siltstone at about 17 feet below
ground surface in KB-2, which is near the center of the proposed wet well.
3.3 GROUND WATER
A groundwater monitoring well was installed in KB-1 with its screened zone from 15 to
25 feet below ground surface (i.e., within the weathered siltstone unit and bracketing the
expected 20-foot wet well excavation depth). We measured ground water at a depth of
4.5 feet below top of casing on March 29, 2013. We also observed groundwater
seepage at about 6 feet below ground surface during excavation of exploration KHA-1
on March 12, 2013. Both of these observations correspond to approximate
groundwater Elevation 23 feet.
Groundwater conditions should be expected to vary with season, precipitation, irrigation
and other factors. Regional ground water levels are typically highest from late fall to
late spring during the high rainfall season. Irrigation of landscaped areas on or adjacent
to the site can also cause a fluctuation of local groundwater levels.
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4 CONCLUSIONS AND RECOMMENDATIONS
Based on the results of our studies, the project is feasible from a geotechnical
perspective. A brief summary of our conclusions and recommendations is presented in
the following paragraphs. More detailed discussion along with design and construction
recommendations, are presented in subsequent sections.
Retaining Wall: Our explorations indicate the proposed cut retaining wall will be
founded on weathered siltstone at the south end and alluvium at the north end. Based
on settlement and stability considerations along the north end of this wall, the wall
should be settlement-tolerant and should be constructed using precast concrete blocks
or rock filled gabion baskets. Along the northern portion, where alluvium exists, it will be
necessary to excavate and replace at least 2 feet of this material. The excavated
material should be replaced with angular gravel such as Permeable Ballast. Differential
settlement up to 2 inches over 50 lineal feet should be anticipated along the length of
the wall. Detailed cut wall design and construction recommendations are presented in
Section 4.1.
Wet Well and Valve Vault: The proposed wet well and valve vault excavations will
extend about 22 feet and 12 feet below the observed groundwater elevation,
respectively. Temporary shoring could consist of interlocking steel sheet piles or soldier
piles and wood lagging. A sunken caisson could also be used for the wet well
excavation. Design and construction recommendations for temporary shoring and
ground water control are presented in Section 4.2.
Lightly Loaded Structures: Foundations for the small lightweight structures (generator
structure and control room) can be grade-supported using thickened edge slabs on
grade and/or spread footings. Foundation design and construction recommendations
are presented in Section 4.3.
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Groundwater Considerations: Manhole and buried vaults should be designed to resist
upward buoyancy forces. We recommend assuming that the groundwater is at the
ground surface when designing for buoyancy forces.
Utility Trench Excavations: We anticipate wet soil conditions and/or groundwater will
be encountered during excavation of utility trenches below an elevation of about 25 feet.
Excavated wet silty soil will require drying before re-use as trench backfill material.
Dewatering will likely be needed where excavations extend below the observed
groundwater elevation. Dewatering could consist of sumps and pumps, dewatering
wells, or a vacuum well point dewatering system. Utility trench excavation and backfill
recommendations are presented in Section 4.7.
4.1 CUT RETAINING WALL
At the time of this draft report, site grading plans were not available. However, we
understand a cut retaining wall will be required along the west side of the lift station site.
Based on drawing number C7 from the 90% design drawings, dated August 5, 3013, the
cut wall will be approximately 75.5 feet long. The current site plan shows the wall
roughly coinciding with the existing elevation contour at 30 feet. The plans show the top
of the wall at an elevation of about 30 feet and with a maximum exposed height of
4 feet.
Our exploration KHA-1 encountered alluvium below embankment fill at the north end of
the proposed wall. This material has a low bearing capacity and is prone to immediate
and long-term settlement. Our exploration KHA-2 encountered dense silt and fine sand
which is not likely to settle. We estimate that long-term differential settlements of about
2 inches will develop along this 75.5-foot long wall. Providing such settlement is
tolerable, we recommend the wall be constructed either using segmental concrete
blocks (e.g., Keystone or Ultrablock) or rock-filled gabion baskets (e.g. Hilfiker). Gabion
walls can tolerate greater differential settlement than conventional segmental block
walls. Pre-cast concrete blocks should have a minimum block width depth (measured
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perpendicular to the wall) of 18 inches. The segmental wall should have an embedment
depth (below finished site grade) of at least 18 inches.
Due to the inclined backslope comprising the Rainier Avenue embankment, this cut wall
should be designed to retain a static equivalent fluid pressure of 50 pounds per cubic
foot (pcf). Because the wall will be less than 5 feet in height, we do not consider it
necessary to include a seismic incremental loading in addition to this static earth
pressure. A wall batter on the order of 6 to 8V:1H (vertical:horizontal) is recommended
to enhance the stability and long-term appearance of the wall.
Unbalanced lateral loading on the wall will be resisted by friction and passive earth
pressure. Wall friction can be evaluated using an allowable coefficient of 0.4 between
segmental blocks or gabions, and compacted granular material. This includes a factor
of safety of about 1.5. Passive earth pressure will develop along the vertical face of
buried blocks/gabions. However, unless the front of the wall is protected by concrete or
asphalt, passive pressure should be neglected. If the final grade in front of the toe of
the wall is paved, then allowable passive earth pressure may be taken as an equivalent
fluid pressure of 150 pcf. This includes a factor of safety of 2.0.
To reduce the magnitude of differential settlement we recommend excavating native
soils and replacing with at least 2 feet of crushed rock where the existing soft alluvium is
within 2 feet of the bottom of the wall. Identify these soil may require potholing during
construction.
The 2-foot thick pad should consist of 2½-inch minus crushed rock, such as Ballast
(specified in Section 9-03.9(1) of the WSDOT Standard Specifications). The width of
this 2-foot thick gravel pad (in the east-west direction) should be 1 foot beyond the front
face and 1 foot beyond the back face of the blocks or gabion baskets. As an example, if
2½-foot wide Ultrablock is used for this wall, the over-excavation/replacement width
should be at least 4½ feet. If desired, the ballast may be covered with a
choking/leveling course of 1¼-inch minus crushed surfacing base course (CSBC), as
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specified in Standard Specifications Section 9-03.9(3). The finer CSBC choking/leveling
course will help establish a uniform level surface upon which to build the wall.
4.2 WET WELL AND VALVE VAULT EXCAVATION SHORING
The proposed wet well and valve vault excavations will extend about 22 feet and 12 feet
below the existing site grade, respectively. The excavations will extend below the
observed groundwater elevation by 22 feet and 8 feet, respectively. We understand the
excavations will require shoring due to the close proximity of existing infrastructure.
Appropriate shoring methods for the wet well and valve vault excavations include soldier
piles with timber lagging, interlocking steel sheet piles, or a sunken steel or concrete
caisson. The principal advantage of a relatively water-tight shoring system such as
interlocking steel sheet piles or a sunken caisson is that construction dewatering may
be accomplished from within the shoring, without significantly lowering the ground water
outside the shoring. Use of a non-water-tight shoring system will require a dewatering
system that will draw down the water table outside the shoring system. Design earth
pressures for an internally braced shoring system after dewatering are presented in
Plate 3.
