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REPORT OF GEOTECHNICAL INVESTIGATION
AVIATION FUEL FARM
RENTON MUNICIPAL AIRPORT
RENTON, WASHINGTON
CITY OF RENTON
for p
E C E I V E k
BOEING COMPANY OCT 04 1991
JOB NO. 00695-515-016
July 29, 1991 BUILDING DPVI.SION
DAMES &. MOORE
-4-ft DAMES & MOORE A PROFESSIONAL LIMITED PARTNERSHIP
500 MARKET PLACE TOWER,2025 FIRST AVENUE,SEATTLE,WASHINGTON 98121
(206)728-0744
- July 29, 1991
Bovay Northwest, Inc.
East 88 Sprague Avenue
Spokane, Washington 99202-2189
Attention: Mr. Steve Schrope
Dear Mr. Schrope:
We submit herewith five copies of our"Report of Geotechnical Investigation,Aviation Fuel Farm,
Renton Municipal Airport, Renton, Washington" for the Boeing Company. Our services were
authorized by your Engineering Services Agreement of May 20, 1991, and were performed in
general accordance with the Dames & Moore proposal of April 29, 1991.
We thank you for the opportunity to be of service on this project. Please contact us if questions
arise regarding the contents of the report, or if additional assistance is required.
Yours very truly,
DAMES & MOORE
Joseph Lamont Jr.
Senior Partner (Ltd.)
"-005-00695-016/WE12120.4W
IXM95-515-016
OFFICES WORLDWIDE
TABLE OF CONTENTS
SECTION PAGE
INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
PROPOSED CONSTRUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
SCOPE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
SITE CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
CONCLUSIONS AND RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
GENERAL . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
FOUNDATION SUPPORT - FUEL TANKS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
FOUNDATION SUPPORT - MAINTENANCE BUILDING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
EXCAVATION SUPPORT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
DEWATERING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
EARTHWORK . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
LIQUEFACTION AND SEISMIC CONSIDERATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
CORROSION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
LEAK DETECTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
CLOSURE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
I
DAMES & MOORE
REPORT OF GEOTECHNICAL INVESTIGATION
AVIATION FUEL FARM
RENTON MUNICIPAL AIRPORT
RENTON, WASHINGTON
for the
BOEING COMPANY
INTRODUCTION
We present in this report the results of our geotechnical investigation for the proposed Fuel
Farm and Maintenance Building to be constructed in Renton,Washington for the Boeing Company.
The Fuel Farm facilities will be located on the west side of the Renton Municipal Airport as indicated
on the Vicinity Map, Plate 1, and the Site Plan, Plate 2.
PROPOSED CONSTRUCTION
Information provided to us indicates that construction will consist of four steel tanks for storage
of jet fuel each 10 feet in diameter and 50 feet in length and three smaller auxiliary tanks for diesel
fuel, separation and waste reclamation. The tentative tank layout is illustrated on Plate 2, but we
understand that this may not be the final configuration. The current concept is to place these tanks
entirely below the ground surface, with foundation support and uplift ballast provided by a 4 feet
thick concrete pad. We understand that the top of the concrete pad will be at a depth of
approximately 10 to 12 feet below the existing ground surface.
A two-story maintenance building 40 by 70 feet in area with an attached "Wash Rack'facility is
also planned. The building will consist of a steel frame structure 20 feet in height with an exterior
masonry wainscot. Maximum column loads for the building have been estimated at 40 kips,
approximately two thirds of which is live load. Column spacing will be 70 feet in the east-west
direction and about 25 feet in the north-south direction. A continuous wall footing will be
constructed around the building exterior and widened at appropriate locations to support the
columns. The floor slab will be at the level of the existing ground surface, approximately Elevation
27 (elevation from Leo A. Daly & Associates "Grading Plan - Renton Airport Apron C Extension,"
1966). A floor load of approximately 120 pounds per square foot (psf) has been estimated.
SCOPE
The purpose of this investigation is to develop information and recommendations for support
of the proposed tanks and building facilities. The scope of work includes the following elements:
DAMES & MOORE
1. Review existing information on soil and ground-water conditions from our files and from
other sources.
2. Drill and sample two borings to a depth of approximately 60 feet to obtain site specific soil
information.
3. Conduct an situ permeability tests in existing wells and in a well installed in one of the new
borings.
4. Conduct laboratory tests on selected samples to measure pertinent engineering
characteristics of the subsurface soils.
5. Conduct laboratory tests on selected samples to measure corrosion potential. These
include tests for pH, resistivity and sulfate screen.
6. Evaluate dewatering requirements for the proposed construction and the potential effects
on nearby facilities, and provide recommendations regarding appropriate dewatering
methods and precautions.
7. Provide recommendations for foundation support of tanks, including subgrade preparation
and estimated settlements.
8. Provide recommendations on measures to prevent uplift of tanks in near-empty conditions.
Such measures include piles and vertical soil anchors.
9. Provide recommendations on methods for supporting temporary excavations for tank
foundations.
10. Provide recommendations for support for the 2-story maintenance building.
11. Evaluate the potential for earthquake-induced liquefaction at the site and provide
recommendations for measures to mitigate this potential.
12. Review the existing provisions for leak detection at the site, including the presence of
existing wells, and recommend modifications where needed to satisfy regulatory concerns.
13. Provide recommendation for site preparation and construction measures including criteria
for compacted fill materials and methods.
14. Prepare a written report describing the investigation and summarizing our conclusions and
recommendations.
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DAMES & MOORE
SITE CONDITIONS
The site surface is essentially flat and paved with a 12-inch thick reinforced concrete surface that
serves as an aircraft parking area. None of the existing buildings at the site are within the area to
be occupied by the proposed facilities.
Subsurface conditions at the site were explored by drilling two borings at the locations shown
on Plate 2. Further information concerning the field investigation and the logs of the borings are
presented in Appendix A. In addition, we reviewed logs of shallow borings drilled previously at the
site, including 4 by Dames & Moore and 10 by Groundwater Technology Incorporated (GTI).
Copies of these logs have been included for reference in Appendix B. Laboratory tests conducted
on samples from the borings are described in Appendix C.
The site is located at the south end of Lake Washington. It is underlain by lacustrine soils and
alluvial deposits from the Cedar River,which flows into the lake from the southeast. The Black River
previously flowed out of the lake toward the southwest, but the outlet was abandoned when the level
of Lake Washington was lowered at the time of the construction of the Hiram Chittenden Locks.
Historical information indicates that subsequent Black River drainage ran for a time in a large
diameter buried conduit that followed the approximate route of Perimeter Road along the west side
of the Renton Airport. Soils deposited by lacustrine or alluvial processes are normally
unconsolidated.
The available site specific information indicates that the upper 7 to 8 feet consists of fill soil of
variable description. In the vicinity of the proposed tanks much of the fill is fine grained soils
consisting of silty clay or sandy silt, beneath some gravel or crushed rock near the surface. At the
maintenance building location the fill is somewhat sandier. Sampler penetration resistance values
indicate that the upper 4 to 5 feet of fill are stiffer and more dense.
Underlying the fill deposit are interbedded silts, sandy silts and silty sands with occasional
lenses of clean sand. These silty interbeds extend to a depth of approximately 30 to 35 feet, below
which the soils become sandier and more dense to a depth of approximately 60 feet. The silty
interbeds are typically very soft to soft, with granular portions in a very loose to loose condition.
Penetration resistance values from 1 to 3 blows per foot were frequently encountered. These soils
are relatively weak and highly compressible.
The underlying silty sands and sands below approximately 35 feet depth are typically medium
dense with occasional loose zones. In Boring B-2-91 at the proposed tank locations these soils
included some silt or clay layers that were mostly medium stiff to stiff in consistency, with a soft
zone near 50 feet. Results of direct shear tests on sand samples at a depth of 38 feet in Boring
B-1-91 are presented on Plate C-2 in Appendix C. The soils in the 30 to 65 feet depth range are
typified by low to moderate strengths and moderate compressibility. Deep foundation elements
could be founded at these levels.
The natural soils typically contain varying amounts of wood fragments or other organic matter.
B-005-ooa95-016\ai._oe3o, w 3
DAMES S MOORE
Groundwater measurements made as much as 20 days following completion of drilling indicate
a water level at a depth of approximately 4 feet. This level may fluctuate a little depending on
rainfall conditions and the level of Lake Washington.
