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CITY OF RUJTON
E E , „ E GEOTECHNICAL REPORT ,,::::.::
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5 3
BU
ILDING Fire Station #14
Lind Avenue SW and SW 19th Street >`
Renton, Washington
Project No. T-2802
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Terra Associates, Inc.
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Prepared for:
Mr. Jim Paxton
City of Renton
Renton, Washington
RAC
AR 2 � 1995
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March 24, 1995
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TERRA ASSOCIATES, Inc.
Consultants in Geotechnical Engineering, Geology
A. .y and
Environmental Earth Sciences
March 24, 1995
Project No. T-2802
F
Mr. Jim Paxton
CIP Coordinator
City of Renton
200 Mill Avenue South
Renton,Washington 98055
Subject: Geotechnical Report
Fire Station#14
Lind Avenue SW and SW 19th Street
Renton, Washington
Dear Mr. Paxton:
The attached report presents the results of the geotechnical engineering study we completed for the subject
project. We conducted our work in accordance with your instructions and authorization.
The test borings drilled at the site indicate the site is generally underlain by about 7 to 11 feet of medium dense
fill soils followed by 7 to 12 feet of compressible peat. Below the peat, medium dense to dense water-bearing
sands interbedded with clay layers are found to a depth of about 30 feet followed by very dense sandy gravel and
coarse sand. With the compressible layer, analysis indicates that any additional loads imposed will result in time-
dependent settlements. Because of these conditions, in our opinion, the building should be supported on a pile
foundation. Full discussion and recommendations pertaining to specific geotechnical design issues are included in
i� the text of this report.
r We appreciate the opportunity to be of service to you on this project. If you have any questions or need additional
information, please call.
Sincerely yours,
TERRA ASSOCIATES,INC.
inesh R. Katti, Ph.D.
Project Engineer
eheodore J. Sch per,P.E.
L- Principal Engineer ocPtAEs 6/18/95
DRK/TJS:jk
12525 Willows Road, Suite 101, Kirkland, Washington 98034 • Phone (206) 821-7777
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TABLE OF CONTENTS
Page
1.0 Project Description 1
2.0 Scope of Work 2
3.0 Site Conditions 2
3.1 Surface 2
3.2 Subsurface 2
tl 3.3 Groundwater 3
.� 4.0 Discussions and Recommendations 3
4.1 General 3
4.2 Site Preparation and Grading 4
4.3 Excavations 5
4.4 Pile Foundations 5
4.5 Underground Tank Walls 6
4.6 Exterior Grading and Drainage 6
4.7 Pavements 6
4.8 Utilities 7
4.9 Detention Ponds 7
5.0 Additional Services 7
6.0 Limitations 8
Figures
Vicinity Map Figure l
Exploration Location Plan Figure 2
Soil Classification System Figure 3
Boring Logs Figures 4 through 13
R Grain Size Analyses Figures 14 through 17
Appendix
Field Exploration and Laboratory Testing Appendix A
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(i)
4
a
Geotechnical Report
Fire Station #14
Lind Avenue SW and SW 19th Street
Renton, Washington
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1.0 PROJECT DESCRIPTION
The project site is located southeast of the intersection of Lind Avenue SW and SW 19th Street in Renton,
Washington. The approximate site location is shown on the Vicinity Map, Figure 1. The proposed fire station
building will be a single-story building along with fire engine bays, a paved training area, parking areas, and
stormwater detention ponds. We also understand it is planned to construct a four story training tower in the
training area south of the building. A drafting pit for testing fire engine pumps is also planned. Although the
finish floor elevations were not known at the time of our study, the project architect indicated to us that the
grades would likely be close to existing grades.
The fire station building will be of wood-frame or light gage steel construction. Some areas may have Concrete
Masonry Unit (CMU) block bearing walls. Based on discussions with your structural engineer, the structural
loads will be about 15 kips for isolated columns and 1.8 to 2 kips per foot for continuous bearing walls. The
floor loads in the fire engine bays will be about 300 pounds per square foot (psf). The training area and the
driveway leading out of the engine bays will be heavily loaded. Other parking areas will consist of passenger
cars and will be lightly loaded.
The training tower will be designed as a four story CMU block building with grouted cells. The tower will be
20 feet wide and 20 feet long with an exterior stairway. The bottom level will be 20 feet wide and 40 feet long.
The structural loads for the tower were not available.
The plans for the drafting pit were not prepared at the time of our study. The pits are generally below ground
and extend to a depth of 12 feet. We will provide specific geotechnical recommendations for the design and
construction of the drafting pit once the plans are prepared.
The recommendations contained in the followingsections of this report are based on our understanding of the
P
above design features. If actual features vary or changes are made, we should review them in order to modify
our recommendations as required. We should review final design drawings and specifications to verify that our
recommendations have been properly interpreted and incorporated into project design.
