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FINAL REPORT
GEOTECHNICAL ENGINEERING STUDY
CEDAR RIVER TRUNK RELOCATION PROJECT
PHASE -II
NORTH THIRD STREET ROUTE
RENTON, WASHINGTON
Job No. G-0346
Prepared for
MUNICIPALITY OF METROPOLITAN SEATTLE
(METRO)
September 10, 1993
Geo Group Northwest, Inc.
13240 NE 20th Street, Suite 12
Bellevue, WA 89005
Phone: (206) 649-8757
I
UMI Group Northwest, Inc.
September 10, 1993
Parametrix, Inc.
Attn: Ms. Vicki Sironen
P.O. Box 460
1231 Fryar Avenue
Sumner, WA 98390
SUBJECT: FINAL REPORT
Dear Ms. Sironen:
Geotechnical Engineers, Geologists
& Environmental Scientists
Job No. G-0346
GEOTECHNICAL ENGINEERING STUDY
CEDAR RIVER TRUNK RELOCATION PROJECT, PHASE -II
NORTH THIRD STREET ROUTE
RENTON, WASHINGTON
We are pleased to summit this report titled "Geotechnical Engineering Study, Cedar River
Trunk Relocation Project, Phase -II, North Third Street Route, Renton, Washington." This
report is prepared under a Multi -Disciplinary Engineering Services Agreement (Contract No.
CS/M32-91 B, Work Order #15) between Parametrix, Inc. and the Municipality of Metropolitan
Seattle (METRO). Geo Group Northwest, Inc. is a subconsultant to Parametrix, Inc. under the
same agreement to perform geotechnical engineering study for the proposed trunk relocation
Phase -II project.
Our study included subsurface exploration along the proposed trunk alignment and review of
available soil and groundwater information in the subject area. Six test borings were drilled in
July 1993 along the alignment for the purpose of this study. It was revealed that the soils
were of three general types: brown to tan sandy silt to clayey silt (recent fill), dark gray
interbedded clayey silt and silty fine sand (alluvial deposits in the Lake Washington and the
Cedar River), and olive gray to gray gravelly sand to sandy gravel (glacio-recessional
outwash).
Based on the preliminary design provided to us and the soil and groundwater conditions in
the area, we concluded that the site is generally suitable for the proposed construction,
however, the soils underneath the pipe invert between Stations 0+50 to 11 +00 are liquefiable
13240 NE 20th Street, Suite 12 • Bellevue, Washington 98005
Phone 206/649-8757 • FAX 206/649-8758
September 10, 1993
METRO - Cedar River Trunk Relocation
G-0346
Paee 2
during earthquakes. The liquefaction potential should be mitigated before placing the pipe.
Trench excavation requires shoring between Stations 0+50 to 10+00 and between Stations
16+50 to 22+50 where utilities are located too close to the excavation. Trench boxes may
be used in other areas where utility lines are not to be affected by the excavation. Shoring
may be implemented with conventional metal sheet piles either driven or vibrated into the
ground. Groundwater is expected to be encountered during the trench excavation between
Stations 0+00 and 11 +00. Dewatering may be required if groundwater hinders pipeline
installation. The detailed discussions and recommendations are presented in the text of this
report.
We appreciate the opportunity to have been of service to you on this project. Should you
have any questions regarding this report or need additional consultation, please feel free to
call us.
Sincerely,
Geo Group Northwest, Inc.
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Dalong Huang, P.E. ti1NM C�
Staff Engineer V of WASH,
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William Chang, PE. �'� bUAL
Principal
I EXPIRES 2/ 191 9¢ I
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TABLE OF CONTENTS
JOB NO. G-0346
Page
1. INTRODUCTION................................................... 1
1.1 Project Description ........................................... 1
1.2 Scope of Services ............................................ 2
2. SITE CONDITIONS ................................................. 2
2.1 Surface Condition ............................................ 2
2.2 Site Geology ................................................ 3
2.3 Subsurface Conditions ........................................ 3
2.4 Groundwater ................................................ 4
3. DISCUSSION AND RECOMMENDATIONS ............................... 4
3.1 General .................................................... 4
3.2 Seismic Considerations ........................................ 5
3.3 Trenching Methods and Trench Stability ........................... 6
3.4 Trench Shoring .............................................. 8
3.5 Bedding and Trench Backfill................................... 10
3.6 Dewatering................................................ 11
3.7 Street Pavement ............................................ 11
4. LIMITATIONS.................................................... 12
ILLUSTRATIONS
Figure 1 - Vicinity Map
Figure 2 - Cedar River Trunk Alignments
Figure 3 - Exploration Plan
Figure 4 - Site Plan and Soil Profile, Stations 0+00 to 14+00
Figure 5 - Site Plan and Soil Profile, Stations 14+00 to 28+00
Figure 6 - Soil Pressure Diagrams for Shoring Designs
Figure 7 - Illustration for Pile Embedment
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REFERENCES
1. "Engineering Report, Cedar River Trunk Relocation Project, Phase II", Metro
Engineering Services Divisions, May 1993, (ARMS number A65021; Task
number Y75).