CONCLUSIONS AND RECOMMENDATIONS
GENERAL
The fuel tanks may be founded on a thick mat as originally conceived, or on a thinner mat with
uplift resistance provided by soil anchors. The anchors could be installed in such a manner as to
reduce the liquefaction-susceptibility of subsoils. The maintenance building may be founded on
shallow foundations using a very low allowable bearing capacity to minimize the amount of footing
settlement.
FOUNDATION SUPPORT - FUEL TANKS
The fuel tanks may be supported on a concrete mat foundation that is constructed on the
natural silty interbedded soils below a depth of 8 feet. The mat may be designed using an allowable
bearing capacity of 1500 psf. The mat should be supported on a 2-foot thick layer of crushed rock
or well-graded granular soil with less than 3 percent fines. This granular base course will serve as
a working platform for preparing the mat and supporting the fresh concrete. The layer will also be
necessary for construction dewatering purposes as discussed in a later section entitled
"Dewatering."
When the tanks and mat are in place and backfill soil has been placed around them, we
estimate that a net decrease in vertical stress will occur within the foundation soils below the bottom
of the mat. This will be the case even for a 4-foot thick mat and completely full tanks, and results
from the lower unit weight of the large volume of jet fuel stored in the tanks. Consequently, we
estimate that settlement of the mat and tanks will be negligible. When the tanks are empty, a net
unloading (i.e. uplift) situation will exist. The uplift load can be counteracted either by the weight
of the mat or by the installation of anchors or piles to resist the uplift forces. Uplift will also be
resisted by the weight of the backfill soil over the mat. We have not estimated the size of mat that
would be required to adequately resist the uplift forces. The backfill component of uplift resistance
may be estimated using a soil unit weight of 110 pcf above the water table and a submerged unit
weight of 48 pcf below the water table.
As mentioned above, uplift resistance may be developed using only the dead weight of the mat
and backfill soils or a combination of dead weight plus deep foundation elements, e.g. soil anchors
or piles, that are tied into the mat foundation.
We believe the better alternative for resisting uplift is to use soil anchors. Anchors should
consist of steel tendons or rods grouted into holes that are drilled into suitably competent soil layers
located below a depth of about 33 feet (Boring B-2-91). Anchor capacity may be estimated using
an allowable skin friction value of 1 ksf for a 6 to 8 inch diameter, pressure grouted anchor. The
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DAMES & MOORE
allowable friction may be applied only to that portion of the anchor located below a depth of 33 feet.
However, the entire length of anchor should be grouted to provide protection against corrosion.
Further corrosion protection should be provided by applying an epoxy coating to the steel anchor.
The anchor should be connected structurally to the concrete mat, but should not be prestressed.
It may prove more advantageous to drill and install the anchors from the existing ground surface
prior to the start_of the excavation process in order to avoid placing heavy equipment in the
excavation. Anchor installation should be performed by a contractor experienced in this type of
work, as the soft and loose nature of the soils could complicate the installation process. The
design, installation and proof testing of the anchors should be in general accordance with guidelines
presented in "Recommendations For Prestressed Rock and Soil Anchors" by the Post-Tensioning
Institute, 1986.
The pressure grouting procedure is expected to densify some of the looser granular soil
interbeds, and thereby reduce the potential for liquefaction during seismic events. A discussion of
the liquefaction potential of soils at this site is presented in a later section.
A further alternative for uplift resistance is to install augercast concrete piles and structurally
connect the piles to the concrete mat. A 12-inch or 16-inch diameter pile may be used, with
anchorage friction provided by soils below a depth of 35 feet. We recommend an allowable shaft
friction value of 600 psf for design purposes. The pile should be appropriately reinforced and
installed using a continuous flight auger. Concrete grout should be pumped continuously during
withdrawal of the auger, the rate of which should not exceed about 7 to 9 feet per minute. The
pressure grout pump should be in the range of about 150 to 300 psi, depending on the length of
the feeder hose.
We recommend that installation of uplift resistance anchors or piles be monitored by a field
engineer from our office to assure that conditions encountered are not different from those assumed
for design, and to assure that proper installation procedures are followed. Our observations will be
used to assess the capability of each anchor or pile to support the design load. Our field
representative will evaluate the contractor's compliance with the contract specifications and the
intent of the recommendations in this report.
FOUNDATION SUPPORT - MAINTENANCE BUILDING
We recommend that foundations for the maintenance building and adjacent "Wash Rack"
structure be supported on shallow spread footings founded on the existing fill soils. An allowable
bearing capacity of 1500 psf may be used for design purposes. A minimum footing width of 18
inches should be employed, and all footings should be placed at least 18 inches below the lowest
adjacent finished grade.
We estimate that total settlements of about 2 inches may occur at the location of the heaviest
columns. This value includes the contribution from adjacent portions of the wall footing and from
the floor slab load. Differential settlements of approximately 112 inch are possible between adjacent
columns. Most of this settlement will occur over a period 1 to 2 months following application of
8-005-00695-016\"fi-OB30.LW 5
DAMES & MOORE
load. We believe that this magnitude of differential settlement will not be detrimental to the integrity
of the structure itself, but could be of concern to the masonry wainscotting. In order to minimize
the potential for damage to the wainscot,we recommend that placement of the wainscot be delayed
as long as possible in the construction sequence. Alternatively,a pre-load fill could be placed along
the wall footing location to induce settlements prior to construction. The preload would require 4
feet of fill for a period of approximately 3 to 4 weeks.
Footing subgrade preparation should be monitored by a representative from Dames & Moore,
and any zones of wet or soft soil or deleterious materials should be removed and replaced with
granular fill compacted to 95 percent of the maximum dry density determined in accordance with
ASTM D-1557.
The building floor slab may be supported on-grade on the existing fill soil provided the subgrade
is prepared as described herein. We recommend that the exposed subgrade be proofrolled after
removal of the existing concrete pavement. Any zones of soft soil or deleterious materials that are
revealed during the proofrolling process should be removed and replaced using granular fill
compacted to 95 percent of maximum dry density determined in accordance with ASTM D-1557.
The extent to which unsuitable zones are overexcavated should be evaluated in the field by a
representative of Dames & Moore. For truck loading, the slab should be underlain by at least 6
inches of clean sand and gravel or crushed rock to provide a uniform bearing surface and to serve
as a capillary break. If aircraft loading in this area is contemplated in the future, the base course
thickness should be increased to at least 12 inches.
Floor slab settlement due to a distributed floor load of 120 psf should be in the range of 0.5 to
0.7 inches.
EXCAVATION SUPPORT
Excavation support at the fuel tank foundation location would best be provided using
interlocking steel sheet piles vibrated into place. This concept appears most appropriate because
other alternatives, including sloped excavations or soldier pile walls, are either too disruptive or
expensive for the given conditions. Use of a sheet pile wall would minimize the amount of paved
surface that would require sacrifice during the construction process, and would also minimize the
amount of dewatering necessary to provide adequate working conditions within the excavation.
We recommend the following soil parameters for use in designing the sheet pile wall system:
ACTIVE EARTH PRESSURE:
Equivalent Unit Weight = 40 pcf above water table
= 25 pcf below water table
PASSIVE EARTH PRESSURE:
Equivalent Unit Weight = 100 pcf below water table
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8-005-00095-016\Rif-Ol30.LW
DAMES 6c MOORE
A factor of safety of 1.5 has been applied to the passive earth pressure value. The unbalanced
hydrostatic load should be added to the above values, where appropriate.
We recommend a minimum sheet pile embedment of 15 feet below the base of the excavation
in order to prevent a quick condition. Vibratory sheet pile driving methods should be used in order
to assist in densifying local zones of loose granular soils and thereby lowering the potential for
liquefaction induced by seismic events.
DEWATERING
An excavation approximately 12 to 15 feet below the existing ground surface will be required
to construct the mat foundation for the fuel tanks. The bottom of this excavation will be
approximately 8 to 11 feet below the ground water level, thereby necessitating dewatering efforts
during the period of construction. We recommend that dewatering be provided by a system of
sumps and pumps within the sheet pile-supported excavation.
During the field exploration phase of this project, we conducted rising head permeability tests
in wells that were installed in Dames & Moore Boring B-2-91 and in GTI Borings MW-1 and MW-3.
The locations of these wells are shown on Plate 2. Details of the tests are presented in Appendix
A. Test results indicated that soils in the upper 25 feet at this site have average permeabilities in
the range of approximately 1 X 10-5 to 7 X 10-5 centimeters per second. The results indicate that
the occasional lenses or layers of clean sand in the upper 25 feet are not continuous,and that gross
permeability at the site is controlled by the fine grained soils. We therefore believe that water inflow
rates will be low enough to be handled by sumps located within the excavation.