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March 24, 1995
Project No. T-2802
' 2.0 SCOPE OF WORK
T
We outlined our scope of work in detail in our proposal to the City of Renton dated January 24, 1995. Our
proposal was accepted and we received authorization to proceed with our study on February 24, 1995. On
February 27 through March 3, 1995, we advanced ten test borings to a depth of 16.5 to 51.5 feet below existing
surface grade. Using the soil information obtained, we performed analyses to develop geotechnical
recommendations for project design and construction. Specifically, this report addresses the following:
i0 Soil and groundwater conditions
• Site preparation and grading
Foundation support alternatives,including pile capacities
• Lateral earth pressures
• Site drainage recommendations
• Characterization of settlement potential of site soils
• Utility construction
• Pavements
• Detention ponds
3.0 SITE CONDITIONS
3.1 Surface
The site is located to the southeast of the intersection of Lind Avenue SW and SW 19th Street. The site
measures approximately 640 feet in the north-south direction and 420 feet in the east-west direction. The site is
presently undeveloped and is covered with field grass, some young trees, and brush. Wetlands are located to the
east and south. Smaller isolated wetlands are located in the southern portion of the site. Two mounds are
located in the northern portion of the site. These mounds are approximately three to four feet high above
adjacent ground surface. The remaining portion of the site is relatively flat. The property west of the site
beyond Lind Avenue SW is developed and consists of a large office building.
9 3.2 Subsurface
Near-surface soils consist of 7 to 11 feet of fill. Our study of the aerial photographs indicates that this fill was
placed between 1967 and 1968. These fills are generally medium dense and are composed of silty sands with
gravel. The fills are underlain by 7 to 12 feet of soft to stiff peat. Medium dense to dense black sand
interbedded with stiff wet organic clay or silt layers were encountered underneath this layer to a depth of about
30 feet. The interbedded clay/silt layers varied in thickness from about six to eight inches to six feet. Below a
depth of about 30 feet,we generally encountered very dense sandy gravels or coarse sands.
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LPage No. 2
March 24, 1995
Project No. T-2802
Two mounds located in the northern portion of the site consist of up to four feet of very loose and wet silty sand
'- with considerable organic matter and debris. The debris we encountered consisted of rubber tires, bottles, cans,
mattresses, and isolated chunks of concrete. These mounds will be referred to as "spoils" in this report. Our
review of aerial photographs indicates that these spoils were dumped on the site between 1980 and 1985.
i- The preceding discussion is intended as a general review of the soil conditions we encountered. For a more
detailed description,please refer to the attached Boring Logs, Figures 4 through 13.
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3.3 Groundwater
7
+�+ We encountered groundwater in nine of the ten borings drilled on-site. We did not encounter groundwater
during drilling of Boring B-6, which was drilled to a depth of about 15 feet. The water levels observed ranged
from 6 to 14 feet below existing surface grades. Where groundwater was encountered, the sands underneath the
peats generally heaved. The groundwater levels are shown on the Boring Logs,Figures 4 through 13.
The water levels will fluctuate depending on seasonal conditions. Our reconnaissance of the site a few days
after heavy precipitation indicated two to six inches of standing water over the entire site.
4.0 DISCUSSIONS AND RECOMMENDATIONS
4.1 General
Based on our study, it is our opinion that construction of the fire station is feasible from a geotechnical
engineering standpoint. The primary geotechnical concern that will impact development as planned is the
presence of the compressible peat layer. This stratum is susceptible to excessive time-dependent settlements if
building and slab loads are imposed on it.
We recommend that the structures be pile supported. The piles will need to extend into the very dense
gravel/coarse sand zone. We estimate pile tip elevations of 35 feet below existing grade will be required. We
have considered both driven timber pile and augercast concrete piles for the building support. However, the
presence of medium dense to dense sands would likely prevent driving of timber piles through the sand zone to
the desired tip elevations. For this reason, the use of driven timber piles has not been presented as an option.
Consolidation testing was completed on an undisturbed peat sample to evaluate primary and secondary
consolidation characteristics of the peat. Using the laboratory test results, analysis indicates that the slab
subjected to 300 psf loading will undergo approximately two inches of settlement within 30 days. In addition,
secondary consolidation settlements of about 1.5 inches within the first year and another 1.5 inches in the next
ten years could potentially occur. Therefore, we also recommend designing the building slabs as structural slabs
supported on augercast piles.
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Page No. 3
March 24, 1995
Project No. T-2802
As mentioned earlier, an underground drafting pit is planned at the site. However, plans for the pit were not
available at the time of our study. The drafting pit will likely require pile support. In addition, dewatering will
need to be considered if the pit extends below the groundwater table. We will provide specific
recommendations for the design of the foundation support and construction of the pit when plans become
available.
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The following sections of this report provide detailed geotechnical recommendations for project design.
4.2 Site Preparation and Gradine
3 '
+ To prepare the site for construction of the parking lots, driveways, and training area pavement, it will first be
necessary to strip organic surface soils. Stripping depths of about six inches should be expected. The spoils
located in the northern portion of the site should also be removed. The spoil heights vary from three to four feet.
After removing the topsoil and the spoils,the exposed native soils should be proofrolled with heavy construction
equipment. If the subgrade does not appear stable after proofrolling, overexcavation and replacement with
structural fill may be necessary. If excavation depths are excessive, you may consider using a geotextile fabric
such as Mirafi 50OX in conjunction with a structural fill to obtain a stable subgrade. Where soft subgrade soils
are found, geotextile fabric beneath 18 inches of a clean granular structural fill would generally provide a stable
subgrade. The stability of the subgrade and the procedures used to improve conditions, where required, should
be evaluated in the field at the time of construction.