2. "Final Geotechnical Study, Cedar River Trunk Sewer Realignment Project,
Second Avenue Route and Construction Bypass Route, Renton, Washington",
Golder Associates Inc., November 22, 1991.
3. "Well Field Monitoring Study" prepared for the City of Renton by CH2M Hill,
June 1988.
4. "Preliminary Geologic Map of Seattle and Vicinity, Washington", H. H. Waldron,
B. A. Liesch, D. R. Mullineaux, and D. R. Crandell, published by the U.S.
Geological Survey, 1962.
5. "Cedar River Trunk Relocation Phase 2, Plan and Profile" with shifted trunk
alignment, provided to us by Ms. Mann -Ling Thibert, August 1993
APPENDIX A
Field Subsurface Exploration Program
Plate Al - Boring Log 1
Plate A2 - Boring Log 2
Plate A3 - Boring Log 3
Plate A4 - Boring Log 4
Plate A5 - Boring Log 5
Plate A6 - Boring Log 6
Plate A7 - Boring Log 7, by Golder Associates Inc., 1991
Plate A8 - Boring Log 8, by Golder Associates Inc., 1991
9
GEOTECHNICAL ENGINEERING STUDY
CEDAR RIVER TRUNK RELOCATION PROJECT
PHASE -II
NORTH THIRD STREET ROUTE
RENTON, WASHINGTON
Job No. G-0346
1. INTRODUCTION
1.1 Project Description
The Cedar River Trunk Relocation Project is located within the City of Renton in the vicinity of
the interchange of Interstate 405 and State Route 169 (Maple Valley Highway) as shown in
Figure 1 - Site Vicinity Map. The relocation project will reroute a portion of the existing 42
inch diameter Cedar River Trunk to provide a minimum clearance of 200 feet around the City
of Renton water production wells, and replace the existing concrete pipe with poly -lined
ductile iron pipe. The new pipeline will be approximately 5,000 feet long and constructed in
three phases according to METRO's engineering report (Reference 1). Phase -I of the project
was completed in 1991. For Phase -II, the METRO Engineering Services Divisions conducted
a cost/benefit and environmental impact study on six alternative routes in May 1993. The
study recommended North Third Street route as the best of the six alternatives. The North
Third Street Route, as shown in Figure 2 - Cedar River Trunk Alignments, starts from the east
end of North Brooks Street west to Factory Avenue North, turns north on Factory Avenue
North to North Third Street, then turns west onto North Third Street, and continues westward
to the existing Eastside Interceptor at Burnett Avenue North.
METRO provided us with a copy of the preliminary plans for the Phase -II trunk relocation
project, including design plans and profiles, as shown in Figures 4 and 5. The preliminary
design indicates that the bottom elevation of the pipeline will be placed at elevations of 11 to
12 feet below the existing ground surface except between Stations 0+00 and 0+50 where the
inverts are designed at about 24 feet below the existing ground surface. The pipeline is
designed at a slope of 0.3% from Station 0+50 to Station 28+00 (end of the Phase -II project).
The trunk alignment shown in Figures 4 and 5 has been shifted toward the center of North
Third Street as indicated in Reference 5.
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J' METRO Letter of Transmittal
821 Second Ave., M.S. 117, Seattle, WA 98104-1598
(206) 684-1298
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September 10, 1993 G-0346
METRO - Cedar River Trunk Relocation Page 2
1.2 Scope of Services
This study was conducted under a Multi -Disciplinary Engineering Services Agreement
(Contract No. CS/M32-91 B, Work Order #15) between Parametrix, Inc. and the Municipality of
Metropolitan Seattle (METRO), under which Geo Group Northwest, Inc. is a subconsultant to
Parametrix, Inc. The purpose of this study is to characterize the subsurface conditions at the
site, perform engineering analyses, and develop geotechnical recommendations on the
design and construction of the Phase-ll trunk relocation project. This report will address the
following issues in accordance with our proposal approved by METRO:
• Site Conditions, including surface, subsurface and groundwater;
• Trench excavation and shoring requirements;
• Shoring design parameters;
• Groundwater and dewatering issues;
• Seismic consideration and potential pipe settlement;
• Trench bedding, backfill and compaction requirements;
• Street pavement;
• Construction related issues.
2. SITE CONDITIONS
2.1 Surface Condition
The subject site is located in a well developed urban area within the City of Renton. As
shown in Figures 2, 4, and 5, the rerouted trunk alignment is mainly along North Third Street
between Burnett Avenue North and Factory Avenue North. Two short portions of the trunk
are located along Factory Avenue North and North Brooks Street. North Third Street is an
arterial street with one way traffic to the east and residential buildings on the two sides. The
ground surface along the entire Phase -II alignment is covered with asphalt pavement. The
elevation of the ground surface at Station 0+00 is currently 29 feet based on the datum
shown in Figures 4 and 5. The ground surface elevation gradually increases along North
Third Street to 35.3 feet at Station 22+15, and to 38.2 feet at Station 28+00.