The dewatering system should be constructed by first placing a geotextile over the excavation
subgrade to act as both a filtration media which limits the migration of fines and a separation media
that prevents mixing of the granular drainage/base course material with the underlying soft silty
interbeds. A 2-foot thick layer of free-draining granular layer should then be placed using manual
compaction methods or a lightweight roller. Use of heavy equipment on the natural subgrade or
even the compacted granular layer is discouraged in order to limit softening and disturbance of the
natural soils. The drainage layer, which also serves as the base course for the concrete slab,
should be compacted in approximately 8-inch layers to 92 percent of maximum dry density
determined in accordance with ASTM D-1557. Sumps may consist of sections of 55 gallon drums
which have been perforated and incorporated into the drainage layer. Other sump arrangements
are of course possible. The system should contain at least 2 such sumps. Modifications to the
system may be required depending on local conditions and construction constraints.
EARTHWORK
Soils excavated at the site of the proposed fuel tanks will likely consist of a mixture of fill and
natural soils that are primarily silts and clays. We estimate that only a small portion of this fill soil
will be suitable for re-use as backfill around the tanks. Additional backfill soils could be obtained
from the excavation for footings for the maintenance building. The remaining backfill may consist
of imported soil that is primarily granular and placed near its optimum moisture content. We
r-Dos-Doan-o,earr-ae3o.iw
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DAMES & MOORE
recommend that the backfill be compacted in 8 to 12 inch lifts and compacted to 90 percent of the
maximum dry density determined in accordance with ASTM D-1557. In areas where the backfill will
serve as a subgrade for pavements, the upper 2 feet of fill should be compacted to 95 percent of
the maximum dry density.
LIQUEFACTION AND SEISMIC CONSIDERATIONS
We have analyzed the potential for earthquake-induced liquefaction using the method of Seed
et al (1983 and 1985). This empirical method uses sample penetration resistance (blow count)
values together with soil gradation characteristics to estimate the potential for liquefaction for a
given level of ground acceleration. Our analysis indicates that several zones of granular soils at
depths of up to 50 feet will liquefy during a seismic event with a magnitude of 7 and a peak ground
acceleration (pga) value of 0.2g. This was the recommended design seismic event for a Risk
Category II structure,as discussed in the October 27, 1989 Dames&Moore report entitled"Seismic
Design Criteria, Boeing Facilities in the Puget Sound and Portland Areas".
The liquefiable zones are typically those with less than about 30 percent fines, such as the sand
zone in Boring B-2-91 from about 18 to 20 feet depth and in Boring B-1-91 between 8 and 12 feet
depth. Such zones are distributed throughout the profile, but are probably not more than 5 feet
thick in any single zone. The total thickness of liquefiable soil within any one boring is very roughly
estimated at 10 to 15 feet.
We believe that the consequences of liquefaction in these zones is lessened because of the
distributed nature of the zones and their apparently limited lateral extent. The zones are not
traceable between borings. During liquefaction, uplift forces on the underground tanks may
increase to an extent which cannot be accurately assessed. Settlement of the maintenance building
will likely occur. We estimate the total liquefaction-induced settlement magnitudes at approximately
2 to 3 inches based on an analysis by the method of Tokimatsu and Seed (1987).
Liquefaction potential at the fuel tank location may be somewhat reduced by the use of vibratory
sheet-pile driving methods and the installation of pressure grouted soil anchors.
CORROSION
We have evaluated the potential for corrosion of subsurface metallic structures at the site. The
evaluation was facilitated by performing pertinent laboratory tests on samples of soils obtained
during the field exploration program. Tests for pH, conductivity, electrical resistivity and sulfate
content were performed on samples from depths of 2.5 and 7.5 feet in Boring B-2-91. Test results
are presented on Plate C-3 in Appendix C. The results indicate that corrosion potential at the site
is relatively low. However, we caution that soil conditions at the site are highly variable. Overall
corrosion potential may therefore not be fully represented by these test results. We also note that
the presence of sharp interfaces between different soil types, especially those with differing void
ratios and aeration characteristics, is in itself considered an indication of corrosion potential. Higher
corrosion rates have sometimes been observed at such soil-to-soil interface locations. We therefore
•-005-00695-016\11fi-O"30.L1N 8
DAMES & MOORE
recommend that corrosion protection measures be adopted that correspond to a site of moderately
aggressive corrosion conditions.
LEAK DETECTION
Monitoring requirements for new petroleum underground storage tanks (UST's) are specified
in Washington State UST rules (Washington Administrative Code, Chapters 173-360-335, 173-360-
345 and 173-360-350). These regulations along with the spill and overflow control and corrosion
protection requirements are intended to minimize the potential for leakage and spills from UST's and
to provide early detection of leaks. The regulations are consistent with or more stringent than
federal UST rules. Tanks must be monitored using a state approved method at least every 30 days
unless the UST meets new or upgraded tank performance standards. There are several approved
methods depending on the type of tank(single or double walled),whether the tank is installed within
a secondary barrier with a permeability of 10-6 centimeters per second, and whether daily inventory
control procedures are implemented in accordance with state specifications.
In general, new tanks which meet the State performance standards and the daily inventory
control requirements will only need tank testing using an approved method at least once every five
years for the first ten years of tank life. Ground water and vadose (unsaturated soil above the
groundwater table) zone monitoring are also listed as approved release detection methods, but are
not specifically required. However, the Washington State Department of Ecology (Ecology) UST
Section may, at their discretion, require these or other methods in addition to the minimum
requirements if it is deemed necessary to protect human health or the environment.
Ground water levels in monitoring wells previously measured by GTI in March 1991 indicate that
ground water flow is to the west and that the gradient is a relatively low 0.23 feet per 100 feet. GTI
also reported that regional ground-water flow in the vicinity is northeasterly. Based on these
hydrogeologic conditions and our experience with Ecology,we believe that ground-water monitoring
will be required at this site, and that it would be prudent to incorporate monitoring provisions into
the tank system design.
Typical groundwater systems consist of an upgradient (background) well and two or more
downgradient wells, depending on the number and spacing of tanks and other site-specific
conditions. Currently two of the existing monitoring wells (i.e. MW-1 and MW-2) are located outside
of the proposed excavation and are within 50 feet of the closest tank. Thus these wells could be
used as part of the monitoring system. Given the relatively flat gradient of the ground water surface,
the shallow depth to groundwater and the apparent difference between the directions of local and
regional groundwater flow, it is likely that flow direction immediately beneath the tanks may change
seasonally. Other intervening factors would include the intensity of rainfall and surface water runoff
characteristics. Consequently, it is our opinion that three additional monitoring wells should be
installed at locations shown on Plate 2. These wells should provide downgradient monitoring under
the current (westerly) flow condition as well as north to northeasterly flow if the local conditions
change to be more consistent with regional conditions. If after several years of water level
monitoring a consistent flow direction or seasonal flow directions can be established, wells could
be deleted from or added to the system as necessary. The new wells should be constructed in a
a-WS-00695-016\RFf-M-LW 9
DAMES & MOORE
manner consistent with standard engineering practices and in accordance with specifications of
WAC Chapter 173-160. A 10-foot screened section should extend from a depth of about 2 feet to
12 feet. Existing Well MW-2 should be used to provide background water quality data. We further
recommend that these wells be monitored continuously using an automated measuring device, or
on a monthly basis using a manual measuring device. Either device must be capable of detecting
1/8-inch or less of immiscible hydrocarbon on the groundwater surface.
CLOSURE
The descriptions and recommendations presented in this report are based on soil conditions
disclosed by the borings drilled during this and previous investigations at the site. The existing
subsurface information referred to herein does not constitute a direct or implied warranty that the
soil conditions between boring locations can be directly interpolated or extrapolated, or that
subsurface conditions and soil variations different from those disclosed by the borings will not be
revealed. If during construction subsurface conditions different from those described herein are
observed,such conditions should be reviewed by Dames&Moore and the recommendations given
herein revised, if necessary.
Respectfully submitted,
tff `N,.,,..���O � DAMES & MOORE
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IX
} Joseph Lamont Jr.
Senior Partner (Ltd.)