Based on our explorations and laboratory testing, we conclude that wet well excavations
in the weathered siltstone (i.e., very dense silt and fine sand) can be accomplished
using conventional earth excavation equipment and techniques (augers, excavator
buckets with teeth, digging buckets, and grabs). It may be necessary to utilize relative
large equipment and/or narrow buckets and grabs, and to maintain cutting teeth in good
working order in order when excavating the siltstone.
4.2.1 Interlocking Steel Sheet Pile Shoring
Interlocking steel sheet piles could be utilized to construct a relatively water-tight
shoring system. The sheet piling could be extracted or cut below ground surface and
left in place when the lift station construction is completed and backfilled.
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It may be difficult to drive sheet piles into the weathered siltstone underlying the lift
station site. We recommend sheet piling with a minimum web thickness of ½-inch be
used. A large vibratory hammer should be used to install the steel sheets. Sheet piling
sections with a web thickness of 3/8-inch or less are prone damage when driving into
the weathered siltstone underlying this site. However, field conditions may still require
pre-drilling be done to facilitate sheet pile installation. The contractor should ultimately
be responsible for the design and the safe/proper installation of the temporary shoring.
4.2.2 Permanent Sunken Caisson
Temporary shoring could also be completed using the sunken caisson approach. This
approach involves use of cylindrical sections of steel or pre-cast concrete, with
excavation completed from inside the caisson and “in the wet”. As the excavation is
completed, using excavator buckets and grabs, the caisson is eased/pushed down.
Additional sections of steel or concrete are added as required. Once the excavation
has reached the target depth, a concrete slab, of the order of 5 feet thick, is tremie-
placed. After the “tremie slab” has cured, ground water is pumped out. The wet well
structure can then be constructed within this permanent structure.
4.2.3 Soldier Pile and Lagging
A solder pile and timber lagging system, combined with construction dewatering wells or
well points, is appropriate for this project. Soldier piles consisting of wide flange beams
would be installed into 24- or 30-inch diameter vertical drilled shafts, and backfilled with
lean concrete. The soldier piles would be installed about 10 feet below the bottom of
the excavation and they would be placed on 6 to 8 foot center-to-center spacing (in
plan) along the shoring perimeter. As the excavation is made, timber lagging boards
would be placed to span horizontally between the soldier piles. Internal bracing would
be added as the excavation proceeds. Once the excavation has reached the design
bottom elevation, a working surface consisting of 12 inches of crushed rock would be
placed, upon which the pre-cast or cast-in-place wet well structure could then be placed
or constructed.
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Depending how the shoring is constructed, it may be possible to extract the soldier
piles, or they could be cut below ground surface and left in place when the lift station
construction is completed and backfilled.
Because of the high permeability of a soldier pile and lagging system, a construction
dewatering system, consisting of a series of dewatering wells, or possibly well points
would be required to dewater the site area before the excavation begins.
4.2.4 Construction Dewatering and Ground Water Control
If a relatively water tight shoring system consisting of interlocking steel sheet piles, or a
sunken steel or concrete caisson, is employed, ground water can be controlled entirely
within the excavation. With either of these two approaches, excavation can occur “in
the wet.” Once the excavation is completed, a concrete tremie slab can be placed.
Once the tremie slab has cured, water within the excavation can be pumped out. The
tremie slab would need to be sufficiently thick (of the order of 5 to 7 feet thick) to resist
the upward hydraulic gradient due to ground water outside of the excavation. Minor
seepage/leakage into the excavation could then be controlled using one or two sumps
and trash pumps. It is necessary to consider the additional shoring depth, excavation
volume, and tremie slab thickness with this approach.
A formal construction dewatering system will likely be required for utility excavations
and would also be required if the contractor elects to install a relatively pervious soldier
pile and lagging shoring system. The system will like require use of wells or well points.
Based on analysis of field permeability test data our piezometer at boring KB-1, we
estimate the weathered siltstone has an average permeability on the order of 1x10-5
cm/sec. However, we expect the overlying alluvium, which gets thicker to the north, is
more pervious. We anticipate dewatering in the proposed wet well excavation will
require a discharge rate of less than 1,000 gallons per minute (gpm), likely between 2
and 200 gpm. The contractor should retain a dewatering specialist to design and
operate the dewatering system. The contract documents should place the responsibility
for all aspects of any construction dewatering system, on the contractor.
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Groundwater draw-down will potentially induce settlement in alluvial soils at and
adjacent to the site. We estimate potential draw-down induced settlements to be two
inches or less using general soil property correlations. Potential settlement will most
likely be on the order of on inch, and will decrease with increasing distance from the
dewatering wells. Based on the fact that construction of the existing lift station and
associated deep utilities likely required temporary dewatering, soils in the area have
likely been subject to draw-down induced stresses in the past, thereby reducing
settlement potential. The contractor should limit temporary groundwater drawdown to
no more than 4 feet below the deepest excavation to reduce the potential for draw-down
induced settlement.
4.3 GENERATOR AND CONTROL ROOM FOUNDATIONS
Small lightweight generator enclosure and control room structures can be supported on
thickened edge slabs or strip footings, proportioned for an allowable bearing pressure of
2,000 psf. This allowable bearing pressure may be increased to 3,000 psf for short-
term transient loading due to wind and earthquakes. Footings should be buried at least
18 inches below adjacent exterior finished grade for frost protection. Strip footings
should be a minimum of 18 inches wide, this will likely control over bearing capacity.
All strip footings and thickened slab edges should be prepared by sub-excavating at
least 2 feet below the bottom of footings, proof-rolling and/or probing, and replacing with
compacted 2½-inch minus crushed rock, such as Ballast (specified in Section 9-03.9(1)
of the WSDOT Standard Specifications). If desired, the ballast may be covered with a
choking/leveling course of 1¼-inch minus crushed surfacing base course (CSBC), as
specified in Standard Specifications Section 9-03.9(3). The finer CSBC choking/leveling
course will help establish a uniform level surface upon which to build the footings.
The width of sub-excavation and replacement should be 12 inches wider than the
footing width in all dimensions. For example, for 18-inch wide perimeter strip footings,
the sub-excavation and replacement should be 24 inches deep and 42 inches wide.
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Wind and seismic loads on the structures will be resisted by friction and passive earth
pressure. The allowable passive resistance can be taken as 300 pounds per cubic foot
(pcf) equivalent fluid weight. The upper 1 foot of soil should be neglected in passive
pressure design computation unless it protected by pavement or slab-on-grade. The
allowable coefficient of friction along footing bottoms can be taken as 0.40. These
passive resistance and base friction values include safety factors of about 1.5, and are
based on the assumption that all footing backfill has been placed and compacted as
recommended in the construction recommendations.
For footings designed and constructed in accordance with the above recommendations,
estimated total static settlement is about 1 inch, and differential settlement is about
½ inch.
4.4 WET WELL AND VALVE VAULT STRUCTURES
Below-grade wet well and valve vault structures can be supported on thickened edge
slabs or strip footings, proportioned for an allowable bearing pressure of 1,500 psf. This
allowable bearing pressure may be increased to 2,250 psf for short-term transient
loading due to wind and earthquakes. These values assume that footings will be buried
at least 10 feet below finished grade and bear on prepared subgrade. Strip footings
should be a minimum of 18 inches wide.