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METRO - Cedar River Trunk Relocation
2.2 Site Geology
G-0346
Pace 3
The site geologic condition was mapped by H. H. Waldron, B. A. Liesch, D. R. Mullineaux,
and D. R. Crandell in "Preliminary Geologic Map of Seattle and Vicinity, Washington",
published by the U.S. Geological Survey in 1962 (Reference 4). Available subsurface
information includes groundwater conditions studied by CH2M Hill for the City of Renton's
aquifer protection zone in June 1988 (Reference 3) and soil conditions explored by Golder
Associates Inc. for Phased of the same project in November 1991 (Reference 2).
The project site is located on the south end of Lake Washington and northeast side of the
Cedar River. During the last glacial recession, the prehistoric Cedar River channel discharged
a large flow of gravelly sand to sandy gravel into the lake, namely Glacio-Recessional
Outwash. Lake Washington originally drained to the south through the Black River. In the
late 1800's the Mountlake Cut was constructed connecting Lake Washington with Lake Union
and lowered Lake Washington to its current level. Prior to the lowering of the Lake, much of
the area around the current southern end of the Lake including much of north Renton was
under water. Over the years, clayey silt and silty fine sand materials were brought to the lake
by the flow from the Cedar River forming alluvial deposits. Since the lake water was lowered
to its current level, large amounts of soil was moved to the area during site development and
construction activities. Artificial soils in the area consisted of sandy silt to clayey silt.
Although the soils at the site can be categorized into three geologic units, the soil conditions
are complex due to the manner in which the alluvial soils are deposited. The soils are laid
down as the river meanders across the river valley. The soils deposited are dependent on the
speed of the river flowing in the valley. High energy rivers deposited gravel and coarse sand
while low energy rivers deposited silt and fine sand.
2.3 Subsurface Conditions
Our site exploration was conducted from July 8 to 12, 1993 with six test borings in the
locations indicated in Figure 3 - Exploration Plan. Boring 1 (B-1) was drilled to a depth of 34
feet and B-2 to B-6 were drilled to a depth of 26 feet. A groundwater monitoring well was
installed in each of the borings. The details of the field exploration, including drilling method,
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METRO - Cedar River Trunk Relocation Page 4
soil sampling, field testing and monitoring well installations, are recorded in Appendix A -
Field Subsurface Exploration Program and Boring Logs. The soil and groundwater conditions
encountered in the six borings are presented on Plates A2 to A7 in Appendix A. Two boring
logs that were recorded by Golder Associates Inc. in 1991 are also included in the appendix
as Plates A8 and A9. Due to the complexity of the geologic conditions, soil stratification can
not be extrapolated between the test borings. The soils encountered along the alignment are
of three general types: brown to tan sandy silt to clayey silt (recent fill), dark gray interbedded
clayey silt and silty fine sand (alluvial deposits in Lake Washington and the Cedar River), and
olive gray to gray gravelly sand to sandy gravel (glacio-recessional outwash).
2.4 Groundwater
Groundwater was encountered in all of the six test borings during the time of drilling between
July 8 and 12, 1993. The groundwater levels are indicated in the boring logs in Appendix A
and Figures 4 and 5. The water levels in Golder's Boring 7 and 8 were measured at 16.7 feet
and 17.2 feet, respectively. The current groundwater levels are higher than the pipeline
bottom elevation near B-1 and B-2, close to the bottom elevation near B-3, and below the
bottom elevations near B-4 through B-8.
The subsurface soil at the site is part of the Cedar River aquifer used by the City of Renton to
provide water for the City. The groundwater conditions in the project area were studied by
CH2M Hill for the City of Renton in 1988 to determine the aquifer protection zone.
Groundwater levels are generally lower in the summer and higher in the winter due to higher
water levels in the Cedar River and less water pumped from the aquifer. Groundwater is
expected to be present during the construction of the pipeline.
3. DISCUSSION AND RECOMMENDATIONS
3.1 General
Based on the results of our field exploration and available subsurface information, it is our
opinion that the subject site is suitable for the proposed construction, However, the soils
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underneath the pipe invert is liquefiable between Stations 0+50 to 11 +00. Measures should
be taken to protect pipes from liquefaction damage.
The pipeline alignment has been shifted toward the center of North Third Street since our
draft report was submitted. The change in alignment will place the proposed pipeline farther
from the existing underground utilities and structures. This report addresses the conditions
affecting the pipeline to be placed near the center of North Third Street. Based on available
soil and groundwater information, it is our opinion that temporary shoring is necessary in
some sections to protect existing utilities, while trench boxes may be used in other sections
where utilities will not be affected by the excavation.
The current groundwater levels exceeded the bottom elevations of the trench between
Stations 0+00 and 10+00. Water is expected to be present during construction. If
groundwater imposes difficulty in the pipe installation, dewatering measures should be taken
to control the groundwater levels during construction.