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W. Martin McCabe, PhD, PE
Senior Engineer
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DAMES & MOORE
REFERENCES
Seed, H.B., Idriss, I. M. and Arango, I. (1983) "Evaluation of Liquefaction Potential Using Field
Performance Data," Journal of Geotechnical Engineering, ASCE, V. 109, No. 3, pp 458-482.
Seed, H.B. et al (1985) "Influence of SPT Procedures in Soil Liquefaction Resistance Evaluations,"
Journal of Geotechnical Engineering, ASCE, V. 111, No. 12, pp 1425-1445.
Tokimatsu, K. and Seed, H.B. (1987) Evaluation of Settlements in Sands Due to Earthquake
Shaking, "Journal of Geotechnical Engineering, ASCE, V. 113, No. 8, pp 861-878.
"-005-00695-016\Rfi-OlJII.LW
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Plate 1
r I U 0.5 U Vicinity Map
Proposed Boeing Jet Fuel Farm
Scale in Miles Renton, Washington
0 I Source: USGS Topographic Map, Renton, Washington Quadrangle, 1983. Dames & Moore
i
z
Legend: perimeter Road
0 0
o �
+ +
B-1-91 t9 Dames & Moore boring N z
for this investigation: 2
B-2-66 Dames & Moore boring N6+o0 N6+00
for previous investigation
SB-1 :O Soil boring by Groundwater Technology Inc.
B-5-66
MW-1 Monitoring well by
i
Groundwater Technology Inc.
i
` 66 2-
A Proposed leak detection well B- MW-1/� C-1/C-2 T-4
• / � O/VY Separator
C-1 • Power pole /
C-1 /
I /
0 30 60 Q /
SB-1 / B-2-91
Scale in Feet / SB-2
/ 3 3 3 3
Proposed / �- `" 'L " U- `" LL
Proposed Rack SB-4 _
Wash SB 7 ~ O� ~ ' ~ '
j Maintenance / SO-3
Building /
j SB-6 T 5 T-6 & B-4-66
1 / Diesel Fuel Water/Reclaim,
/
/ MW-3
MW-2 / SB-1
/
B-1-91
m /
c
Existing Q
Building 622 H /
y
/ +
N J/ 2
W4+00 / W4+00
T
Plate 2
Proposed Boeing Jet Fuel Farm
Renton, WA
z Dames & Moore
A
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A
r
APPENDIX A
FIELD EXPLORATION PROGRAM
The subsurface soil and groundwater conditions at the site were investigated by drilling 2
exploratory borings to depths ranging from 59 to 64 feet at the locations shown on Plate 2. The borings
were drilled using truck mounted hollow-stem auger equipment and barite drilling mud to prevent heave.
The field explorations were coordinated by a Dames & Moore representative who located the
borings, classified the materials encountered, maintained a log of each boring and obtained samples
of the various strata for visual examination and laboratory testing. Graphical representation of the soils
penetrated by the borings are presented on the Logs of Borings, Plates A-1 through A-5. The soils have
been classified in general accordance with the Unified Soil Classification System described on Plate A-6.
Soil samples were obtained from the borings using a Dames & Moore Type U Sampler, which is
illustrated on page A-2. The sampler was advanced using a hammer weighing 300 pounds and having
a free fall of 30 inches. The number of blows required to drive the sampler for the final foot of
penetration at each sample location are presented on the boring logs.
A 2-inch diameter water observation well was installed in Boring B-2-91 to a depth of 25 feet. A
graphical representation of the well and description of the well construction materials are shown on the
boring log.
Falling head permeability tests were conducted in the Dames & Moore Boring B-2-91 and in the
previously drilled Groundwater Technology Corporation Wells MW-1 and MW-3. The locations of these
wells are shown on Plate 2. Test data and results are presented on Plates A-7 through A-10 in
Appendix A.
95
15-015-0 5 016/BOE 12120.M1V
00616
SOIL SAMPLER TYPE U
DRIVING OR PUSHING FOR SOILS DIFFICULT TO RETAIN IN SAMPLER
MECHANISM
COUPLING
WATER OUTLETS
r
NOTCHES FOR
ENGAGING CHECK VALVES
FISHING TOOL
NEOPRENE GASKET
r
HEAD
r"
VALVE CAGE
i
N(!TE(
HEAD EXTENSION*CAN
RE INTRODUC CC)BETWEEN
`HEAD'AND*SPLIT BARREL'
ALTERNATE ATTACHMENTS
SPLIT BARREL
(TO FACILITATE REMOVAL
Of CORE SAMPLE)
CORE-RETAINER
RINGS
(7-1/2'O.D.BY 1'LONG)
SPLIT BARREL
1
LOCKING CORE-RETAINING
RING DEVICE
N
SPLIT
BIT FERRULE
CORE-RETAINING
DEVICE
✓RETAINER RING
RETAINER PLATES
(INTERCHANGEABLE WITH
OTHER TYPES)
THIN-WALLED
SAMPLING TUBE
(INTERCHANGEABLE
LENGTHS)
W
v
A-2
BORING B- 1 -91
At Elev 27_
0 Concrete slab, 13 to 14 Inches
GM Crushed rock base course, 1 1/4 Inch minus with
brown silty fine sand matrix (fill)
13.5 108 9 ■ SM Bluish gray silty fine to medium nd with trace
gravel and wood fragments (loose(filQ
5
fines — 1.8% 2.14 90 3 ■ r4oe; SP Dark gray fine tq medium sand with trace fine
gravel and occasional wood fragments (loose)
10 a40.t
V
q4�i
�i
55.2 62 2 ■ SM Gray anly fine sand (loose)
ML Grayish brown v fine sandy silt with abundant
wood fmgments7lery soft)
15
22.4 100 11 ■
�gii• SP 9raavelfigle�oaepd with trace medium sand and fine
20 IML/01- Tan very( fine)) sandy sift with occasional fine to
coarse gravel and abundant organic matter (soft)
tines 64s 44.3 74 2 ■ ML/SM Interbedded darts gray silty fine sand and dark
gray fine s�pndy silt with some organics
e, soft)
25
)
v 39.4 SO 2 ■
CV
30
of
a
1
77.1 56 4 ■ Occasional lenses of gray fine sand
U 35
I
5
J�
i,
T
LOG OF BORING Dames & Moore
Job No. 00695-515-016 PLATE A-1
BORING B- 1 -91
�3
(Continued)
35 Ll I M
SPASM Gray fine sand with occasional beds of sandy silt
and some wood fragments (loose to medium dense)
-e4aaK.
36.8 83 6 ■ ;;�K
TO >4g1C
29.6 91 15 ■ \4
4,5
SW Gray fine to medium sand (medium dense)
k'
26 95 12 ■ t;•
k'•
50
Grades to fine sand
26.9 97 25 ■ •
t:
t'
k••
17 ■ •'
18 ■ Wood fragments at tip of sampler
Bod B-1-91 completed at a depth of 59 feet
60 on 6717/91.
a, Ground water encountered at a depth of 4 feet
during drilling.
I
7
C
C4
65
"A 70
I
1
n
0
L
A
C
O
U
LOG OF BORING Dames & Moore
Job No. 00695-515-016 PLATE A-2
BORING B-2-91
WELL
a" 0 Elev 27± CONSTRUCTION
0 Concrete slab. 12 Inches
iY{orwxt►ent
GM Crushed rock base coarse
1/4 inch minus Bentonite Pellets
12 114 2D CL Mottled blue to greenish
gray clayey dtt and fine
to coarse sand with song 8' PVC Blank
fine to coarse gravel (fill) Sch.40 Riser
71
5
Silica Sand Filter
:. Pack (10-20)
18 88 2 SAS/ML Interbedded grayish brown
fine sandy silt and silty —
fine sand w(th lenses of
gray fine sand and —
10 abundant organic matter
? —
wry loose) —
1 �
15' Ions, 2'ckameter
15 = PVC Well
_ = Screen Slot Size
.0020'
3 —
y: SP Dark gray fine *and (wry loose) —
20 ML/SM Tan to brown ctoM silt
with abundant organics
and thin lenses of dark —
2 ■ ?ray s(Ity fine sand —
very soli and loose) —
_ 25
rj fines 81x 45 75 3
30 Grades with wood fragments
i
19 51,1/Sp Gray silty, fine
to clean sand with occasional
seams of brown organic sift and some wood
ae fragments (medium dense to loose)
35
r�
0
LOG OF BORING Dames & Moore
Job No. 00695-515-016 PLATE A-3
BORING B-2-91
At (Continued)
35 SM/SP
fines 34a 37.3 8
40
34.5 83 6
45
5
ML Light gray very fine sandy silt with occosi 1
Poe
kets of peat and wood fragments (soft
50
52.7 59 8 ML Dark wood Tragmertsy(rtxdum f)dant decomposed
SM Dark gray silty fine to medium sand with some
fine gravel and truce of posed wood
fragments (medium d e ens
10.4 140 29
60 CL Light gray s lty lay with trace coarse sand and
A fine gravel j ff5
N
26.3 96 20 Grayish brown silty sand at tip of sarnple
Boling completed at a depth of 64 feet on
55 �i
Ground water encountered at a depth of 4.5 feet
during drilling.