Structural fill used to raise the site grades in pavement areas should consist of an inorganic free-draining
granular material which meets the following minimum grading requirements:
Maximum Aggregate Size 6 inches
Minimum Retained on the No. 4 Sieve 25 percent
Maximum Passing the No.200 Sieve* 5 percent
*Based on the minus 3/4 inch fraction.
Native soils or lower quality imported soil could be used in non-structural areas such as landscaping.
Structural fill should be placed in uniform loose layers not exceeding 12 inches and compacted to a minimum of
95 percent of its maximum density, as determined by ASTM Test Designation D-1557 (Modified Proctor). The
moisture content of the soil at the time of compaction should be within approximately two percent of its
optimum, as determined by this same method.
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LPage No.4
March 24, 1995
Project No. T-2802
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4.3 Excavations
All side slopes for temporary excavations for installation of utilities or other subterranean structures should be
shallower or equal to 1:1 (Horizontal:Vertical) in inclination. Groundwater seepage should be expected for
excavations extending five feet or more below existing grade. The contractor should be prepared to dewater
where required. Groundwater seepage may also affect the stability of the excavation slope. Therefore, the
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contractor should be prepared to flatten the slopes or use shoring, where required.
4.4 Pile Foundations
Augercast piles are constructed using a hollow stem auger. The auger is advanced into the ground to a pre-
determined tip elevation. When the bearing depth is reached, grout is injected under pressure through the stem
of the auger, and the auger is slowly extracted from the ground. Reinforcing steel, as required, is then set into
the completed grout column. We recommend advancing augercast piles to a minimum depth of 35 feet below
existing surface grades. At this depth, a 16-inch diameter pile can be designed for an allowable axial load of 30
tons and an allowable lateral capacity of three tons. The axial capacity includes a safety factor of two and the
lateral capacity includes a safety factor of 1.5.
Pile settlements are expected to be less than 1/4 inch, most of which should occur as loads are applied.
The above allowable capacities include negative loading due to settlement of the adjacent peats. Full single pile
capacities can be used provided pile spacing is at least three pile diameters. For closer spacing, there will be a
slight reduction in the allowable single pile capacity due to group effects. The amount of this reduction will
depend on the number of piles in the grouping and their spacing. We should be contacted to provide this
information, if required.
The pressure used to inject the grout and construct the pile column will compress.the soils immediately adjacent
the pile. As a result, the amount of grout needed to form the pile will be greater than the computed volume for
the particular pile diameter. The contractor will need to take this into consideration in estimating grout volumes.
The installation sequence should be such that piles are constructed at a minimum clear spacing of six pile
diameters. Installation between these locations can be completed once the grout has achieved its initial set,
usually in 24 hours.
The auger should be extracted slowly and uniformly below a sufficient and consistent head of grout. If the
auger is extracted too quickly,the pile may neck down and soil may collapse into the pile, reducing its structural
integrity. At some point along the injection line, the piling contractor should have a pressure gauge to monitor
the grout pressure during construction. A means for determining the amount of grout used in forming the pile
should also be provided.
Page No. 5
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March 24, 1995
Project No. T-2802
4.5 Underground Tank Walls
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Earth pressure development on underground tank walls will depend on the quality of the backfill, drainage
conditions, and the degree of wall restraint. For backfill soils that are properly placed and compacted as
structural fill, earth pressure development can be considered as an equivalent fluid load of 50 pounds per cubic
- foot (pcf). The portion of the wall below the groundwater level should be designed for an equivalent fluid
pressure of 90 pcf. However, if adequate drainage is provided behind the wall, the entire height of the wall may
be designed for an earth pressure of 50 pcf.
i
The walls and the slabs of the underground tank will behave as internally braced members and will need to be
designed as such. If surcharge loading adjacent the retaining elements is anticipated, it must be included in the
wall design.
4.6 Exterior Grading and Drainage
Roof drains should be tightlined separately from the subsurface drains to the storm drain system. Final grades
adjacent the structure must promote positive drainage away from it. We recommend using minimum drainage
gradients of three percent in unpaved areas and 1.5 percent in paved areas.
4.7 Pavements
If fill is used to raise parking grades, final paving should be delayed until primary settlements are complete. We
anticipate a period of 30 days for a major portion of the primary consolidation settlements to be completed. In
our opinion, a surface consisting of six to eight inches of crushed rock base (CRB) over a subgrade prepared as
described in the Site Preparation and Grading section of this report would provide a suitable temporary travel
surface for passenger vehicles and light commercial trucks.
Prior to paving, the subgrade should be proofrolled to determine if any isolated soft yielding areas are present.
If any soft non-yielding areas are found, they should be overexcavated to firm bearing and replaced with
structural fill.
We anticipate traffic use in the parking areas will be relatively light, with limited heavy axle loads applied.
Accordingly, for pavement construction in light traffic areas,the following sections could be considered:
1. Two inches of asphalt concrete(AC) over four inches of CRB
2. Two inches of AC over three inches of asphalt treated base (ATB)
In driveway areas used by fire trucks and in the paved training area, the section would need to be increased.