We recommend that the contractor be responsible for shoring, dewatering, controlling
settlement and other construction related issues. The information and opinions in this report
should be provided to the contractor as information only. It is the contractor's responsibility
to interpret the information and implement the construction methods.
3.2 Seismic Considerations
We conducted analyses on soil liquefaction potentials along the pipeline alignment according
to the published research data and our experience in the region. For a one hundred year
earthquake, a magnitude of 7 and a peak ground acceleration of 0.2 g were used in our
analyses. The results are as follows:
From Stations 0+00 to 0+50, the pipe invert is to be on the dense sandy gravel layer.
Liquefaction potential is minimal in the section.
From Station 0+50 to 11 +00, the pipeline is to be on the loose silty sand and medium stiff
sandy silt layer below the groundwater. The soil under this section of the pipeline is subject
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September 10, 1993
METRO - Cedar River Trunk Relocation
to liquefaction during a 100-year earthquake.
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From Station 11 +00 to 28+00, the pipe invert is to be on the medium dense sandy gravel
above groundwater. Liquefaction potential of the soil below the pipeline in this section is
negligible.
Measures to reduce potential damage to the pipeline include lowering the pipeline elevations,
installing supporting piles to transmit pipeline load to deeper denser soil, and replacing the
liquefiable soil with crushed rock. We understand that Metro is interested in replacing the
liquefiable soils with crushed rock. It should be noted that the thickness of the liquefiable
soils is 7 feet below the pipe invert near Station 1 +60 and Station 5+40, and 4 feet near
Station 11 +00. We recommend 2" to 4" size crushed rock be used as the replacement and a
layer of geotextile be placed underneath the crushed rock as illustrated in Figure 8.
3.3 Trenching Methods and Trench Stability
The installation of the proposed pipeline requires trench excavations up to 24 feet deep.
Possible trenching methods include: (1) open cut with 1 H:1 V side slopes; (2) braced or
cantilevered sheet pile shoring, (3) excavation with trench box shoring, (4) excavation with
metal plate shoring braced with hydraulic jacks. The suitability of the above measures
depends on the excavation depths, type of soils, and groundwater levels during excavation.
The following is a brief discussion on these trenching methods:
(1). Open cut with 1 H:1 V side slopes. Open cuts with a slope of 1 H :1 V are considered
acceptable for temporary slope stability during construction. An unshored trench is
only feasible in areas where structures and utilities are located at a horizontal distance
to the excavation farther than the vertical distance to the excavation bottom and
groundwater is below the bottom of the trench.
(2). Braced or cantilevered sheet pile shoring. Metal sheet pile shoring can be used to
protect the existing ground utilities, street, and private properties adjacent to the
excavation. It laterally supports the two sides of the excavated trench and protects the
soils from sloughing and collapsing, therefore minimizing the potential ground
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METRO - Cedar River Trunk Relocation Page 7
settlement and property damage. The sheet piles can be either driven into the ground
with a impact hammer or with a pneumatic vibrator before the excavation starts.
Cantilevered sheet pile walls may be implemented if the trench is shallower than 15
feet, otherwise, braced sheet pile walls should be designed. If braced walls are
designed, braces are installed from the top row down as excavation progresses.
(3). Trench box shoring. A trench box is optional in the areas where soils can stand
vertically for a short time before the trench box is lowered down to protect soils from
sloughing. Depending on the duration of the construction and the time the cut can
stand vertically, pea gravel may need to be placed to fill the gaps between the box
and the trench sides. This is important because loose soil sloughing into the gaps will
cause unwanted street settlement and increase the construction costs for repairing the
street pavement. Instead of using a trench box and filling gaps with pea gravel, metal
plates may be used in conjunction with hydraulic jack braces to provide shoring to the
vertical excavation. This shoring system followa the same construction procedures as
does trench box shoring.
The stability of excavated trench depends on the exact soil and groundwater conditions
encountered during excavation, and depends on the construction procedures. Soils expected
to be encountered include a majority of loose soft to medium stiff silt and fine sandy silt from
Stations 0+00 to 11 +00, and medium dense to dense sandy gravel from Stations 14+00 to
28+00. The contractor should be aware that any deep excavation in these soils has potential
problems associated with cut instability and ground settlement around the excavation. To
evaluate the stability, we recommend that the contractor excavate a test trench in the areas
where open trench excavation is to be conducted and determine construction procedures to
minimize construction risk.
Potential settlements of the pipeline, existing utilities and streets due to construction activities
have been of concern to the METRO engineers. It should be mentioned that there are always
settlements associated with underground excavations. The magnitude depends on the
method of excavation, soils, and groundwater, etc. The site has a high potential for ground
settlement caused by construction activities due to the nature of the soils. The settlement
potential can be minimized by good construction management and procedures.
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The contractor should be aware that excessive machine vibration at the site can density the
sandy soils and consequently cause pipeline and street pavement settlements. In the area
where no sheet pile shoring is installed, street settlement could occur due to soil lateral
movement toward excavation. The contractor should keep construction traffic as far as
possible away from the excavated areas.