70
e
I
n
0
i
v
n
n
LOG OF BORING Dames & Moore
Job No. 00695-515-016 PLATE A-4
KEY:
Indicates Depth of Relatively Undisturbed Sample.
® Indicates Depth of Disturbed Sample.
NOTE:
Blows per foot indicates blows required to drive
a Dames & Moore sampler one foot or less with
a 300 pound hammer from a 30—inch drop.
The discussion in this report is necessary for
a proper understanding of the nature of the
subsurface materials.
Elevations taken from Leo A. Daly & Associates 'Grading Plan,
Renton Airport Apron C Extension', Sheet C-6, Sept. 19, 1966.
(Subtract 6.02 feet to get USCGS datum.)
KEY Dames & Moore
Job No. 00695-515-016 PLATE A-5
GRAPH LETTER TYPICAL DESCRIPTIONS
MAJOR DIVISIONS SYMBOL SYMBOL
:;�,;;;;.•;:;::;; well-graded grovels, grovel-sond
GW miviure9, little or no fines
Cicon Grovels :';i�.: {ti; •7r1;
Little or no fines
>!►::;: .'�:. p roded grovels. rove)-sond
Grovel ac Cravel :::::?�::: Gp oatY-9 9 9
Soils y miriures. little or no Tines
More than 50X of
000rse fraction Silty grovels. gravel-sond-cloy
RETAINED on No. 4 GM mixtures
sieve Grovels with Fines
(AppreciotAe amount
Coarse Grained Soils
of fines) CC Clayey grovels. grovel-sond-doy
n,ndures
More than 50% of
material is LARGER
than No. 200 sieve d 0 e Well-graded sands. gravelly sands.
4 SW little or no fines
Clean Sond d tT o 0
(Little or no tines)
Poorly-graded sands. grovelfy sands.
Sand and Sandy Soils
little or no fines
More than 50% of
coarse fraction
PASSING No. 4 sieve SM Silty Sands. Sand-sift mixtures
Sands with Fines
(Apprecioble amount
of fines)
SC Clayey sands. sands-doy mixtures
Inorganic silts and very fine
ML sonds.rock flour, silty or clayey
fine sands or clayey silts with
slight plosticit
Sifts and Cloys Inorganic cloys of low to medium
Liquid Limit LESS CL plasticity, gravelly clays, sondy
than 50 cloys, silty clays. Leon cloys
II I
Organic sift and organic silly cloys
Fine Grained Soils I ( I I I OL of low plasticity
More than 507. of I
moleriol is S"ALLER
than No. 200 sieve Inorganic silts, micoceous or
MH diotomoceous fine sond or silty soils
Silts and Clays j
Inorganic cloys of high plosiiciiy,
liquid Limit GREATER / CH (01 Nays
than 50
\ \ Organic clays of medium to high
\ \ \ OH plosli6ty, organic silts
Peal. humus. 5-omp :oils with hial,
Highly Organic Sals PT organic contents
Note: Dual symbols ore used to indicate borderline soil clossificolions.
Unified Soil Clossificotion System
Plate A-6
Results of Field
Permeability Testing
Test#1
Boring B-2-91
Static Water Level (ft) 3.94
Water Level at Start of Test (ft) 22.2
Piezometer Radius (in) 1
Borehole Radius (in) 4.5
Screen Length (ft) 15
Total Depth of Well (ft) 23
Calculated Permeability (cm/sec) 1.4 x 10-�
Elapsed Depth to Elapsed Depth to Elapsed Depth to
Time Water Time Water Time Water
(Minutes) (feet) (Minutes) (Feet) (Minutes) (Feet)
0.00 22.2 8.65 17.9 29.50 10.5
0.42 21.46 8.80 17.8 32.22 10
0.67 21.8 8.95 17.7 35.23 9.5
1.00 21.63 9.12 17.6 43.07 8.5
1.50 21.27 9.25 17.5 51.22 7.5
2.00 21 9.38 17.4 60.00 6.9
2.50 20.75 9.50 17.3 68.50 6.5
3.00 20.5 9.63 17.2 70.50 6.4
3.25 20.4 9.80 17.1 75.10 6.2
3.50 20.3 9.93 17 79.87 6
3.70 20.2 10.25 16.8 84.25 5.8
3.95 20.1 10.50 16.6 89.60 5.5
4.23 20 10.78 16.4 96.25 5
4.50 19.9 11.10 16.2 107.63 4.5
4.75 19.8 11.45 16 110.90 4.4
5.00 19.7 11.80 15.8 114.57 4.3
5.25 19.6 12.20 15.6 119.75 4.2
5.62 19.5 12.57 15.4 126.85 4.1
5.67 19.4 12.97 15.2 137.37 4
5.88 19.3 13.38 15 146.58 3.9
6.33 19.1 13.80 14.8 158.00 3.88
6.60 19 14.20 14.6
6.85 18.9 14.63 14.4
7.08 18.8 15.08 14.2
7.25 18.7 15.57 14
7.45 18.6 16.67 13.6
7.63 18.5 17.80 13.2
7.82 18.4 19.20 12.8
7.98 18.3 20.67 12.4
8.15 18.2 22.22 12
8.32 18.1 24.40 11.5
8.47 18 26.72 11
Job No. 695-515-016
Plate A-7
Results of Field
Permeablltty Testing
Test#2
MW-1
Static Water Level (ft) 4
Water Level at Start of Test (ft) 17.35
Piezometer Radius (ft) 2
Borehole Radius (ft) 5.5
Screen Length (ft) 15
Total Depth of Well (ft) 19.3
Calculated Permeability (cm/sec) 4.1 x 10-5
Elapsed Depth to Elapsed Depth to
Time Water Time Water
(Minutes) (Feet) (Minutes) (Feet)
0.00 17.35 32.15 10
0.50 16.94 35.75 9.5
1.00 16.6 39.75 8.94
1.33 16.4 43.27 8.5
1.75 16.2 48.12 8
2.25 16 53.60 7.5
2.80 15.8 60.12 7
3.45 15.6 67.55 6.5
4.25 15.4 76.10 6
5.08 15.2 86.88 5.5
5.88 15 102.38 5
6.75 14.8 120.00 4.6
7.58 14.6 126.45 4.5
8.37 14.4 132.72 4.4
9.08 14.2 135.02 4.35
9.67 14 139.72 4.3
10.47 13.8 142.53 4.25
11.38 13.6 147.08 4.2
12.27 13.4
13.25 13.2
14.15 13
16.18 12.6
18.42 12.2
20.68 11.8
23.07 11.4
25.40 11
28.03 10.6
Job No. 695-515-016
Plate A- 8
Results of Field
Permeability Testing
Test#3
MW-3
Static Water Level (ft) 4.07
Water Level at Start of Test (ft) 17.4
Piezometer Radius (in) 2
Borehole Radius (in) 5.5
Screen Length (ft) 15
Total Depth of Well (ft) 18.5
Calculated Permeability (cm/sec) 7.1 x 10"5
Elapsed Depth to Elapsed Depth to
Time Water Time Water
Minutes feet Minutes feet
0.00 17.40 45.93 6.5
0.33 16.50 53.67 6
0.50 15.70 64.58 5.5
3.00 14.85 80.73 5
5.30 14.15 104.67 4.58
6.92 13.90 115.50 4.48
7.50 13.75 131.00 4.39
8.10 13.50 143.50 4.33
8.58 13.30
9.10 13.10
9.63 12.90
10.35 12.60
10.87 12.4
11.50 12.2
12.08 12
12.75 11.8
13.57 11.5
14.55 11.2
16.13 10.6
17.75 10.2
19.33 9.8
21.22 9.3
23.00 8.9
26.87 8.4
29.75 8
34.50 7.5
39.67 7
Job No. 695-515-016
Plate A-9
A
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B
APPENDIX B
LOGS OF PREVIOUS BORINGS
8-005-00695-016/8 E12120.(
00695-515-016
30 BORING 2
ELEVATION
25 G ASPHALT PAVING
WATER LEVEL LROWh FINE TO COARSE SAND AND GRAVEL
12-2-65 WITH OCCASIONAL COW LES (MODERATELY
9 SM COMPACT) FILL (E-I)
69.'�}-5' • IL
I MATTER N(MJDERATELYE SILTY DLOOSE)FIRLLh(E-5)
20 ML GRAY SANDY SILT WITH ORGANIC MATTER
3 (SOFT) (E-6)
44,9%-12 a S�yl GRAY FINE SILTY SAND (LOOSE) (E-5)
r 15
W ��[� $P GRAY FINE SAND (MODERATELY COMPACT)
10 (E-2)
s � -
to
20
W �
J
W
5 _ I I I OL GRAY SILT WITH ORGANIC MATTER (E-8)
I I I (MODERATELY FIRM)
III GRADES MODERATELY SOFT TO SOFT
III
III
O 11
III
Itl
111
II lii GRADES MODERATELY FIRM
I I 1
II
III
III
BORING TERMINATED 12-1-65.