We anticipate that wet well footings will likely bear on weathered siltstone; valve vault
footings will likely bear on alluvium. All footings for these structures should be prepared
by sub-excavating at least 1 foot below the bottom of footings and replacing with
compacted 2½-inch minus crushed rock, such as Ballast (specified in Section 9-03.9(1)
of the WSDOT Standard Specifications). If desired, the ballast may be covered with a
choking/leveling course of 1¼-inch minus crushed surfacing base course (CSBC), as
specified in Standard Specifications Section 9-03.9(3). The finer CSBC choking/leveling
course will help establish a uniform level surface upon which to build the footings.
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In the event that particularly soft subgrade conditions are encountered, it may be
necessary to increase sub-excavation by an additional 1 to 2 feet as directed by the
Geotechnical Engineer. Where increased sub-excavation is required, the Ballast should
be wrapped in a geotextile fabric conforming to Section 9-33.2(1) Table 3 Soil
Stabilization of the WSDOT Standard Specifications. Four- to eight-inch quarry spalls
may be placed in lieu of ballast and geotextile and should be coked/leveled with CSBC.
Sub-excavation below the wet well and valve vault should extend below the entire
structure footprint and need only extend 12 inches beyond the perimeter footing,
regardless of over-excavation depth.
For footings designed and constructed in accordance with the above recommendations,
estimated total static settlement is about 1 inch, and differential settlement is about
½ inch.
Wind and seismic loads on the structures will be resisted by friction and passive earth
pressure. The allowable passive resistance can be taken as 150 pounds per cubic foot
(pcf) equivalent fluid weight. The upper 1 foot of soil should be neglected in passive
pressure design computation unless it protected by pavement or slab-on-grade. The
allowable coefficient of friction along footing bottoms can be taken as 0.40. These
passive resistance and base friction values include safety factors of about 1.5, and are
based on the assumption that backfill has been placed and compacted as
recommended in the construction recommendations, or consists of existing native soils.
We recommend below-grade structures be designed to resist an at-rest, buoyant earth
pressure of 30 pcf equivalent fluid weight plus full hydrostatic head of 62.4 pcf, with an
assumed ground water table taken at the ground surface. All buried structures should
be designed to resist hydraulic buoyancy. Ground water should be assumed at the
ground surface for buoyancy resistance calculations.
00132120.000A/SEA14R0134 Page 17 of 21 March 19, 2014 Copyright 2014 Kleinfelder
4.5 WET WEATHER EARTHWORK
General recommendations relative to earthwork performed in wet weather or in wet
conditions are presented below. These recommendations should be incorporated into
the contract specifications.
• Earthwork should be performed in small areas to minimize exposure to wet
weather. Excavation or the removal of unsuitable soil should be followed
promptly by the placement and compaction of clean structural fill. The size and
type of construction equipment used may need to be limited to prevent soil
disturbance.
• The ground surface within the construction area should be graded to promote
run-off of surface water and to prevent the ponding of water.
• The ground surface within the construction area should be sealed by a smooth
drum roller, or equivalent, and under no circumstances should soil be left un-
compacted and exposed to moisture infiltration.
• Excavation and placement of fill material should be undertaken under the
observation of a representative of the geotechnical engineer, to determine that
the work is being accomplished in accordance with the project specifications and
the recommendations contained herein.
4.6 DRAINAGE AND EROSION CONSIDERATIONS
The native soils are easily erodible when exposed and subjected to surface water flow.
Surface water runoff can be controlled during construction by careful grading practices.
Typically, these include the construction of shallow earthen berms and the use of
temporary sumps to collect runoff and prevent water from damaging exposed
subgrades. All collected water should be directed under control to a suitable discharge
system.
Erosion can also be limited through the judicious use of silt fences and straw bales. The
contractor should be responsible for control of ground and surface water and should
employ sloping, slope protection, ditching, sumps, dewatering, and other measures as
00132120.000A/SEA14R0134 Page 18 of 21 March 19, 2014 Copyright 2014 Kleinfelder
necessary to prevent erosion of soils. In this regard, grading, ditching, sumps,
dewatering, and other measures should be employed as necessary to permit proper
completion of the work.
4.7 PIPELINE TRENCHWORK, BEDDING AND BACKFILL
We anticipate that where possible, pipelines will be installed using traditional open
trench construction methods, with trench support provided by trench boxes and
dewatering as necessary.
Pipe zone bedding and backfill should consist of gravel that can be compacted and
shaped to fit the pipe profile and should conform to manufacturer recommendations.
Crushed surfacing base course or top course (CSBC or CSTC) as specified in Section
9-03.9(3) of the WSDOT Standard Specifications is generally a suitable material for pipe
zone bedding and backfill.
Some of the onsite soils will be suitable for re-use as trench backfill. However, the
organic rich alluvium expected to be encountered in portions of the trench excavations
along the northern portion of the site, are unsuitable for re-use as trench backfill. A
Kleinfelder geotechnical inspector, or a City of Renton construction manager
knowledgeable in such matters, should evaluate the suitability of on-site soil for re-use
as structural backfill, on a case-by-case basis during construction.
Trench backfill more than 4 feet below finished pavement elevation should be
compacted to at least 90% of the Modified Proctor maximum dry density, and trench
backfill within 4 feet of the finished pavement elevation should be compacted to at least
95% of the Modified Proctor maximum dry density. In landscaping areas, trench backfill
within 4 feet of finished grate should be compacted to 90% of the Modified Proctor
maximum dry density.
00132120.000A/SEA14R0134 Page 19 of 21 March 19, 2014 Copyright 2014 Kleinfelder
5 LIMITATIONS
The recommendations contained in this report are based on the field explorations and
our understanding of the proposed project. The investigation was performed using a
mutually agreed upon scope of services, based on common geotechnical standard of
practice. It is our opinion that this study was a cost-effective method to explore the
subject site and evaluate the potential geotechnical concerns. Nevertheless, it should
be noted that the subsurface information used to formulate our conclusions and
recommendations were based on the limited information obtained in the discrete
sampling locations.
It is possible that variations in soil and groundwater conditions exist between the points
explored. The nature and extent of these variations may not be evident until
construction occurs. If soil or groundwater conditions are encountered at this site that
are different from those described in this report, our firm, and the design team, should
be immediately notified so that we may make any necessary revisions to our
recommendations. In addition, if the scope of the proposed project, locations of
facilities, or design loads change from the descriptions given in this report, our firm, and
the design team, should be notified.
Our scope of services did not include evaluations of the potential presence or absence
of hazardous or contaminated soil or ground water on site.
The scope of our services does not include services related to construction safety
precautions and our recommendations are not intended to direct the contractor’s
methods, techniques, sequences or procedures, except as specifically described in our
report for consideration in design, or as required by the project plans and specifications.
This report has been prepared for use in design and construction of the subject project
for Stantec and the City of Renton, in accordance with the generally accepted
geotechnical standards of practice at the time the report was written. No warranty,
express or implied, is made.
00132120.000A/SEA14R0134 Page 20 of 21 March 19, 2014 Copyright 2014 Kleinfelder
This report may be used only by Stantec, the City of Renton, and their sub-consultants,
and only for the purposes stated within a reasonable time from its issuance, but in no
event later than one year from the date of the report. Land or facility use, on and off-site
conditions, regulations, or other factors may change over time, and additional work may
be required with the passage of time. Any party other than Stantec or the City of Renton
who wishes to use this report shall notify Kleinfelder of such intended use. Based on the
intended use of the report, Kleinfelder may require that additional work be performed
and that an updated report be issued. Non-compliance with any of these requirements
by the client, or anyone else, will release Kleinfelder from any liability resulting from the
use of this report by any unauthorized party. In addition, the client agrees to defend,
indemnify, and hold Kleinfelder harmless, from any claim or liability associated with
such unauthorized use or non-compliance.