We recommend that a survey plan be established to document the site conditions before,
during, and after the pipeline construction. This is to avoid possible future disputes due to
the deep excavation in a residential area. Reference points should be set up along the trench
to monitor the ground settlement on a daily basis during construction. METRO should
establish criteria on the allowable settlements on the street pavement, and allowable pipe
settlement, such as 1 inch maximum settlement within 20 feet. If excessive settlement is
monitored, construction work should be immediately stopped for examination. Necessary
remedial measures should be taken before resuming the construction. The survey should
also include the houses along the two sides of the pipeline alignment.
3.4 Trench Shoring
As a general rule, trench shoring is required to protect structures and utilities that are located
at a horizontal distance to the excavation less than the vertical distance to the excavation
bottom. An unshored trench may be excavated in the areas where structures and utilities are
located at a horizontal distance to the excavation farther than the vertical distance to the
excavation bottom, however, trench boxes should be used to prevent soil sloughing and
provide safety for the workers. Based on the shifted pipeline alignment in Reference 5, the
following conditions are applicable:
Stations 0+00 to 0+50 The pipe invert will be 24 feet below the street level. Groundwater is
expected to be present at the time of construction. Shoring is required due to the deep
excavation and high groundwater level. We recommend that braced sheet pile shoring walls
be designed for this section.
Stations 0+50 to 10+00 Liquefiable soil will be excavated and replaced with crushed rock in
this section. The total excavation will be about 19 feet deep. Groundwater is expected to be
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encountered in the excavation. Existing underground utility lines are located within 9 feet of
the two sides of the trench. Metal sheet pile shoring is recommended for the excavation in
this section.
Stations 10+00 to 16+50 The proposed pipe invert will be up to 13 feet deep. The current
groundwater level is 1 to 2 feet below the pipe invert. Groundwater may or may not be
encountered in the excavation depending on the groundwater levels during the construction.
Existing underground utilities are 7 to 11 feet from the proposed trench. Open trench
excavation may be conducted in this section, however, a trench box or metal plates braced
with hydraulic jacks should be used as discussed in Section 3.3.
Stations 16+50 to 22+50 The proposed pipe invert will be up to 13 feet deep. Groundwater
is not expected during excavation. Existing underground utilities are located at 3 to 5 feet
from the trench. Metal sheet pile shoring is recommended for this section of the trench.
Stations 22+50 to 28+00 The proposed pipe invert will be about 12 feet deep. Groundwater
is not expected during excavation. Existing underground utilities are 7 to 11 feet from the
proposed trench. Open trench excavation may be conducted in this section, however, a
trench box or metal plates with hydraulic jacks should be used as discussed in Section 3.3.
The design soil lateral pressure is as follows:
Cantilevered Sheet Piles (without braces):
• Active soil pressure above groundwater: 45 pcf equivalent fluid pressure;
• Active soil pressure below groundwater: 25 pcf equivalent fluid pressure;
• Passive soil pressure above groundwater: 250 pcf equivalent fluid pressure;
• Passive soil pressure below groundwater: 130 pcf equivalent fluid pressure.
• Groundwater pressure should be added if the groundwater levels on the two sides of
the wall are different, as shown in Figure 6.
Braced Sheet Piles:
• Active soil pressure is designed as rectangular distribution of 30 pcf times the wall
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height H;
• Groundwater pressure should be added if the groundwater levels on the two sides of
the wall are different, as shown in Figure 6.
Two feet of soil weight may be applied to the street surface as equivalent construction vehicle
loads.
3.5 Bedding and Trench Backfill
The pipe invert should be placed on firm native soil. Any liquefiable soils should be over -
excavated and replaced with either crushed rock or clean gravel materials. We recommend
that crushed rock of size 2 to 4 inches be used in the area where groundwater is to be
encountered. A layer of geotextile, such as Mirafi 500X, should be placed underneath the
crushed rock to separate the rock from the native soils. Any soft soil should also be over -
excavated and replaced with gravel or crushed rock.
The bedding materials around the pipe can be either minus 3/4 pea gravel with no fines
passing US Sieve 200 or controlled -density fill. If controlled -density fill is to be used as
bedding material on top of the crushed rock, a layer of geotextile should be used between
the two materials. A typical trench section is shown in Figure 8.
Backfill is the material used to fill the excavated trench. We recommend that the soils
excavated from the trench be exported from the site and be not used as backfill due to the
high fine particle content and high moisture content. These types of materials require a high
energy compactor which could cause large settlement of adjacent properties. Imported
materials should be used for backfill. The import materials should consist of no organic
materials and less than 5% fine grains passing US Sieve # 200. Materials such as "pit -run",
consisting of sand and gravel, may be used as backfill since this type of material requires less
compaction energy to achieve the required compaction. Pea gravel or controlled -density fill
may also be used as backfill.
Backfill other than controlled -density fill and pea gravel should be compacted to 95 percent of
maximum dry density based on ASTM 698-78D (Standard Proctor). The compaction should
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be conducted on fill placed at 10 inches per lift in its loose state. The contractor should avoid
excessive compaction within two feet of the pipe.