Accordingly, for pavement construction in heavy traffic areas, the following sections could be considered:
1. Three inches of AC over eight inches of CRB
2. Three inches of AC over five inches of ATB
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i March 24, 1995
Project No. T-2802
The paving materials used should conform to the Washington State Department of Transportation (WSDOT)
t' specifications for Class B asphalt concrete,ATB, and CRB.
i ,
Long-term pavement performance will depend on surface drainage. A poorly-drained pavement section will be
subject to premature failure as a result of surface water infiltrating into the subgrade soils and reducing their
i- supporting capability. For optimum performance, we recommend surface drainage gradients of at least two
percent. Some degree of longitudinal and transverse cracking of the pavement surface should be expected over
a_
time. Due to the compressible nature of the soils, some minor cracking of pavements should be expected, even
after long-term settlements are complete. Regular maintenance should be planned to seal cracks when they
occur.
4.8 Utilities
Excavations made for utility installation should be expected to encounter groundwater seepage if they are more
than a few feet deep, particularly during the winter season. Plans should be made for temporary dewatering of
the utility trench excavations. All utility bedding and backfill should be completed in accordance with
American Public Works Association(APWA) specifications. Soils from trench excavations are likely to be wet.
These materials will not be suitable for reuse as fill if wet,thereby requiring import structural fill as described in
the Site Preparation and Grading section.
i4.9 Detention Ponds
The plans indicate that stormwater detention ponds are planned in the eastern portion of the site. However,
details pertaining to final grades in the pond area were not available at the time of our study. The
recommendations given below should be considered general guidelines. We can provide specific
recommendations once the plans for the ponds are finalized.
Interior embankment slopes for the ponds should be no steeper than 3:1. Exterior slopes can be graded to 2:1.
All grading work and fill placement should be conducted in conformance with recommendations in the Site
Preparation and Grading section. Seepage may be expected during construction and would depend on the depth
of excavation and when the ponds are constructed. We recommend that the groundwater observations presented
in the Groundwater section of this report be considered during the design of the ponds since groundwater
seepage into the pond could significantly reduce the capacity of the pond.
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5.0 ADDITIONAL SERVICES
Terra Associates, Inc. should be retained to provide geotechnical services during construction of this project in
order to observe compliance with design concepts, specifications, and recommendations. This will also allow
design changes if subsurface conditions vary.from those anticipated prior to construction.
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Page No. 7
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March 24, 1995
Project No. T-2802
We should provide the following services during construction:
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Observe initial stripping of organic surface materials and spoils
• Observe installation of piles
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• Observe structural fill placement and conduct compaction tests on these soils
• Observe installation of subsurface drainage systems, if required
• Observe proofrolling of pavement subgrade areas to verify non-yielding conditions have been obtained
prior to paving
6.0 LIMITATIONS
The analyses and recommendations submitted in this report are based upon the data obtained from the test
borings drilled at the site. The area of the test borings in relation to the site is relatively small, and variations in
soil and groundwater conditions can occur. The nature and extent of these variations would not become evident
until construction. If variations appear, we should re-evaluate the recommendations presented in this report
prior to proceeding with construction.
We prepared this report in accordance with generally accepted geotechnical engineering practices. This report is
the property of Terra Associates, Inc. and is for specific application to the Fire Station #14 project. This report
is intended for the exclusive use of City of Renton and their authorized representatives. No other warranty,
expressed or implied, is made.
Page No. 8
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REFERENCE: THE THOMAS GUIDE, KING COUNTY, WASHINGTON, PAGES 655 AND 656, 1995 EDITION.
TERRA VICINITY MAP
FIRE STATION #14
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants Proj. No. 2802 Date '3/95 Figure 1
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REFERENCE
SITE PLAN PROVIDED BY MCADOO,MALCOM&YOUEL,ARCHTECTS,DRAWING No.1, TERRA EXPLORATION LOCATION PLAN
DATED 313/95,AND CONCEPTUAL SCHEMATIC SITE PLAN PROVIDED BY DEPARTMENT FIRE STATION#14
OF COMMUNITY SERVICES,JAMES PAXTON,AIA,DATED 2/16/95. ASSOCIATES RENTCK wASWNGTON 77
Geotechnical Consultants Proj.No.2802 Date 3/95 Figure 2
MAJOR DIVISIONS LETTER GRAPH TYPICAL DESCRIPTION
T- SYMBOL SYMBOL
GRAVELS Clean GW a; CD.•� Well-graded gravels, gravel-sand mixtures, little
Gravels •.Q•q• or no fines.
0
U) to (less than .. . . .. Poorly-graded gravels, gravel-sand mixtures, little
w n3 ai More than o GP • •• • ••
5/ fines) or no fines.
O =•7 50% of coarse '• ' ' '
04 U) a) GM is GM ' • Silty gravels, gravel-sand-silt mixtures, non-
p > larger than No. Gravels �t
plastic fines.
Z a 4 sieve. with fines GC Clayey gravels, gravel-sand-clay mixtures, plastic
Q o • • fines.
c�7 o N SANDS Clean Well-graded sands, gravelly sands, little or
Sands SW no fines.
o > :
(A coa z (less than >r <> > ><
More than Poorfygraded sands or gravelly sands, little
Q m 50% of coarse 5% fines) SP r: ? or no fines.
O fraction is
smaller than SM << Silty sands, sand silt mixtures, non plastic fines.
No. 4 sieve. Sands
with fines
SC Clayey sands, sand-clay mixtures, plastic fines.