It is the responsibility of Stantec, the City of Renton, and their sub-consultants, to see
that all parties to the project including the designer, contractor, subcontractors, etc., are
made aware of this report in its entirety. The use of information contained in this report
for bidding purposes should be done at the contractor’s option and risk. Further
guidelines and information on this geotechnical report can be found in the ASFE
publication entitled: Important Information About Your Geotechnical Engineering Report,
enclosed in Appendix C of this report.
00132120.000A/SEA14R0134 Page 21 of 21 March 19, 2014 Copyright 2014 Kleinfelder
6 REFERENCES
Bouwer, H., and R.C. Rice, 1976, “A slug test for determining conductivity of unconfined
aquifers with completely or partially penetrating wells,” Water Resources Research v.
12.
Bouwer, H, 1989, “The Bouwer and Rice slug test – an update”, Ground Water 27(3).
WSDOT, 2012, Standard Specifications for Road, Bridge, and Municipal Construction,
Manual M41-10.
Pl
a
t
e
s
SITE
The information included on this graphic representation has been compiled from a
variety of sources and is subject to change without notice. Kleinfelder makes no
representations or warranties, express or implied, as to accuracy, completeness,
timeliness, or rights to the use of such information. This document is not intended for
use as a land survey product nor is it designed or intended as a construction design
document. The use or misuse of the information contained on this graphic
representation is at the sole risk of the party using or misusing the information.
CA
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DRAWN BY:
PROJECT NO.
CHECKED BY:
REVISED:
DATE:
PAGE:of
PLATE
VICINITY MAP
Renton Airport Lift Station Replacement
West Perimeter Road
Renton, Washington
132120
J.S.
S.F.
3-7-2014
1
Reference: OpenStreetMap, 2013.
Not to Scale
D (FT)
H (FT)
NOTES:
1.MAX GROUNDWATER TABLE ASSUMED TO BE AT GROUND SURFACE OUTSIDE
THE SHORING AND BOTTOM OF EXCAVATION INSIDE THE SHORING.
2.ALL UNITS IN FEET AND POUNDS PER SQUARE FOOT.
3.APPARENT EARTH PRESSURES ACT OVER FULL PILE SPACING
4.IGNORE PASSIVE RESISTANCE OVER THE UPPER 2 FEET BELOW THE CUT LINE.
5.PROVIDE AT LEAST 2 FEET OF CATCHMENT AT TOP OF TEMPORARY SHORING.
BRACED SHEET PILE OR
SOLDIER PILES OR CAISSON WALL
130D
62.4H
0.25q
CONSTRUCTION SURCHARGE LOAD q (PSF)
BOTTOM OF EXCAVATION
DESIGN WATER LEVEL
INSIDE EXCAVATION
21H
DESIGN WATER LEVEL
OUTSIDE EXCAVATION
EXISTINGGROUND
SURFACE
PASSIVE
PRESSURE
HYDRO STATIC
PRESSURE
SURCHARGE
PRESSURE
APPARENT EARTH
PRESSURE
2 FEET
The information included on this graphic representation has been compiled from a
variety of sources and is subject to change without notice. Kleinfelder makes no
representations or warranties, express or implied, as to accuracy, completeness,
timeliness, or rights to the use of such information. This document is not intended for
use as a land survey product nor is it designed or intended as a construction design
document. The use or misuse of the information contained on this graphic
representation is at the sole risk of the party using or misusing the information.
CA
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PAGE:of
PLATEEARTH PRESSURE DIAGRAM
FOR TEMPORARY SHORING
Renton Airport Lift Station Replacement
West Perimeter Road
Renton, Washington
132120
J.S.
M.B.
3-29-2013
3-7-14
3
1 1
Not to Scale
Ap
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A
PLATE
A-1Renton Airport Lift Station Replacement
West Perimeter Road
Renton Municipal Airport
Renton, Washington
The report and graphics key are an integral part of these logs. All dataand interpretations in this log are subject to the explanations and
limitations stated in the report.
Lines separating strata on the logs represent approximate boundariesonly. Actual transitions may be gradual or differ from those shown.
No warranty is provided as to the continuity of soil or rock conditions
between individual sample locations.
Logs represent general soil or rock conditions observed at the point ofexploration on the date indicated.
In general, Unified Soil Classification System designations presented
on the logs were based on visual classification in the field and were
modified where appropriate based on gradation and index property testing.
Fine grained soils that plot within the hatched area on the Plasticity
Chart, and coarse grained soils with between 5% and 12% passing the No.200 sieve require dual USCS symbols, ie., GW-GM, GP-GM, GW-GC,GP-GC, GC-GM, SW-SM, SP-SM, SW-SC, SP-SC, SC-SM.
If sampler is not able to be driven at least 6 inches a 3 inches diameter by 2.5 inches inch long 60 degree conical point drivenwith a 170 ±2 pound hammer dropped 24 ±0.5 inches.