3.6 Dewatering
Groundwater is expected to be encountered in some areas during the construction.
Dewatering may be required if water hinders the construction of the pipeline. Dewatering may
be conducted by installing dewatering wells around the proposed excavation or directly
pumping water from the excavated trench. Dewatering wells will depress the groundwater
levels in the area and cause potential settlement of adjacent structures. Dewatering wells
also interfere with the production wells since the site is located in the City of Renton's aquifer
protection zone. Pumping water directly from the excavated trench is a preferred measure.
It should be noted that problems associated with pumping water from an excavated trench
are often bottom heaving and slope stability problems in open excavation caused by high
hydraulic gradient toward the trench. A critical condition of the soils including sand piping
may occur in the case of cohesionless fine sandy and silty materials. The hydraulic gradient
near the trench bottom can be decreased by increasing the embedment depths of metal
sheet pile walls. Sand piping may be prevented by placing crushed rock materials at the
trench bottom on a layer of geotextile before starting to pump the water. The minimum
embedment depth of the sheet piles should be at least 1.5 times the elevation difference
between the groundwater level and the trench bottom in order to avoid the critical gradient in
the soils and consequent bottom heaving conditions, as illustrated in Figure 7.
It should be the responsibility of the project contractor to follow adequate construction
procedures and take necessary measures to prevent sand piping, soil sloughing, and trench
bottom heaving.
3.7 Street Pavement
The design of the street pavement should be in accordance with the design requirements
regulated by the City of Renton. Coordination should be made with the Renton Public Works
Department for the design. As general guidance, we recommend the pavement design to
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consist of the following:
• Six inches of Asphalt Concrete (AC) over four inches of Crushed Rock base (CRB)
material or over three inches of Asphalt Treated Base (ATB) material for North Third
Street;
• Five inches of AC over four inches of Crushed Rock base (CRB) material or over three
inches of Asphalt Treated Base (ATB) material for streets other than North Third Street.
4. LIMITATIONS
The recommendations are our professional opinion derived in a manner consistent with the
level of care and skill in the geotechnical engineering profession in the region. Our findings
and recommendations stated herein are based on the field observations, our experience and
engineering analyses. This report is prepared for the exclusive use of METRO and its
representatives for the subject project at the stated specific location. The actual soil
conditions may vary from those encountered in the test borings. In case the soil condition
varies during site excavation, Geo Group Northwest, Inc. should be notified and the above
recommendation should be re-evaluated.
We recommend that Geo Group Northwest, Inc. be retained to perform a general review of
the final design and specifications to verify that our recommendations have been properly
interpreted and implemented in the design and in the construction documents. We also
recommend that Geo Group Northwest, Inc. be retained to provide monitoring services during
construction to verify the design specifications and construction procedures.
Geo Group Northwest, Inc.
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CM -Group Northwest, Ine. METRO CEDAR RIVER TRUNK
Geotechnical Engineers, Geologists, 6 RELOCATION PHASE 11
Environmental Scientists RENTON, WASHINGTON
SCALE NONE DATE 7/19/93 1 MADE DH CHKD WC JOB NO. G-0346 FIGURE 1
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ADAPTED FROM REFERENCE-1
Group Northwest, Inc. CEDAR RIVER TRUNK ALIGNMENTS
Geotechnical Engineers, Geologists, &
Environmental Scientists RENTON, WASHINGTON
SCALE NONE DATE 7/20/93 MADE DI I CHKD WC JOB NO. G-0346 FIGURE 2
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B-1 Approximate Boring Location and Number by
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TR NVIRORELO RELOCATION
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DSttGi (ADJUSTED 191n
�71
DESIGNED:
M-LT
GEO GROUP NORTHWEST, INC.
GEOTECIINIGL ENGINEERS, GEOLOGISTS AND ENVIRONMENTAL SCIENTISTS
SCALE: CEDAR RIVER TRUNK RELOCATION
PWOSE 2
wre:
JUNE 93
FZi NO -
Y75
PRELIMINARY � O R
_
DRAWN CHECKED:
DJB
INFORMATION
O N LY
J
NOD SITE PLAN AND SOIL PROFILE
ICONTRACT N0
STA 14+00 TO STA ZH+OO
`�"'"°'�°
APPROVED,
No.
REVISION
BY
APP'D
DATE
COIII DDNTES t BEARUKS IRE
OtD11MR S SRM�N�TN�20rE
FIGURE s
Sheet Pile Wall
Trench Bottom
PASSIVE SOIL
PRESSURE=
250 PCF EFP.
Surcharge = h feet of soil
Street Surface
H
ACTIVE SOIL
PRESSURE=
45 PCF EFP
D
250D, psf 45(D+H+h), psf G.W.
Figure 6a - Cantilevered Sheet Pile Wall with Groundwater
Level below Sheet Pile Tip
Sheet Pile Wall
Trench Bottom
250(D1)
ge = h feet of soil
h
Street Surface
H
D1 -
G.W.