-10
BORING 3
30
ELLVATION 26.0
25 1C OL TOP801L (E-S)
r 17,94-114 $W GRAY FINE TO COARSE SAND WITH GRAVEL
W AND TRACE OF SILT (FILL) (E-2)
20
s 15.8%-109 ■
Z 20
p M RAY FINE SILTY SAND WITH LAYERS OF
4
SILT (MODERATELY LOOSE TO SOFTIE-5)
• E-B)
J
W 15
20
•
BORING TERMINATED 12-1-65.
STATIC GROUND WATER LEVEL NOT
10 RECORDED.
NOTE:
ELEVATION DATUM IS RENTON AIRFIELD
DATUM, EQUATION ; U.S.C. .no G,S.,
M.S.L. 0.00 7.37 - RENTON FIELD DATUM,
LOG OF BORINGS
MOIST ME r$LOWS REQUIRED TO DRIVE SAMPLER ONE FOOT
CpMT EMT, t MEIGHT-275 CBS., STROKE- 26 INCHES.
15.8% 109 20
a INDICATES DEPTH AT MACH UNDISTURBED
pt■$ITT SAMPLE WAS EXTRACTED.
Reference: Dames & Moore Report # 695-089; January 31, 1966 Dames & Moore
Job No. 695-515-016 Plate B-1
30 BORING 4
ELEVATION 26.5 +
TOPSOIL (E-8)
25 10 GC BROWN SILT SAND CLAY GRAVEL AND
I'm 25.9�-9a ■ ORGANIC MATTER IFILL)'(MODERAf ELY
a COMPACT) (E-6)
2 _ GRADES SOFT
•
WATER LEVEL, 12-2-65.
_ g 20
PROBABLE BOTTOM OF FILL
F
III OL BROWN SILT WITH OCCASIONAL FRESH WATER
W a III CLAM SHELLS (MODERATELY SOFT) (E-8)
J 60.3%-63 • II
W IS .P GRAY FINE SAPC WITH LAYERS OF SILT
II EE OL (MODERATELY COMPACT TO SOFT) (E-5)
LIL
BORING TERMINATED 12-1-65.
10
30 BORING 5
ELEVATION 25.5
25 SM BROWN SILTY ISANO (FILL) (MODERATELY
8 COMPACT) (E-5)
■ PROBABLE BOTTOM OF FILL
III OL BROWN SILT WITH ORGANIC MATTER
Z I I (MODERATELY SOFT) (E-8)
20
Z 5 I I I
O_ III
�- 9a.9%-a6 ■ I I 1
� III
> III
W I 1 1
J
W IS I I I
20 SP GRAY FINE TO MEDIUM SAND WITH OCCAS-
• Fif-'.A IONAL ORGANIC MATTER (COMPACT)(E-2)
BORING TERMINATED 12-1-65.
STATIC GROUND WATER LEVEL NOT
10 RECORDED.
LOG OF BORINGS
Reference: Dames & Moore Report # 695-089; January 31, 1966 Dames & Moore
Job No. 695-515-016
Plate B-2
Monitoring Well MW-1
Project Boeing / Apron C Owner Boelnp Cawwrclal Alrolane Gr0_W Drilling Log
Location Apron C, Renton Airport Project Number 201 899 5022.01
Date Drilled 2/27191 Total Depth of Hole 19.0 ft. Diameter 10.0 1n. See Slte Map
Surface Elevation 25 ft. Water Level Initial 5 ft. 24-hour For Boring Locatlon
Screen: Dia 4 In. Length 15 ft, Slot Size 0.020 in, NOTES:
Casing: Dia 4 in. Length 4 ft. Type PVC
Filter Pack Material -Silica sand (10-20)
Drilling Company 6eoboring and Qev. Drilling Method t011ow Stem Auoer
Griller. Terry Burns Log by Kirk ffrdson
Geologist/Engineer License No
c m ,
o in
O Description
v ;r+ n n (Color, Texture, Structure)
La
U U7
> > >. • >. 10 inches of concrete.
Dark brown-black, silty SAND, trace clay, some glass
(medium dense. dry, no odor) .
ND to
A 7
4 (Grades moist)
Encountered water 2/27/91 (OB50 hours) .
6
i Gray-gown, silty CLAY (very soft, moist, no odor) .
ND 6 i
CL
i0
12 0 (Grades gray-green).
ND 2 Gray, silty SAND (wet. loose, no odor) .
C e
14
16 SM
! (Grades no silt) .
iB No 0 s
Installed well at 19'.
20
22
24
26
Reference: Groundwater Technology Inc. Report # 201-899-5022.01 April 14, 1991
Plate B-3
Job No. 695-515-016 Dames & Moore
Monitoring Well MW_2
Pro)act Sbe1nD / Apron C owner Boeing Commsrclal Alrplene Group Drilling Lo
Location -Apron C, Renton Airport Project Number 201 B99 5022.01 g
Data Drilled Z127191 Total Depth of Hole 19.0 ft. Diameter 10.0 in. See Site Map
�-25 ft For Boring Location
Surface Elevation Meter Level Initial 8.5 ft. 24-flour
Screen: Din 4 in. Length 15 ft. Slot Size 0.020 In.
NOTES;
Casing: Die 4 In, Length 4 ft. Type PVC
Filter Pack Material _Silica sand (10-,2D1
Drilling Company Gooborinv and Dev, Drilling Method W10w Stem AMC
Diller -Tenry Burn Log by ,K1rk FLdson
Geologist/Engineer License No
c n
4 m V
e a) m m a o a Description
_ a a m-1 4 (Color, Texture, Structure)
tn
tnn
0 3 i i• • �• 10 inches of concrete.
O c GRAVEL, some gray-preen clay (dry, no odor) .
2 00 GP
p p
1.7 25 Sm
4 A i7 Gray-green, SAND, trace silt, trace clay (dense, dry, no odor)
Grey-green, silty CLAY (medium stiff, dry, no odor) .
6
8 3
1.7 Encountered water 2/27/9! (1120 hours) .
6 4 -
10
12 CL
i
ND 2
14 C 9 (Grades wet) .
16
(Grades brown-gray) .
16 NO g
D e Installed well at i9'.
20
22
24
26
Reference: Groundwater Technology Inc. Report # 201-899-5022.01 April 14, 1991
Plate B-4
Job No. 695-515-016 Dames & Moore
Monitoring Well MW-3
Project --Boeing / Apron C Owner _Btming Commercial Airplane Q-oup
_Apron C, Renton Airport Drilling Log
Location
Project Number, 201 B99 5022.01
Date Drilled - 2126191 Total Depth of Hole 19.0 ft. Diameter 10.0 in. See Site Hap
Surface Elevation'25 ft. Meter Level Initial 6 /t. 24-hour For Boring Location
Screen: Dia 4 in. Length 15 ft. Slot Size 0.020 1n,
NOTES
Casing: Die , in• Length 4 ft• Type PVC
Filter Pack Material S111ca sand (10-20)
Drilling Company Geoboring and Dev. Drilling Method fbllow Stem Auger
Driller Terry Buns Log by , Kirk Wdson
Geologist/Engineer License No
c m
o
�, m U mm
a ~ - o Description
CL�V = n-n m- (Color, Texture, Structure)
to L .�
o
N
i i >• i- 10 inches of concrete.
o O c Gray-green GRAVEL (medium dense, dry, no odor) .