_
SILTY SANDS, SAND-GRAVEL-SILT
MIXTURES
CLAYEY SANDS,
SAND-GRAVEL-CLAY MIXTURES
SW-SM
CLAYEY SANDS, SAND-SILT-CLAYMIXTURES
CL
CL-ML
>
<
<
SANDSWITH5% TO12%FINES
SANDSWITH >
12%FINES
SA
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S
(
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#
4
s
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)
WELL-GRADED SANDS,SAND-GRAVEL MIXTURES WITHLITTLE FINES
Cu 4 and/
or 1 Cc 3>
CLEANGRAVELWITH<5%FINES
GRAVELSWITH
5% TO12%FINES
OL
CH
CLAYEY GRAVELS,GRAVEL-SAND-CLAY MIXTURES
GRAVELSWITH >12%FINES
>
Cu 4 and1 Cc 3
>_
_
HAND AUGER SAMPLE
DYNAMIC CONE PENETRATION
STANDARD PENETRATION SPLIT SPOON SAMPLER(2 in. (50.8 mm.) outer diameter and 1-3/8 in. (34.9 mm.) innerdiameter)
_
GM
GC
GW
GP
GW-GM
GW-GC
__
_
INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLYCLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS
GRAPHICS KEY
<
SAMPLE/SAMPLER TYPE GRAPHICS
>
<
<
>
CLEANSANDSWITH<5%
FINES
GR
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(
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#
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)
Cu 6 and/or 1 Cc 3
Cu 6 and/
or 1 Cc 3
>
Cu 6 and1 Cc 3
SC-SM
Cu 4 and1 Cc 3
<_
ORGANIC SILTS & ORGANIC SILTY CLAYS OFLOW PLASTICITY
SILTS AND CLAYS(Liquid Limitless than 50)
SILTS AND CLAYS(Liquid Limitgreater than 50)
WELL-GRADED SANDS,SAND-GRAVEL MIXTURES WITHLITTLE OR NO FINES
POORLY GRADED SANDS,SAND-GRAVEL MIXTURES WITHLITTLE OR NO FINES
MH
OH
ML
GC-GM
CO
A
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S
E
G
R
A
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D
S
O
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(
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#
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0
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)
UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2487)
<
Cu 6 and
1 Cc 3
GP-GM
GP-GC
_
__<
>
<
<
>
SP
SP-SM
SP-SC
SM
SC
<_<
>
WELL-GRADED GRAVELS,GRAVEL-SAND MIXTURES WITHLITTLE OR NO FINES
POORLY GRADED GRAVELS,
GRAVEL-SAND MIXTURES WITHLITTLE OR NO FINES
WELL-GRADED GRAVELS,GRAVEL-SAND MIXTURES WITHLITTLE FINES
WELL-GRADED GRAVELS,GRAVEL-SAND MIXTURES WITHLITTLE CLAY FINES
POORLY GRADED GRAVELS,GRAVEL-SAND MIXTURES WITH
LITTLE FINES
POORLY GRADED GRAVELS,GRAVEL-SAND MIXTURES WITHLITTLE CLAY FINES
SILTY GRAVELS, GRAVEL-SILT-SANDMIXTURES
CLAYEY GRAVELS,GRAVEL-SAND-CLAY-SILT MIXTURES
WELL-GRADED SANDS,SAND-GRAVEL MIXTURES WITHLITTLE CLAY FINES
POORLY GRADED SANDS,SAND-GRAVEL MIXTURES WITHLITTLE CLAY FINES
SW
SW-SC
POORLY GRADED SANDS,SAND-GRAVEL MIXTURES WITHLITTLE FINES
Cu 4 and/or 1 Cc 3>
>
FI
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#
2
0
0
s
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)
INORGANIC SILTS AND VERY FINE SANDS, SILTY OR
CLAYEY FINE SANDS, SILTS WITH SLIGHT PLASTICITY
ORGANIC CLAYS & ORGANIC SILTS OFMEDIUM-TO-HIGH PLASTICITY
INORGANIC CLAYS OF HIGH PLASTICITY, FAT
CLAYS
INORGANIC SILTS, MICACEOUS ORDIATOMACEOUS FINE SAND OR SILT
INORGANIC CLAYS-SILTS OF LOW PLASTICITY, GRAVELLYCLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS
GROUND WATER GRAPHICS
OBSERVED SEEPAGE
WATER LEVEL (level after exploration completion)
WATER LEVEL (level where first observed)
WATER LEVEL (additional levels after exploration)
NOTES
PROJECT NO.:132120
DRAWN BY:SF
CHECKED BY:MB
DATE:3/7/2014
REVISED:-
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(# blows/ft)(# blows/ft)(# blows/ft)
A-2
PLATE
Renton Airport Lift Station Replacement
West Perimeter Road
Renton Municipal Airport
Renton, Washington
0 - 15
(%)
RELATIVEDENSITYSAMPLER
<4
or thread cannot be formed when drier than the
any water content.
The thread can barely be rolled and the lump
when drier than the plastic limit
FIELD TEST
Absence of moisture, dusty, dry to the touch
SubangularRounded Angular
CRITERIA
Subrounded
Gravel
Sand
Fines
Wet
DESCRIPTION
fine
coarse
fine
#10 - #4
GRAIN
SIZE
>12 in. (304.8 mm.)
3/4 -3 in. (19 - 76.2 mm.)
0.19 - 0.75 in. (4.8 - 19 mm.)
50+
SOIL DESCRIPTION KEY
FIELD TESTDESCRIPTION
plastic limit.
the plastic limit. The lump or thread crumbles
limit. The lump or thread can be formed without
Same color and appearance throughout
DESCRIPTION
Stratified
Laminated
Fissured
Slickensided
Inclusion of small pockets of different soils, such as small lenses
Blocky
Lensed
Homogeneous
CRITERIA
Alternating layers of varying material or color with the layer
0.0029 - 0.017 in. (0.07 - 0.43 mm.)
0.017 - 0.079 in. (0.43 - 2 mm.)
to reach the plastic limit. The thread can be
Very Soft
DESCRIPTION
None
Strong
Rounded
DESCRIPTION
Cobbles
No visible reaction
Some reaction, with bubbles forming slowly
Violent reaction, with bubbles forming immediately
Weak
0.079 - 0.19 in. (2 - 4.9 mm.)
SPT-N60
Very Dense
Dense
Medium Dense
FIELD TEST
NP
< 30
> 50
<0.0029 in. (<0.07 mm.)
rerolled several times after reaching the plastic
SubroundedParticles have smoothly curved sides and no edges
Particles have nearly plane sides but havewell-rounded corners and edges
Particles are similar to angular description but have
of sand scattered through a mass of clay; note thickness
to fracturing
Alternating layers of varying material or color with layers
Angular
Subangular
Boulders
LL
30 - 50
Particles have sharp edges and relatively planesides with unpolished surfaces
rounded edges
at least 1/4-in. thick, note thickness
medium
Loose
Very Loose
DENSITY
DESCRIPTION
Dry
Moist
is required to reach the plastic limit.The thread cannot be rerolled after reaching
The thread is easy to roll and not much time
5 - 12
A 1/8-in. (3 mm.) thread cannot be rolled at
5 - 15
15 - 40
40 - 70
85 - 100
65 - 85
35 - 65
15 - 35
>70
Damp but no visible water
Visible free water, usually soil is below water table
Cohesive soil that can be broken down into small angular
crumbling when drier than the plastic limit
lumps which resist further breakdown
Fracture planes appear polished or glossy, sometimes striated
Breaks along definite planes of fracture with little resistance
APPARENT
>60
<5
35 - 60
SAMPLERMODIFIED CACALIFORNIA
<4
4 - 10
10 - 30
30 - 50
>50
less than 1/4-in. thick, note thickness
Non-plastic
Low (L)
Medium (M)
High (H)
NOTE: AFTER TERZAGHI AND PECK, 1948
Crumbles or breaks with considerable
Weakly
Moderately
Strongly
FIELD TEST
finger pressure
finger pressure
Will not crumble or break with finger pressure
DESCRIPTION
Crumbles or breaks with handling or slight
It takes considerable time rolling and kneading
coarse
#40 - #10
#200 - #10
Passing #200
3 - 12 in. (76.2 - 304.8 mm.)
3/4 -3 in. (19 - 76.2 mm.)
#4 - 3/4 in. (#4 - 19 mm.)
SIEVE
SIZE
>12 in. (304.8 mm.)
3 - 12 in. (76.2 - 304.8 mm.)
Pea-sized to thumb-sized
Thumb-sized to fist-sized
Larger than basketball-sized
Fist-sized to basketball-sized
Flour-sized and smaller
Rock salt-sized to pea-sized
Sugar-sized to rock salt-sized
Flour-sized to sugar-sized
SIZE
APPROXIMATE
Soft
Very Firm
CONSISTENCY SPT N-VALUES
9 - 15
Firm
0 - 4
5 - 8
16 - 29
30 - 49
Moderately Firm
Hard
12 - 35
ABBR
R
Y
GY
G
BG
Red
Yellow Red
Yellow
Green Yellow
Green
Blue Green
Blue
Purple Blue
Purple
Red Purple
NAME
YR
B
PB
P
RP
Black N
PLASTICITY
REACTION WITH HYDROCHLORIC ACID
GRAIN SIZE
ANGULARITY
STRUCTURE
MOISTURE CONTENT
APPARENT / RELATIVE DENSITY - COARSE-GRAINED SOIL
CEMENTATION
CONSISTENCY - FINE-GRAINED SOIL
Munsell Color
PROJECT NO.:132120
DRAWN BY:SF
CHECKED BY:MB
DATE:3/7/2014
REVISED:-
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I
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T
_
L
I
B
R
A
R
Y
_
2
0
1
4
.