45(D1+H+h)
D2
250(D1)+130(D2), psf 45(D1+H+h)+25(D2), psf
Figure 6b - Cantilevered Sheet Pile Wall with Groundwater
between Trench Bottom and Pile Tip
Surcharge in feet of soil
Sheet Pile Wall Street Surface H1 ACTIVE SOIL PRESSURE
= 45 PCF EFP
45(H 1 +h)
' G.W.
Trench Bottom
H2
G.W. � ACTIVE SOIL PRESSURE
= 25 PCF EFP;
SOIL PRESSURE WATER PRESSURE
= 130 PCF EFP; D = 62.4 PCF
WATER PRESSURE
= 62.4 PCF
Water ressure
130(D) +64.2(D), psf 45(H1+h)+25(H2+D)+62.4(H2+D), psf
Figure 6c - Cantilevered Sheet Pile Wall with Groundwater
above Trench Bottom
Surcharge in feet of soil
If groundwater is above
trench bottom, add the
following triangular water
pressure to the wall.
T V G.W.
62.4(H1), psf
See Figure 7 for minimum
pile embedment depth.
Figure 6d - Braced Sheet Pile Wall
G246FIG.XLS
C: U14M8LMP0RnG146PIG7 A7S
Shoring Walls,
Cantilevered
or Braced.
2 TO 4 INCH SIZE
ROCK. IF NEC
H1
D
Figure 7 - ILLUSTRATION FOR MINIMUM PILE EMBEDMENT
(for the case of groundwater above the trench bottom)
Notes:
1. In order to reduce the instability due to heave or critical sand condition in the trench
bottom, a minimum of embedment depth of the sheet piles should be designed.
2. The minimum embedment D should be 1.5 times the original groundwater height over
trench bottom, i.e.: D = 1.5( H1)
3. In order to reduce the risk of sand piping in the trench bottom, a layer of geotextile may
be placed on the excavated trench bottom before bedding materials is placed.
4. Pumping water from the trench should not be started until the geotextile and bedding
materials are placed on the bottom.
ILLUSTRATION FOR PILE EMBEDMENT
Group Northwest, Ine. METRO CEDAR RIVER TRUNK
Geotechnical Engineers, Geologists, & RELOCATION PHASE II
Environmental Scientists RENTON, WASHINGTON
SCALE NONF DATE 9/ )!9 i MADE UI I CHKD WC JOB NO. G-0346 FIGURE ?
1
F-
L
C:l 4AM"PORPGC146PIGS ATF
SHORING WALL IS REQUIRED
WHEN UNDERGROUND
UTILITIES ARE TO BE AFFECTED
BY EXCAVATION
G.W. y
IF GROUNDWATER IMPOSES
DIFFICULTY IN PIPE INSTALLATION,
DEWATERING IS NECCESSARY
PAVEMENT
BACKFILL, SUCH AS "PIT RUN" MATERIALS,
COMPACTED TO 95% OF MAXIMUM DRY
DENSITY.
BEDDING MATERIAL: CONTROLLED DENSITY FILL
OR MINUS 3/4" PEA GRAVEL, TO COVER A
MINIMUM 120-DEGREE SEGMENT OF THE PIPE
BOTTOM.
7-4" SIZE CRUSHED ROCK TO REPLACE
LIQUEFIABLE OR SOFT SOIL IF NECCESSARY
GEOTEXTILE
A TYPICAL TRENCH SECTION
Group Northwest, Inc. METRO CEDAR RIVER TRUNK
Geotechnical Engineers, Geologists, & RELOCATION PHASE II
Environmental Scientists RENTON, WASHINGTON
SCALE NONE DATE 9/9/93 1 MADE DH CHKD WC JOB NO. G-0346 FIGURE 8
r
i
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a
30
1
* y
y
APPENDIX A
Field Subsurface Exploration Program
and Boring Logs
Geo Group Northwest, Inc.
i
- � � � -- - �
Subsurface Exploration Program
Our field exploration was conducted between July 8 and July 12, 1993 with six test borings
along the pipeline alignment. The borings were drilled by Environmental Drilling, Inc. of
Everett, Washington under the supervision of a field representative from Geo Group
Northwest, Inc. The locations of the borings are shown on Figures 3, marked as B-1, to B-6.
The drilling was conducted with a truck -mounted drilling machine. A continuous flight, hollow
stem, 4.25 inside diameter, auger was used in the drilling. Standard Penetration Tests (SPT)
were conducted and soil samples were taken at each 2.5 foot interval. The SPT was
performed in accordance with ASTM D1586-84. A 140 lb hammer was used to drive a 2-inch
outside diameter split spoon sampler 18 inches into the ground with a dropping distance of
30 inches. SPT blow counts were recorded for each six inches of sampler penetration. The
blow counts for the last two six inch increments were added to obtain the SPT N field value.
Soil samples were taken and visually classified at the site based on the USCS system. All
samples were stored in zip-loc plastic bags and shipped to our laboratory for further tests.