N SILTS AND CLAYS ML Inorganic silts and very fine sands, rock flour, silty or
clayey fine sands or clayey silts with slight plasticity.
0
R
O � CL Inorganic clays of low to medium plasticity, gravelly
m a Liquid limit is less than 50% clays, sandy clays, silty clays, lean clays.
E
pw o N QL Organic silts and organic clays of low plasticity.
z LO
c z Inorganic silts, micaceous or diatomaceous fine
L SILTS AND CLAYS MH sandy or silty soils, elastic.
C7 c CO
w v�
z o Liquid limit is greater than 50% CH Inorganic clays of high plasticity, fat clays.
E OH i Organic clays of medium to high plasticity,
v' f r , organic silts.
HIGHLY ORGANIC SOILS PT .. Peat and other highly organic soils.
,. ., .
DEFINITION OF TERMS AND SYMBOLS
J Standard Penetration 2" OUTSIDE DIAMETER SPLIT
w Density Resistance in Blows/Foot I SPOON SAMPLER
� Very loose 0-4 2.4" INSIDE DIAMETER RING SAMPLER
Loose 410 OR SHELBY TUBE SAMPLER
a Medium dense 10-30 P SAMPLER PUSHED
Dense 30-50 * SAMPLE NOT RECOVERED
r¢ Very dense >50 Q WATER LEVEL (DATE)
WATER OBSERVATION STANDPIPE
Standard Penetration C TORVANE READINGS, tsf
> Density Resistance in Blows/Foot q u PENETROMETER READING, tsf
Very soft 0 2 W MOISTURE, percent of dry weight
Soft 2-4 pcf DRY DENSITY, pounds per cubic foot
Medium stiff 48 LL LIQUID LIMIT, percent
Stiff 8-16
U) Very stiff 16-32 PI PLASTIC INDEX
Hard >32 N STANDARD PENETRATION, blows per foot
SOIL CLASSIFICATION SYSTEM
TERRA Fire Station #14
' • ASSOCIATES Renton, Washington
Geotechnical Consultants
Proj. No. T-2802 Date 3/95 Figure 3
Boring No. B-1
Logged by: DRK
Date: 3/1/95 Approximate Elev. 19
a)
Graph/ Depth 0- (N) Water
USCS Soil Description Consistency E Blows/ Content
(ft.) 13 foot N
FILL: Greenish gray silty
SAND with gravel, moist.
S
Medium Dense 18 13.2
5
(Fill becomes loose below 6 feet)
A A A A A A e
A A A A A A A A A A A A A I Black PEAT,wet. 4
AAAAAAA 10
AAAAAAA1
AAAAAAA
AAAAAAA1
AAAAAAA
A A AA A 1%A 0 (Becomes brown PEAT Soft
'A A FPT�A A AA at 13.5 feet) to Stiff 11 154.6
A A e
'AAAAAAA
AAAAAAA1
15
AAAAAAA
A A A A A ft A e
AAAAAAA
AAAAAAAt
AAAAAAA
AAAAAAAe (Gray fat clay below 18 feet) 2
AAAAAAA 1 53.9
24.8
Black medium poorly graded —20
SAND, water-bearing. -
Rp Medium Dense
(Becomes silty below 23 feet) 21 24.6
...... —25
see*
444499 Black sandy GRAVEL,
water-bearing.
Very Dense
(Becomes gray below 28 feet) 80 7.9
T ,
V Boring terminated at 30 feet.
&'A Groundwater at 6 feet.
Drilled with bentonite slurry to stabilize the hole.
Note: Upper 3 feet of loose organic spoils were dozed to provide stable access to the rig.
BORING LOG
TERRA FIRE STATION #14
RENTON, WASHINGTON
ASSOCIATES
Geotechnical Consultants Figure
Proj. No. T-2802 Date 3/95 4
Boring No. B-2
Logged by: DRK Approximate Elev. 19
Date: 3/1/95
• Graph/ Depth
CL (N) Water
46 E Blows/ Content
USCS Soil Description Consistency CIO foot N
FILL: Greenish gray silty SAND
with gravel, moist. Medium Dense
S M = 21 12.2
5
r
FILL Gray silty gravelly SAND,
SM water bearing. Loose = 7 20.9
10
A A A A A h A Brown and black fibrous peat
A A A A A A A I with lens of fat clay,wet.
A A AA-"h AA Stiff I 11 126.4
t-�2T I -
i AAAAAAA - 15
AAAAAAII
1 k A A A A
41 25.1
Black fine to medium SAND,
wet. -20
Dense
27 25.3
- 25
Gray silty sandy GRAVEL, = 94/11' 14.4
wet.
•
30
GM Very Dense -
T 88/11- 18.1
Boring terminated at 34.5 feet.
Groundwater encountered at 6 feet.
Drilled with bentonite slurry to stabilize the hole.
Note: Upper 3 to 4 feet of loose wet organic spoils were dozed to provide stable areas to the rig.