G
L
B
[
G
E
O
-
L
E
G
E
N
D
2
(
S
O
I
L
D
E
S
C
K
E
Y
)
(
A
R
I
Z
O
N
A
)
]
2 inches of sod
SILTwithSand(ML): trace to some
coarse rounded gravel, evedence of a
pocket of medium sand, non-plastic,
brown, moist to wet, firm
-no evidence in the sample or drilling action
of gravel
SandySILT(ML): fine sand, non-plastic,
brown, moist to wet, dense
SILT(ML): trace fine sand, non-plastic,
brown, moist to wet, firm to hard
-observed iron oxide marbling in the
sample
SILT(ML): trace fine sand, non-plastic,
gray, moist to wet, firm to hard
Flush-mount
monument
cased in
concrete
2" SCH 40
Solid PVC
Riser with
Bentonite
Seal
2" SCH 40
Slotted 0.010
PVC Screen
with 20/40
Sand Pack
Bentonite
Chips
BC=101521
BC=61117
BC=173615
BC=72634
BC=71623
BC=162026
22.0
27.6
24.8
29.1
32.7
26.3
72
70
95
S1
S2
S3
S4
S5
S6
A-3
PAGE:1 of 2
LABORATORY RESULTS
PLATEBORING LOG KB-1
BORING LOG KB-1
FIELD EXPLORATION
No Coordinates AvailableApproximate Surface Elevation (ft.): 27.5
Surface Condition: Lawn
Renton Airport Lift Station Replacement
West Perimeter Road
Renton Municipal Airport
Renton, Washington
S. FlowersLogged By:Date Begin - End:
Hor.-Vert. Datum:
Weather:Cloudy, 50 degrees
Drill Equipment:
Drill Crew:Drill Company:
Not Available Hammer Type - Drop:
Mud Rotary
B-60
DerekHolt Drilling3/12/2013
140 lb. Auto - 30 in.
Auger Diameter:
-90 degreesExploration Plunge:Drilling Method:
6 in. O.D.
Li
q
u
i
d
L
i
m
i
t
(N
V
=
N
o
V
a
l
u
e
)
Pl
a
s
t
i
c
i
t
y
I
n
d
e
x
(N
P
=
N
o
P
l
a
s
t
i
c
i
t
y
)
MONITORING WELL*
Blo
w
C
o
u
n
t
s
(
B
C
)
=
Un
c
o
r
r
.
b
l
o
w
s
/
6
i
n
.
De
p
t
h
(
f
e
e
t
)
5
10
15
20
25
30
Ap
p
r
o
x
i
m
a
t
e
El
e
v
a
t
i
o
n
(
f
e
e
t
)
25
20
15
10
5
0
-5
Gr
a
p
h
i
c
a
l
L
o
g
Re
c
o
v
e
r
y
(N
R
=
N
o
R
e
c
o
v
e
r
y
)
US
C
S
Sy
m
b
o
l
Wa
t
e
r
Co
n
t
e
n
t
(
%
)
Dr
y
D
e
n
s
i
t
y
(
p
c
f
)
Pa
s
s
i
n
g
N
o
.
4
Si
e
v
e
(
%
)
Pa
s
s
i
n
g
#2
0
0
S
i
e
v
e
(
%
)
Sa
m
p
l
e
Nu
m
b
e
r
Ex
p
l
o
r
a
t
i
o
n
M
e
t
h
o
d
gI
N
T
F
I
L
E
:
U
:
\
1
p
r
o
j
e
c
t
s
\
1
3
2
1
2
0
R
e
n
t
o
n
A
i
r
p
o
r
t
L
s
R
e
p
l
a
c
e
m
e
n
t
\
l
o
g
s
\
1
3
2
1
2
0
R
e
n
t
o
n
A
i
r
p
o
r
t
L
s
R
e
p
l
a
c
e
m
e
n
t
.
g
p
j
C
:
K
L
F
_
S
T
A
N
D
A
R
D
_
G
I
N
T
_
L
I
B
R
A
R
Y
_
S
R
.
1
.
2
.
G
L
B
[
A
U
_
K
L
F
_
B
O
R
I
N
G
/
T
E
S
T
P
I
T
S
O
I
L
L
O
G
]
PROJECT NO.:132120
DRAWN BY:SF
CHECKED BY:MB
DATE:3/7/2014
REVISED:
Sa
m
p
l
e
T
y
p
e
SILT(ML): trace fine sand, non-plastic,
gray, moist to wet, firm to hard
The exploration was terminated at
approximately 41.5 ft. below ground
surface. The exploration was backfilled
with a monitoring well installation on March
12, 2013.
GROUNDWATER LEVEL INFORMATION: Groundwater was observed at approximately 4.5 ft. below top ofcasing 17 days after drilling completion.GENERAL NOTES:
*See Laboratory Summary Sheets for additional lab results.The exploration location and elevation are approximate and wereestimated by Kleinfelder based on drawing LS1, Proposed LiftStation Preliminary Layout, prepared by ROTH HILL for the City ofRenton.
BC=142725
BC=121825
25.8 95S7
S8
A-3
PAGE:2 of 2
LABORATORY RESULTS
PLATEBORING LOG KB-1
BORING LOG KB-1
FIELD EXPLORATION
No Coordinates AvailableApproximate Surface Elevation (ft.): 27.5
Surface Condition: Lawn
Renton Airport Lift Station Replacement
West Perimeter Road
Renton Municipal Airport
Renton, Washington
S. FlowersLogged By:Date Begin - End:
Hor.-Vert. Datum:
Weather:Cloudy, 50 degrees
Drill Equipment:
Drill Crew:Drill Company:
Not Available Hammer Type - Drop:
Mud Rotary
B-60
DerekHolt Drilling3/12/2013
140 lb. Auto - 30 in.
Auger Diameter:
-90 degreesExploration Plunge:Drilling Method:
6 in. O.D.
Li
q
u
i
d
L
i
m
i
t
(N
V
=
N
o
V
a
l
u
e
)
Pl
a
s
t
i
c
i
t
y
I
n
d
e
x
(N
P
=
N
o
P
l
a
s
t
i
c
i
t
y
)
MONITORING WELL*
Blo
w
C
o
u
n
t
s
(
B
C
)
=
Un
c
o
r
r
.
b
l
o
w
s
/
6
i
n
.
De
p
t
h
(
f
e
e
t
)
40
45
50
55
60
65
Ap
p
r
o
x
i
m
a
t
e
El
e
v
a
t
i
o
n
(
f
e
e
t
)
-10
-15
-20
-25
-30
-35
-40
Gr
a
p
h
i
c
a
l
L
o
g
Re
c
o
v
e
r
y
(N
R
=
N
o
R
e
c
o
v
e
r
y
)
US
C
S
Sy
m
b
o
l
Wa
t
e
r
Co
n
t
e
n
t
(
%
)
Dr
y
D
e
n
s
i
t
y
(
p
c
f
)
Pa
s
s
i
n
g
N
o
.