2 OO
i. i. 0 0 o GP
12 0 0
NO 15
9 O ° Encountered gray clayey sand layer.
4 A
Gray CLAY (very stiff, dry, no odor) .
Encountered water 2/28/91 (OB20 hours) .
6 CH _
8 NO 3
B 4 Gray, clayey SAND (loose, moist, no odor) .
10 Sc
12 (Grades wet) .
0 Brown-gray CLAY, trace sand (soft, moist, no odor) .
NO 1
14 C 2 (Grades gray) .
CH
16 I
1 18
NO !s
p 6 SP Gray fine SAND (medius dense, moist, no odor) .
Installed well at W.
20
22
24
26
Reference: Groundwater Technology Inc. Report #t 201-899-5022.01 April 14, 1991
Plate B-5
Job No. 695-515-016 Dames & Moore
Project Boeing / Apron C Owner _BOe1n9 Lbawr-clal Airplane Group Soil Boring SB-1Drilling Log
Location Apron C, Renton Airport Project Number 201 899 5022.02
Date Drilled ZI27191 Total Depth of Hole 19.0 ft. Diameter 6.0 in. See Site Map
Surface Elevation'25 ft. Water Level Initial 3.5 ft. 24-hour For Boring Location
Screen: Die Length Slot Size rpTM
Casing: Din Length Type
Filter Pack Material
Drilling Company Geoboring and Dev. Drilling Method hbliow Stem Auger
Driller _Terry Burns Log by Kirk ltidson
Geologlat/Engineer License No
c on
m u rp
n m o Q r o Description
8v i a n in � (Color, Texture, Structure)
0
0 1• • i• 10 inches of concrete.
o p o GP GRAVEL (loose, dry, no odor) .
2 goo
Gray, silty CLAY (moist, no odor, insufficient for sample) .
4 72Encountered water 2/27/91 (1320 hours) .
q a
NO
6 A 8 Encountered silty sand layer.
(Grades medium stiff) .
3
8
1.7 S
8 6
il
Gray, silty SAND (medium dense, moist, no odor) .
10 (Grades wet) .
sM
12
1
1.7 2 CL Gray-brown, CLAY (soft, moist, no odor) .
C 2
14 I Gray, silty SAPID, some organic material
(loose, moist, no odor) .
16 sM
(Grades trace silt, wet) .
16 a NO
p 6 End of boring Ibackfilled boring with bentonite to 4'. concrete
to surface) .
20
22
24
L2J6 ,
Reference: Groundwater Technology Inc. Report #f 201-899-502 1 April 14, 1991
Plate B-6
Job No. 695-515-016 Dames & Moore
ing SB-2
Project Boeing / Apron C owner Boeing Corm�ercial AlMlane Group Soil Bor Drilling LD
Location Apron C, Renton Airport Project Number 201 B99 5022.01 g
Date Drilled 2126191 Total Depth of Hole 1B.5 ft. Diameter 6.0 1n. See Site Map
Surface Elevation"'25 ft- Water Level Initial 2 ft. 24-hour For Boring Location
Screen: Die Length Slot Size NOTES:
Casino Die Length Type
Filter Pack Material
Drilling Company Geoboring and Dev. Drilling Method WHOw Sten Auger
Driller Terry Burns Log by ,Kirk liudson
Geologist/Engineer License No
c en
m ' o E r " ,U Description
�v = a n rq � (Color, Texture, Structure)
1 ; 0 c9 I can '
>• 3• i 10 inches of concrete.
I o po i
SgAVFL, some clay (dense. mist, slight product odor) .
2 I 2— 0 Q Encountered water 2/28/9t (1015 hours) .
1 0 o
21 24 L o c
A 14 o po
4 o
i
o Do '
Q ;
I 0
6 0 po l
o
1 Gray, SAND, tract: silt, some organic material
8 i NO 1 (very loose• moist, no odor) ,
' e 1
I sM
10
12 1 Dark gray, CLAY, little sand (very soft, moist, no odor) .
NO 0
C o
!C
16
1 Encountered sand layer.
No 0
16 D 0 (Grades gray—brown)
End of boring (hole collapsed most of the way, backfilled with
bentonite to 4', concrete to surface) .
20
22
1�
24 1
1
26
Reference: Groundwater Technology Inc. Report # 201-899-5022.01 April 14, 1991
Job No. 695-515-016 Plate B-7
Dames & Moore
Soil Boring SB-3
Project _Boeing / Apron C Owner Boeing Commercial Airplane Q^oup
Drilling Log
Location -Apron C. Renton Airport Project Number 201 899 5022.01
Date Drilled Z/2e/91 Total Depth of Hole 23•5 ft. Diameter 6.0 in. See Site Map
Surface Elevation '25 ft. Water Level Initial 2 ft. 24fiour For Boring Location
Screen: Dia Length Slot Size NOTES
Casing: Dia Length Type
Filter Pack Material
Drilling Company Geoboring and Oev. Drilling Method tbllow Stem Auger
Driller Terrr Burns Log by ,Kirk /irdson
Geologist/Engineer License No
c m
o u m
m m o f i � A- L ;U Description
�U W a s m� (Color, Texture, Structure)
N L
U I to
0
>• >• 10 inches of concrete.
GRAVEL., trace sand (very dense, moist, no odor) .
I c � �
0 O Encountered water 2/28/91 (1115 hours) .
2 22o
Oo p o GP
NO 30 too
I A 20 i
4 Dark gray, silty CLAY (moist, no odor) .
CL
6
' NOW, little gre0el (Possible piling-Insufficient for sample) .
3 `9__
NO
8 ' 10
10 L _
12
14 i _ +
1 -= _
i6
18 I to
i Gray, CLAY (moist, no odor) .
20 'C
i
22 2
No 5 SM Brown, silty, very fine SAND, some organic material
;6 a (medium dense, wet, no odor) .
24 End of boring (hole collapsed to 5', backfilled with bentonite
to 4', concrete to surface) .
i
26
Reference: Groundwater Technology Inc. Report # 201-899-5022.01 April 14, 1991
Plate B-8
Job No. 695-515-016 Dames & Moore
Soil Boring SB-4
Project Boeing / Apron C Owner Boeing Coawrclal Airplane soup Drilling Lo
Location Apron C 5
Renton Airport Project Number 201 899 022.01 g
Date Drilled 2/26191 Total Depth of Hole 18.0 ft. Diameter 6.0 in. See Site Hap
For Boring Location
Surface Elevation" 25 ft. Water Level Initial 24-hour
Screen: Dia Length Slot Size NOTES
Casing: Dia Length Type
Filter Pack Material
Drilling Company Geoboring and Dev. Drilling Method follow Stem Auger
Driller --er'ry Burns Log by ,Kirk f•Vdson
Geologist/Engineer License No
c
u
0
o E Description
,n n" a a U (Color, Texture, Structure)
C th
0
>. . >. 10 inches of concrete.
0 0 o PEA GRAVEL, trace sand, some organic material
3e
2 NOA � 0 O (very dense, dry, no odor) .
Vo
p o Gp
oo
O °
4
Gray-white SAND (waist, no odor) .
SP
6
2CH NO fray CLAY (soft, soist, no odor) .
3
6
a p a GRAVEL, some sand (medium dense, moist, no odor) .
8 0
o po
o o GP
io oa
a O
2 I Gray, silty, fine SAND, little clay (loose, moist, no odor) .
12 NO 3
C
14 _ �SM
i
16
i (Grades siltier) .
NO 5
0 s :• Sp Gray-white, very fine SAND (medium dense, moist, no odor) .
18 End of boring (backfilled with 6' bentonite, concrete to
surface) .
20
22
24
26
Reference:Groundwater Technology Inc. Report 201-899-5022.01 April 14, 1991
Plate B-9
Job No. 695-515-016 Dames & Moore
Soil Boring SB-5
Project -Boeing / Aaron C Owner _Boeing Cbmwrcial Airplane p-oup Drilling Log
Location _Apron C, Renton Airport Project Number 201 899 5022.01
Date Drilled _12BI91 Total Depth of Hole 19.0 ft. Diameter 6.0 in. See Site Map
Surface Elevation^'25 ft. Water Level Initial 24-hour For Boring Location
Screen: Dia Length Slot Size NOTES
Casing: Dia Length Type
Filter Peck Material
Drilling Company GiToborinv and Oev. Drilling Method f•bllow Stem Auger
Driller Terry Burns Log by ,Kirk Hodson
Geologist/Engineer License No
c m
o M
., as
y m m o'� �" t o Description
°�' _ a a c (Color, Texture, Structure)
U in
0 >• • >• 10 inches of concrete.
i
6 c Q c GP I GRAVEL (medium dense, dry, no odor) .