L BORING LOG
TERM FIRE STATION #14
ASSOCIATESRENTON, WASHINGTON
• Geotechnical Consultants Proj. No. T-2802 I Date 3/95T Figure 5
Boring No. B-3
Logged by: DRK
Date: 2/27/95 Approximate Elev. 23
. . a)• Graph/ Depth n. (N) Water
USCS Soil Description Consistency E Blows/ Content
(ft.) a foot N
s7 >: :
.£..„5, FILL: Brown coarse SAND
°•��:�.•�"� with trace silt and gravel,
SP moist to wet. Dense
32 10.2
M Mottled silty sand at 4 feet
FILL: Blue gray silty coarse 5
SAND with gravel,wet.
w
a (Block of wood at 5 feet)
SM Loose T
1 8 15.3
10
nCHBluish gray organic CLAY, Medium Stiff
wet. T
1 7 67.4
n A A A n A A n Brown to black fibrous PEAT, 230.0
nA nnAnAhn wet. 15
" ""I Medium Stiff
n kE-13 An
nnAAnA
nnAnAAn 133.1
"""^""1 35 23.3
Black coarse SAND, 128.4
:.` SP water-bearing. Dense
Brown fat organic CLAY,wet. 20
I I I I I I 1 1 1
I I I I I I Stiff
11 OH II 1
I I I I I I
IIIII 1111 T
SSS ••• 1 47 23.4
IIIIII
Black coarse SAND,
4
'*> water-bearing
g 25
SP Dense
{ I
• 11 34.6
�1 CL Gray sandy CLAY,wet.CH Stiff
a
L.
(Continued on next page)
BORING LOG
TERRA FIRE STATION #14
•' ASSOCIATES RENTON, WASHINGTON
, ..
Geotechnical Consultants
Proj. No. T-2802 Date 3/95 Figure 6
- ' Boring No. B-3 (Continued)
Logged by: DRK
Date: 2/27/95
-3 Graph/ Depth Q- (N) Water
ep
USCS Soil Description Consistency E Blows/ Content
(ft.) a foot M
G CH
• • . • • Gray silty sandy GRAVEL,
• • • • •0 water-bearing. T
• • • • • 1 45 10.6
• GP . Dense
• . . . . 35
'
:«°{ .`< >< ' Gray to black gravelly coarse I 65 16.6
SAND to coarse SAND with
gravel,water-bearing. 40
{tiyi. Y
� T
76 14.7
Very Dense
'tv'
, `';
45
::
92 25.1
50
43
t
BORING LOG
OggTERRA FIRE STATION #14
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants
Proj. No. T-2802 Date 3/95 Figure 6a
a
Boring No. B-4
Logged by: DRK
r- Date: 2/28/95 Approximate Elev. 22
a)
-. Graph/ Depth � Water
Content
USCS Soil Description Consistency glows a foot/ (%)
FILL: Brown fine to medium
SAND, moist.
r. Very Dense 63 12.1
>rLSP „at''
:•:..::.., .
.>; 5
.. ...
```"';0.0Gray gravelly SAND.
Loose
>•.<:::
:s ':_:<•� •• Medium Dense
<� 10
in
A A A A A A A Brown peat with pieces of 13*
A A^^A^^ wood,wet.
AAAAAAA A A PT n I Medium Stiff 15
AA An
AAAAAAA
AAA n A n A n A A A = 19 167.5
Ann .
;;•.:;h<' Black medium SAND with 20
:....,
ell... §:� oc
layer of fat clay,wet.casional 8 to 12 inch
:w'z'•;:<x? 61.4 fat clay
.:M;
?`SP Dense I 49 26.3
<"NM11.
.�
25
ML CL Lean clay/silt layer at 28 feet Stiff 10 29.2
27.8
"`''•`''""3` (No clay/silt layers below
30
:: . .
30 feet) Very Dense
>`�����•;��' Black medium sand. 60 12.9
Boring terminated at 34 feet.
Groundwater encountered at 7 feet.
Drilled with bentonite slurry to stabilize the hole.
*Dames and Moore sampler.
(NR)-No sample recovery.
L BORING LOG
TERRA FIRE STATION #14
RENTON, WASHINGTON
tj 909 ASSOCIATES
Geotechnical Consultants Proj. No. T-2802 I Date 3/95 Figure 7
J
Boring No. B-5
Logged by: DRK
Date: 2/27/95 Approximate Elev. 22.5
Graph/ Depth CI" (N) Water
USCS Soil Description Consistency E Blows Content
(ft ) a (ft) N
.......... '
FILL: Gray medium to
coarse SAND,wet.
< SP�k` , Medium Dense
5
Gray silty SAND with some
peat,water-bearing.
n
` ^ 10
A 4 18.9
nn
AAA
AA Loose/Soft
A A A to Medium Stiff
SM APT n
<:AAAA
AAAAA
AAAA e
15
nnAAn 7 36.6
` AAAAA
AAAAAA
)AAAAAA
)J^^AAAAAA
4AAAAAA
Black clean medium SAND,
,, water-bearing.
Y Sp Loose
20
6 31.0
IT
Boring terminated at 21.5 feet.
Groundwater seepage at 1 foot.
Groundwater encountered at 7 feet.
BORING LOG
TERRA FIRE STATION #14
t ASSOCIATES RENTON, WASHINGTON
Ogg
Geotechnical Consultants proj. No. T-2802 1 Date 3/95 Figure 8
r-s
Boring No. B-6
Logged by: DRK
Date: 2/27/95 Approximate Elev. 22
W
., Graph/ Depth Q' (N) Water
USCS Soil Description Consistency E Blows Content
(ft.) a (ft) (%)
FILL: Gray medium to coarse
:A.ky SAND with occasional gravel,
a Fr >. wet.