4
Si
e
v
e
(
%
)
Pa
s
s
i
n
g
#2
0
0
S
i
e
v
e
(
%
)
Sa
m
p
l
e
Nu
m
b
e
r
Ex
p
l
o
r
a
t
i
o
n
M
e
t
h
o
d
gI
N
T
F
I
L
E
:
U
:
\
1
p
r
o
j
e
c
t
s
\
1
3
2
1
2
0
R
e
n
t
o
n
A
i
r
p
o
r
t
L
s
R
e
p
l
a
c
e
m
e
n
t
\
l
o
g
s
\
1
3
2
1
2
0
R
e
n
t
o
n
A
i
r
p
o
r
t
L
s
R
e
p
l
a
c
e
m
e
n
t
.
g
p
j
C
:
K
L
F
_
S
T
A
N
D
A
R
D
_
G
I
N
T
_
L
I
B
R
A
R
Y
_
S
R
.
1
.
2
.
G
L
B
[
A
U
_
K
L
F
_
B
O
R
I
N
G
/
T
E
S
T
P
I
T
S
O
I
L
L
O
G
]
PROJECT NO.:132120
DRAWN BY:SF
CHECKED BY:MB
DATE:3/7/2014
REVISED:
Sa
m
p
l
e
T
y
p
e
2 inches of topsoil
Fill
SiltyGRAVEL(GM): brown, moist,
medium dense, fine to coarse gravel, some
fine to coarse sand
Alluvium
SILTwithSand(ML): non-plastic, black,
no odor, wet, soft, fine sand, trace organic
SiltySAND(SM): gray, wet, medium
dense, fine to medium sand
SILT(ML): non-plastic, brownish gray,
moist, medium dense, trace fine sand
SILTwithSand(ML): gray, wet, dense,
fine sand
SILT(ML): gray, wet, dense, some fine
sand
SILT(ML): non-plastic, brownish gray with
red laminations, moist to wet, hard to very
hard, trace fine sand, 4 to 8 inch
iterbedded layers of fine sand
BC=211
BC=656
BC=71118
BC=1718
27
BC=172429
BC=172428
BC=202732
BC=274250/6"
6 in.
10in.
18in.
12in.
12in.
12in.
14in.
18in.
16.5
26.7
25.4
24.2
39
96
74
89
S1
S2
S3
S4
S5
S6
S7
S8
A-4
PAGE:1 of 2
LABORATORY RESULTS
PLATEBORING LOG KB-2
BORING LOG KB-2
FIELD EXPLORATION
No Coordinates AvailableApproximate Surface Elevation (ft.): 27.5
Surface Condition: Lawn
Renton Airport Lift Station Replacement
West Perimeter Road
Renton Municipal Airport
Renton, Washington
S. FlowersLogged By:Date Begin - End:
Hor.-Vert. Datum:
Weather:Sunny, 40 degrees
Drill Equipment:
Drill Crew:Drill Company:
Not Available Hammer Type - Drop:
Hollow Stem Auger
Trailer
CarlosBoretec2/28/2014
140 lb. Cathead - 30 in.
Auger Diameter:
-90 degreesExploration Plunge:Drilling Method:
6 in. O.D.
Li
q
u
i
d
L
i
m
i
t
(N
V
=
N
o
V
a
l
u
e
)
Pl
a
s
t
i
c
i
t
y
I
n
d
e
x
(N
P
=
N
o
P
l
a
s
t
i
c
i
t
y
)
Ot
h
e
r
T
e
s
t
s
/
Re
m
a
r
k
s
Blo
w
C
o
u
n
t
s
(
B
C
)
=
Un
c
o
r
r
.
b
l
o
w
s
/
6
i
n
.
De
p
t
h
(
f
e
e
t
)
5
10
15
20
25
30
Ap
p
r
o
x
i
m
a
t
e
El
e
v
a
t
i
o
n
(
f
e
e
t
)
25
20
15
10
5
0
-5
Gr
a
p
h
i
c
a
l
L
o
g
Re
c
o
v
e
r
y
(N
R
=
N
o
R
e
c
o
v
e
r
y
)
US
C
S
Sy
m
b
o
l
Wa
t
e
r
Co
n
t
e
n
t
(
%
)
Dr
y
D
e
n
s
i
t
y
(
p
c
f
)
Pa
s
s
i
n
g
N
o
.
4
Si
e
v
e
(
%
)
Pa
s
s
i
n
g
#2
0
0
S
i
e
v
e
(
%
)
Sa
m
p
l
e
Nu
m
b
e
r
Ex
p
l
o
r
a
t
i
o
n
M
e
t
h
o
d
gI
N
T
F
I
L
E
:
U
:
\
1
p
r
o
j
e
c
t
s
\
1
3
2
1
2
0
R
e
n
t
o
n
A
i
r
p
o
r
t
L
s
R
e
p
l
a
c
e
m
e
n
t
\
l
o
g
s
\
1
3
2
1
2
0
R
e
n
t
o
n
A
i
r
p
o
r
t
L
s
R
e
p
l
a
c
e
m
e
n
t
.
g
p
j
C
:
K
L
F
_
S
T
A
N
D
A
R
D
_
G
I
N
T
_
L
I
B
R
A
R
Y
_
S
R
.
1
.
2
.
G
L
B
[
A
U
_
K
L
F
_
B
O
R
I
N
G
/
T
E
S
T
P
I
T
S
O
I
L
L
O
G
]
PROJECT NO.:132120
DRAWN BY:SF
CHECKED BY:MB
DATE:3/7/2014
REVISED:
Sa
m
p
l
e
T
y
p
e
SILT(ML): gray, wet, dense, some fine
sand
The exploration was terminated at
approximately 41.5 ft. below ground
surface. The exploration was backfilled
with bentonite on February 28, 2014.
GROUNDWATER LEVEL INFORMATION: Groundwater was observed at approximately 5 ft. below groundsurface during drilling.GENERAL NOTES:
The exploration location and elevation are approximate and wereestimated by Kleinfelder based on drawing C7, Renton Airport LiftStation Replacement, prepared by Stantec for the City of Renton,dated August 5, 2013..
BC=152123
BC=172023
18in.
12in.
S9
S10
A-4
PAGE:2 of 2
LABORATORY RESULTS
PLATEBORING LOG KB-2
BORING LOG KB-2
FIELD EXPLORATION
No Coordinates AvailableApproximate Surface Elevation (ft.): 27.5
Surface Condition: Lawn
Renton Airport Lift Station Replacement
West Perimeter Road
Renton Municipal Airport
Renton, Washington
S. FlowersLogged By:Date Begin - End:
Hor.-Vert. Datum:
Weather:Sunny, 40 degrees
Drill Equipment:
Drill Crew:Drill Company:
Not Available Hammer Type - Drop:
Hollow Stem Auger
Trailer
CarlosBoretec2/28/2014
140 lb. Cathead - 30 in.
Auger Diameter:
-90 degreesExploration Plunge:Drilling Method:
6 in. O.D.
Li
q
u
i
d
L
i
m
i
t
(N
V
=
N
o
V
a
l
u
e
)
Pl
a
s
t
i
c
i
t
y
I
n
d
e
x
(N
P
=
N
o
P
l
a
s
t
i
c
i
t
y
)
Ot
h
e
r
T
e
s
t
s
/
Re
m
a
r
k
s
Blo
w
C
o
u
n
t
s
(
B
C
)
=
Un
c
o
r
r
.
b
l
o
w
s
/
6
i
n
.