2 2 18
A PO Gray-white, silty, fine SAND (dense, moist, slight odor) .
4
6
4 2
e B 8 11 (Grades gray, very f ine, some wood, loose) .
to
� i
0
C 3 I (Grades gray-brown, little clay. very loose, no odor) .
i2 NO
I I
14 i
16
18 '
NO 4 I
0 S + (Grades with clay layers, little wood, loose) .
End of boring (backfilled with concrete to surface) .
20
22 j
24 !
I
26
Reference: Groundwater Technology Inc. Report # 201-899-5022.01 April 14, 1991
Pate B-10
Job No. 695-515-016 Dames & Moore
Soil Boring SB-6
Project Boeing / Apron C Owner Boeing Commercial Airplane &"oup Dr i i i in
Location Apron C, Renton Airport Project Number 201 B99 5022.01 g Loa
Date Drilled 2/28/91 Total Depth of Hole 18.0 ft. Diameter, 6.0 in. See Site Map
Surface Elavatlon'"2-5 ft- Water Laval Initial 5 ft. 24-hour For Boring Location
Screen: Die Length Slot Size NOS
Casing: Via Length Type
Filter Pack Material
Drilling Company Geoborinp and Oev. Drilling Method fbJlow Stem Auger
Driller Terry Burns Log by ,Kirk Hudson
Geologist/Engineer License No
c a
m U
5 ( o f r a " Description
F , a-n o (Color, Texture. Structure)
L9 th
i• i• 10 inches of concrete.
o Qo
20
2 NO A 50 0 0 po GRAVE. little sand (very dense, moist, no odor) .
00
o GP
4
Encountered water 2/28/91 (1435 hours) .
0 O
0 p0
6 c!
f
1 5 Gray-white, silty, fine SAND (medium dense, wet, no odor) .
8 i 8 16 SM
i
10
12 NO P Gray CLAY and SAND (loose, wet, no odor) .
C 6
14 _ 'Sc
16
6 Encountered gray-white SAND layer, medium dense.
NO !0
0 6 CH Gray-brown CLAY (stiff, moist. no odor) .
18 End of boring (backfilled with concrete to surface) .
20
22
24
Reference: Groundwater Technology Inc. Report # 201-899-5022.01 April 14, 1991
Plate B-11
Job No. 695-515-016 Dames & Moore
Soil Boring SB-7
Project Boeing / Apron C Owner Boeing Commercial Airplane GY-oup Drilling LD
Location —Apron C, Renton Airport Proyect Number 201 699 5022.01 g
Date Drilled 2128191 Total Depth of Hole 27.5 ft, Diameter 6.0 In. See Site Hap
Surface Elevation-25 ft. Water Level Initial 11 ft. 24-hour• For Boring Location
Screen: Die Length Slot Size NOTES
Casing Die Length Type
Filter Pack Material
Drilling Company Geoboring and Dev. Drilling Method Hollow Stem Auger
Driller Terry Burns Log by Kirk Hudson
Geologist/Engineer License No
c m
O U M
m m C3 s' r (M Description
a� _ a s �0 U (Color, Texture, Structure)
tag 16911
>• >• 10 inches of concrete.
17 c 2 ND37 0C GRAVEL, some sand (very dense, moist, no odor) ,
A 30 o p o
o C ImGP
G) 0
4
oO
6
3
ii 4 Brown, silty CLAY (medium stiff, moist. no odor) .
6 3
8
10 (Grades with sand, some organic material) .
CL Encountered water 2/28/91 (1525 hours) .
f -
i2 NO 2
C 2
14 -
16
NO g Gray-white, fine SAND (medium dense, wet, no odor) .
7
16
SP
20
7
!f
22 E 17 Brown-gray CLAY (very stiff, moist, no odor) .
24 CH
26 HL
Reference: Groundwater Technology Inc. Report # 201-899-5022.01 April 14, 1991
Plate B-12
Job No. 695-515-016 Dames & Moore
Soil Boring SB-7
Project Boeing / Apron C Owner _Boeing Commercial Airplane Group
Apron C, Renton Airport drilling Log
Location Project Number 201 B99 5022.01
c M
o m
m m 0 6 '�' t o. Description
�v p a a Q (Color, Texture, Structure)
U ((n
26 Encountered gray-white, fine sand layer, wet.
2 CH
F 2 End of boring (backfilled with concrete to surface) .
28
30
32
34
36
38
40
42
44
46
48
50
52
54
56
Reference: Groundwater Technology Inc. Report # 201-899-5022.01 April 14, 1991
Plate B-13
Job No. 695-515-016 Dames & Moore
A
P
P
E
N
D
I
X
C
APPENDIX C
LABORATORY TESTING PROGRAM
Selected soil samples obtained from the borings were tested in the laboratory to assess their
pertinent physical and engineering characteristics. Tests for moisture, density, fines content, shear
strength and consolidation behavior were conducted. The results of tests for moisture,density and fines
content are presented on the boring logs adjacent to the appropriate sample notations. See Plates A-1
to A-4.
Direct shear tests were conducted on samples of sand at a depth of 37.5 feet in Boring B-1-91 to
measure the shear strength of this material. The results are presented on Plate C-1. A consolidation
test was performed on a sample of the soft silt at a depth of 12.5 feet in Boring B-1-91. Test results are
shown on Plate C-2.
Tests for corrosion parameters were conducted by Norton Corrosion Engineers. Samples of two
different soil types at depths of 2.5 and 7.5 feet in Boring B-2-91 were tested for pH, resistivity and
sulfate content. The results are presented on Plate C-3. It should be noted that the detection limit for
the sulfate content tests is 200 parts per million (ppm).
8-005-00695-016/BOE12120.1
00695-515-016
W 29
Compressive Stress in KSF
10 1 10 102
0
6
r
a�
= 12
c
1
rn
c
R
t
U
y 18
m
a
I24
I30
Boring: 13-1-91
Depth (Ft.): 12.5
Description: Grayish Brown Silt
I Moisture Content Dry Density
(Pcf)
Initial: 64.4 59.4
Final: 47.1 74.6
r
Plate C-1
Consolidation Test
Dames & Moore
0
Q
Z
0
0
0
rn
co
cn
to
0
BORING DEPTH SOIL TYPE MOISTURE DRY NORMAL YIELD SHEAR PEAK
(ft) CONTENT DENSITY PRESSURE STRENGTH SHEAR
N (pc1) (pso (psQ STRENGTH
(ps1
B1-91 37.5 Blue Gray Fine 36.8 82.7 1000 420 780
Sand (SP)
B1-91 37.5 Blue Gray Fine 36.2 84.3 2000 900 1500
Sand (SP)
B1-91 37.5 Blue Gray Fine 33.2 88.3 3000 1740 2280
Sand (SP)
DIRECT SHEAR TEST RESULTS
a
i
m
N
Ro
d O
Q O
N
m
NORTON CORROSION ENGINEERS
19102 North Creek Parkway,Suite 107
Bothell,Washington 98011
(2M)485-W93
Ju 1 y 24, 1991 FAX(2A 487-1057
FAX 446-7994
DAMES & MOORE
Attention Martin McCabe
500 Market Place Tower
2025 1st Avenue
Seattle, WA 9812.E
Subject : LABORATORY ANALYSIS
Gentlemen:
Norton Corrosion Engineers (NCE) analyzed two (2 ) soil samples
collected and delivered to our laboratory by others. These
tests were performed under Dames & Moore Project No. 00695-
515-1608 .
The results of our analyses are provided below for your
records .
Moisture Sulfate
Core Depth Content Resistivity Screen
No. (ft) (%) PH (ohm-cm) (pPm)
B-2-91/S-1 2 . 5 12 6 . 7 66,666 ND*
B-2-91/S-2 7 . 5 18 6 . 0 120, 4B2 ND
Should you have any questions or require additional
information, please do not hesitate to contact our office.
very truly yours ,
L Q
Dale Doughty, P.E.
Manager of Engineering
sk/E-12271
*Not detected
Dames & Moore
Job No. 695-515-016 Plate C-3
,1
{
1'.
l
.—W
r
�b
1-4
I
L4
i {
i�
u
U
f
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1
1