•c I.M. 9009.3
Dense
"4K SP
h ..
����;::>�:?G• (Large cobbles at 5 feet and 5
`ti: %•¢ wood fragments at 7 feet)
v\vf :•y.
Gray sandy SILT with thin
layers of silty sand and 21 19.4
ML occasional gravel, moist. Very Stiff
A A IT A A 0 10
^A^^A A^ Brown PEAT with fragments
AAAAAAAe of wood and occasional
""""AAA
A layers of lean clay.
AnAnAA y y
^A A A A A A Medium Stiff
^ A 11 188.4
A A PT A A t0
AAAAAA Stiff
AAAAAAA
AAAAAA
AAAAAAA 15
AAAAAAAO 7 69.7
AAAAAAA
Boring terminated at 16.5 feet.
No groundwater encountered.
@ Blow counts may not be representative. Large gravel at the tip.
>r
L
L BORING LOG
TERRA FIRE STATION #14
,`; ..'• ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants FProj. No. T-2802 I Date 3/95 Agure 9
M
Boring No. B-7
Logged by: DRK
Date: 2/28/95 Approximate Elev. 21
a)
Graph/ Dept h 0- (N) Water
USCS Soil Description Consistency E Blows/ Content
Cn foot N
Tr FILL: Greenish gray silty
SAND with occasional large
gravel, moist to wet.
SM
Medium Dense
5
11 17.7
............
AAAAAA1
AAAAAAA
iAAAAAA1 Brown fibrous PEAT with
A A h A A 4 A I organic fat clay changing to 10
A1%AAftA 11 84.5
brown fibrous PEAT with lens
A A A A A A A A A A h A A I of fat clay, moist.
AAAAAAA 15
AAAAAA?
A AA Soft
AA(PT]A I to
AAAAAAA Stiff
AAAAAA1 —15 4
AAAAAAA 232.5
A
AAAAAAA
ft A 11A
I
A A A A A A A
AAAAAAA e
AAAAAAAAAAAA
A
A AAAAAA
Black medium SAND,water- 20 62 20.7
. SP . bearing. Very Dense
..........
Gray SILT/lean CLAY,wet.
ML —25
CL Stiff - 9 39.0
............
Gray silty SAND followed by
.s SM medium to coarse gravel,
GP Dense 30
wet. 41
13.0
T
Boring terminated at 31.5 feet
Groundwater at 8 feet.
Drilled with bentonite slurry to stabilize the hole.
BORING LOG
TERM FIRE STATION #14
...................................
.................................
...............
OU ASSOCIATES RENTON, WASHINGTON
I - Geotechnical Consultants Proj. No. T-2802 I Date 3/95 Figure 10
Boring No. B-8
Logged by: DRK
Date: 2/27/95 Approximate Elev. 20
a)
Graph/ Depth CL (N) Water
USCS Soil Description Consistency E Blows/ Content
0 foot N
U)
FILL: Greenish brown silty
SAND with gravel, moist.
X 1:
Dense
S M 36 24.5
5
Gray sandy CLAY with thick
A layers of brown peat,wet. 9 29.4
AA
A A A 1 — 10
A A e Medium Stiff
CL A
PT e -
A
A A A P 7 281.2
AAAAA V
AAAA I
AAAAA 15
AAAAAAAAAAA
AAAAAA1
AAhAAAAI
Black medium SAND,with 28 23.1
occasional layers of clay/
silt,water bearing.
—20
(Clay/silt layer at 21.5 feet)
ihM
23 22.8
Medium Dense
XXXX.I..............
25
W.
14 12.8
(Continued on next page)
BORING LOG
TERRA FIRE STATION #14
RENTON, WASHINGTON
Egg ASSOCIATES
Geotechnical Consultants Proj. No. T-2802 I Date 3/95 1 Figure 11
_ Boring No. B-8 (Continued)
Logged by: DRK
Date: 2/27/95
_a)
Graph/ Depth a (N) Water
USCS Soil Description Consistency E Blows/ Content
- (ft.) a foot (%)
SP '
Black medium SAND, 47 14.0
v}.yvv{{k.. ♦.
water-bearing.
35
(Becomes coarser with depth)
�rky C Sv T
(Some charcoal at 39 feet)
> .....`a
40
• SP'f, :
•"' (Becomes coarse sand/gravel Dense
: below 42 feet) to
Very Dense
>z <` 45
50 yv
Boring terminated at 51.5 feet.
Groundwater encountered at 14 feet.
Drilled with bentonite slurry to stabilize the hole.
a
MW
a
BORING LOG
TERRA ARE STATION #14
9•� �� '• • �' ASSOCIATES RENTON, WASHINGTON
, ..
Geotechnical Consultants Proj. No. T-2802 I Date 3/95 Figure 11a
xf
s
Boring No. B-9
Logged by: DRK
Date: 2/28/95 Approximate Elev. 23
a)
-- Graph/ Depth E (N) Water
USCS Soil Description Consistency Blows/ Content
(ft ) a foot N
FILL(Spoils): Brown silty Very Loose
SAND with considerable
SM organics, wet. to
Medium Dense
25 11.6
FILL: Brown medium SAND,
moist to wet. 5
Medium Dense
w k......