De
p
t
h
(
f
e
e
t
)
40
45
50
55
60
65
Ap
p
r
o
x
i
m
a
t
e
El
e
v
a
t
i
o
n
(
f
e
e
t
)
-10
-15
-20
-25
-30
-35
-40
Gr
a
p
h
i
c
a
l
L
o
g
Re
c
o
v
e
r
y
(N
R
=
N
o
R
e
c
o
v
e
r
y
)
US
C
S
Sy
m
b
o
l
Wa
t
e
r
Co
n
t
e
n
t
(
%
)
Dr
y
D
e
n
s
i
t
y
(
p
c
f
)
Pa
s
s
i
n
g
N
o
.
4
Si
e
v
e
(
%
)
Pa
s
s
i
n
g
#2
0
0
S
i
e
v
e
(
%
)
Sa
m
p
l
e
Nu
m
b
e
r
Ex
p
l
o
r
a
t
i
o
n
M
e
t
h
o
d
gI
N
T
F
I
L
E
:
U
:
\
1
p
r
o
j
e
c
t
s
\
1
3
2
1
2
0
R
e
n
t
o
n
A
i
r
p
o
r
t
L
s
R
e
p
l
a
c
e
m
e
n
t
\
l
o
g
s
\
1
3
2
1
2
0
R
e
n
t
o
n
A
i
r
p
o
r
t
L
s
R
e
p
l
a
c
e
m
e
n
t
.
g
p
j
C
:
K
L
F
_
S
T
A
N
D
A
R
D
_
G
I
N
T
_
L
I
B
R
A
R
Y
_
S
R
.
1
.
2
.
G
L
B
[
A
U
_
K
L
F
_
B
O
R
I
N
G
/
T
E
S
T
P
I
T
S
O
I
L
L
O
G
]
PROJECT NO.:132120
DRAWN BY:SF
CHECKED BY:MB
DATE:3/7/2014
REVISED:
Sa
m
p
l
e
T
y
p
e
2 inches of sod
Embankment Fill
SiltyGRAVELwithSand(GM): coarse
gravel, fine to mdium sand, brown, moist,
medium dense
Alluvium
SILT(ML): with fibrous organic material
such as wood chips and small twigs,
interbedded with two 1 to 2 inch thick
layers of fine to medium sand, non-plastic,
dark brown, moist to wet, soft
Completed handauger exploration to 7 feet
below grounhd surface. DCPT extended to
10 feet below ground surface.
The exploration was terminated at
approximately 10 ft. below ground surface.
The exploration was backfilled with
excavated material on March 12, 2013.
GROUNDWATER LEVEL INFORMATION: Seepage was observed at approximately 6 ft. below groundsurface during drilling.
GENERAL NOTES:The exploration location and elevation are approximate and were
estimated by Kleinfelder based on drawing LS1, Proposed LiftStation Preliminary Layout, prepared by ROTH HILL for the City ofRenton.
111.8
117.4
S1
S2
A-5
PAGE:1 of 1
LABORATORY RESULTS
PLATEHAND AUGER LOG KHA-1
HAND AUGER LOG KHA-1
FIELD EXPLORATION
No Coordinates AvailableApproximate Surface Elevation (ft.): 29.5
Surface Condition: Lawn
Renton Airport Lift Station Replacement
West Perimeter Road
Renton Municipal Airport
Renton, Washington
S. FlowersLogged By:Date Begin - End:
Hor.-Vert. Datum:
Weather:Cloudy, 50 degrees
Drill Equipment:
Drill Crew:Drill Company:
Not Available Hammer Type - Drop:
Hand Auger
Hand Auger
S. FlowersKleinfelder3/12/2013
35 lb. DCPT - 15 in.
Exploration Diameter:
-90 degreesExploration Plunge:Drilling Method:
8 in. O.D.
Li
q
u
i
d
L
i
m
i
t
(N
V
=
N
o
V
a
l
u
e
)
Pl
a
s
t
i
c
i
t
y
I
n
d
e
x
(N
P
=
N
o
P
l
a
s
t
i
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PROJECT NO.:132120
DRAWN BY:SF
CHECKED BY:MB
DATE:3/7/2014
REVISED:
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2 inches of sod
SiltySANDwithGravel(SM): fine to
medium sand, fine and coarse gravel,
brown, moist, medium dense
Encountered refusal with DCPT.
SAND(SP): medium sand, brown, moist,
loose
SILTwithSand(ML): trace fine sand,
non-plastic, black, moist to wet, firm
The exploration was terminated at
approximately 7 ft. below ground surface.
The exploration was backfilled with
excavated material on March 12, 2013.
GROUNDWATER LEVEL INFORMATION: Groundwater seepage was not observed at the time of exploration.GENERAL NOTES:The exploration location and elevation are approximate and wereestimated by Kleinfelder based on drawing LS1, Proposed LiftStation Preliminary Layout, prepared by ROTH HILL for the City ofRenton.
11.8
20.7 77
S1
S2
A-6
PAGE:1 of 1
LABORATORY RESULTS
PLATEHAND AUGER LOG KHA-2
HAND AUGER LOG KHA-2
FIELD EXPLORATION
No Coordinates AvailableApproximate Surface Elevation (ft.): 30.0
Surface Condition: Lawn
Renton Airport Lift Station Replacement
West Perimeter Road
Renton Municipal Airport
Renton, Washington
S. FlowersLogged By:Date Begin - End:
Hor.-Vert. Datum:
Weather:Cloudy, 50 degrees
Drill Equipment:
Drill Crew:Drill Company:
Not Available Hammer Type - Drop:
Hand Auger
Hand Auger
S. FlowersKleinfelder3/12/2013
35 lb. DCPT - 15 in.
Exploration Diameter:
-90 degreesExploration Plunge:Drilling Method:
8 in. O.D.
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PROJECT NO.:132120
DRAWN BY:SF
CHECKED BY:MB
DATE:3/7/2014
REVISED:
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B
APPENDIX B
GROUNDWATER DRAWDOWN AND RECOVERY ANALYSIS
TEST PROCEEDURE AND ANALYSIS
We performed a series of drawdown and recovery tests in the 2-inch monitoring well
installed in KB-1. The purpose of the tests is to estimate the permeability of the soil
surrounding the monitoring wells. The test consisted of bailing the water out of the well
at an approximately consistent rate until the water level in the well reached equilibrium
at the bailing rate. Then we stopped bailing the water from the well and, using a
pressure transducer, recorded water level increase over time at ¼ millisecond intervals.
We repeated the test three times.
We then plotted the results of the tests on the same graph for comparison and analysis.
Plate B-1 shows a linear plot of the test results as well as the logarithmic trend line and
resulting equation used in our analysis. For the three drawdown and recovery tests we
performed, the graph indicates that tests produced consistent, reputable results. We
then used the Bouwer and Rice method to calculate the hydraulic conductivity of the
aquifer. To perform the calculation we assumed that the soil is saturated to a depth of
about 30 feet below the existing ground surface. Based on the results of the calculation
the estimated hydraulic conductivity of the aquifer surrounding KB-1 is between 5×10-5
and 5×10-6 cm/sec.
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