FILL: Greenish gray silty
Loose 11 15.4
SM SAND with gravel,wet. to
Medium Dense
' 10
n A A A A A"" Brown PEAT,wet.
nn AAA
nnAnnnn
A A A A A A
AAAAAAn 12 147.3
"""""" Stiff
^" PT h" to
A n 15
AAAAAAA Very Stiff
nnAAAA
AAAAAAA
"""""A (Brown fat CLAY at 17.5 feet)
A n A n A A A n A n A A A 22 79.9
` ' Black fine SAND with 20
.:
occasional 3 to 4 inch layers
< ;,•
:.�
>.I.'`^:� Y of silt/clay, water-bearing.
{{ .
62
SP Very Dense
25
30
SM Gray silty gravelly SAND, Medium Dense T 26
GM water bearing.
Boring terminated at 3L5 eet.
Groundwater at 7 feet.
Drilled with bentonite slurry to stabilize the hole.
Note: Upper 3 feet of loose organic spoils were dozed to provide stable access to the rig.
BORING LOG
r TERRA FIRE STATION #14
ASSOCIATES RENTON, WASHINGTON
Non
Geotechnical Consultants Fproj. No. T-2802 Date 3/95 Figure 12
Boring No. B-10
Logged by: DRK
Date: 2/28/95 Approximate Elev. 21
a)
Graph/ CL (N) Water
USCS Soil Description Consistency Depth E Blows Content
N
Greenish gray silty SAND
with gravel.
X X
%4
21 23.4
(Thin layer of organic silty
Medium Dense
sand at 3.5 feet)
1: -X
(Becomes brown silty sand
at 7.5 feet)
A A A A A A A Brown to black fibrous peat, Stiff 10 22.5
6AAAARAP moist.
AAAAAAA
AAAAAAAAAAAAA
10
A AAAAAA 0
AAAAAAA
AAAAAAO
AAAAAhA
ANAAAAP
AjtjE h A A e 12 121.9
AAhAAAA
AAAAAA e
AAAAAAA
AAAAAAe 15
AAAAAhA
AAAAAA
AAAAAA A 0
AAAAAA1
AAAAAhA
A A A A A A I
AAAAAAA 14 25.3
SP Black medium SAND,water-bearing..Loose to Medium Densel
Boring terminated at 19 feet.
Groundwater at 7 feet.
BORING LOG
TERRA FIRE STATION #14
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants
Proj. No. T-2802 I Date 3/95 Figure 13
SIEVE ANALYSIS HYDROMETER ANALYSIS
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• �t��tt��■.t■ttt■t■t.tttt.�tttttttttt■tt►�,.�■■.tt■ttt■tt■t�t■■ IMMUNE
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• •
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> Description Moisture
r- Content
Mzzi
Cn
z Cn SAND with trace silt
SAN1 with some silt
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. .
r— Description
. . .-.
c32.5 Sandy
SIEVE ANALYSIS �H VA 9 • .
loan
■m 101=110moul MOM
�.■.��..�.... ��.�. �... ■■ Cam■■■■■■.MOM.■..
aine
NO
WE momm� Boni
ME 1101110010m
• ■■■■�■■ '�����iiiiii���■����■�iii■1010ii�siiiiii■m■���i■
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NAIN
NO
C1010no 1mmWW
.::
•.- ®cam � • �
' • .
® . . • •- ®�
Ln
z SAND with trace silt
• � � Silty SAND with gravel
SIEVE ANALYSIS
� • �
_SIZE OF OPENING IN INCHES . �• ••
1011001001
IMIMIMMMMI
COME 11101
MEN �momm� MEN
OEM
AMMEMME
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•
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.
CnSAND with some gravel and silt
APPENDIX A
FIELD EXPLORATION AND LABORATORY TESTING
Fire Station#14
Renton,Washington
We performed our field exploration between February 27 and March 3, 1995. Subsurface conditions on
the site were explored by drilling ten test borings using a truck-mounted B-61 drill rig operated by
T- Geoboring and Development, Inc. of Puyallup, Washington. A bulldozer was used to move the rig and
clear access to the boring locations.
The test borings were drilled at the approximate locations shown on Figure 2. The location of the
" boring was determined by measurements and pacing from known points, property comers, and site
a features shown on the Proposed Soil Boring Relocation Plan prepared by James Paxton and dated
February 16, 1995.
_- The field exploration was monitored continuously by a geotechnical engineer from our firm who
classified the soils encountered, maintained a log of the borings, obtained representative soil samples,
and observed pertinent site features. All samples were visually classified in accordance with the Unified
Soil Classification System described on Figure 3. The Boring Logs are attached as Figures 4 through
13. The soil classifications shown on the boring logs represent our interpretations of the field logs and
the results of visual examinations and laboratory tests performed on samples obtained from the borings.
t..
Representative soil samples collected from the borings were placed in closed containers and taken to our
laboratory for further examination and testing. Moisture content determinations were performed on all
samples. Grain size analysis tests were performed on seven samples. We conducted a consolidation test
on one sample. The results of our laboratory testing are shown on Figures 14 through 17 and the boring
logs.
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Project No.T-2802