Six monitoring wells were installed during our field exploration, one in each boring. The
monitoring wells were installed with 2-inch PVC pipe and slotted PVC pipe as well screen.
The screen elevations and depths were decided by our field representative based on the soil
and groundwater conditions encountered. One flush mounted monument casing was used
for each well and the disturbed street surface was paved with concrete. Groundwater levels
were measured in the wells several days after the well installation.
The logs of subsurface exploration are included on Plates A2 to A7 in this appendix with
explanation of the soil classification and penetration test on Plate Al.
Geo Group Northwest, Inc.
SOIL CLASSIFICATION AND PENETRATION TEST
UNIFIED SOIL CLASSIFICATION SYSTEM USCS
GROUP LABORATORY
MAJOR DIVISION
CLEAN
GW
GRAVELS
GRAVHS
GP
(t T LE OR NO
FlNES)
(More Than Half
COARSE
Coarse Grains Larger
GRAINED
Than No. 4Sieve)
DIRTY
GM
SOILS
GRAVELS
GC
MITH SOME
FINEST
More Than Half
by Weight
CLEAN
SW
Larger Than No.
SANDS
SANDS
200 Sieve
(L11TLEOR No
SP
(More Than Hal
Coarse Grains Smaller
Than No. 4 Sieve)
SM
DIRTY SANDS
SC
(wTrH SOVE
FV E%
Liquid Lima
ML
SILTS
` 50
FINE-
(Below A-Lmon
GRAINED
Plasticity Chart,
Liquid lima
MH
SOILS
Negligible Organic)
> 50%
Liquid Lima
CL
CLAYS
< 30%
Liquid Limit j
More Than Hall
(Above A4jne on
'
by Weight
Placlicily Chart,
CH
Smaller Than
Negligible Organic)
> 50%
ORGANIC
Liquid Lima
OIL
No. 200 Sieve
SILTS & CLAYS
A e on i
Liquid Lima
C
Pisc-ticity art) I
> 50%
OH
HIGHLY ORGANIC SOILS i Pt
TYPICAL DESCRIPTION I CLASSIFICATION
CRITERIA
WELL GRADED GRAVELS, GRAVEL -SAND MIXTURE, DETERMINE Cu = P60 / Di 0) greater then 4
LITTLE OR NO FINES SAGES Cc - (D30 ' D30 / Di 0 / D60) between 1 and 3
OF
POORLY GRADED GRAVELS, AND GRAVEL -SAND GRAVEL AND
MIXTURES LITTLE OR NO FINES SAND FROM NOT MEETING ABOVE REQUIREMENTS
GRAIN SIZE
DISTRIBUTION i ATTETiBERG LIMITS BELOW •A' LINE
SILTY GRAVELS, GRAVELSAND.SILT MIXTURES CURVE, CONTENT or P.I. LESS THAN 4
OF FINES
CLAYEY GRAVELS, GRA1lELS(TU AND CLAY MORES COARSE ARE 1 ATTERBEAG UNITS ABOvE'A' LINE
ARE SOILS or P.I. MORE THAN 7
CLASSIFIED AS
WELL GRADED SANDS, GRAVELLY SANDS, UTTLE OR FOLLOWINGS: Cu = (D60 / DI 0) greater than 6
NO FINES Cc = (D30 • D30 / D10 / D60) between 1 and 3
POORLY GRADED SANDS. GRAVELLY SANDS, LITTLE < 5% Fine Grained: NOT MEETING ABOVE REQUIREMENTS
OR NO FINES GW, GP. SW, SP;
I
> 12% Fine Grained. I I ATTERBERG LIMITS BELOW 'N LINE
SILTY SANDS, SAND -SILT MD(TURES GM, GC, SM. SC; j CONTEXT with P.I. LESS THAN 4
OF FINES
5 to 12% Fine Grained: IX r ATTEABEAG LIMITS ABOVE'A' LINE
CLAYEY SANDS, SANDCLAY MDaURES use dual symbols. , t2% with P.I. MORET7 4 N 1
INORGANIC SILTS AND VERY FINE SANDS, ROCK
FLOUR SILTY SANDS OF SLIGHT PLASTICTY
INORGANIC SILTS, MICACEOUS OR
DIATOMACEOUS. FINE SANDY OR SILTY SOIL
s
INORGANIC CLAYS OF LOW PLASTICITY, GRAVELLY.
40
SANDY. OR SILTY CLAYS. CLEAN CLAYS
= 30 -
INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS j
—
q 20
ORGANIC SILTS AND ORGANIC SILTY CLAYS OF
s
LOW PLAsnarY
10 -
ORGANIC CLAYS OF HIGH PLASTICITY
MINES
00061offilms
1021020000
1201100230
0 10 20 30 40 50 60 70 80 90 100
PEAT AND OTHER HIGHLY ORGANIC SOILS LIQUID LIMIT (96)
SOIL PARTICLE SIZE
GENERAL GUIDANCE OF SOIL ENGINEERING PROPERTIES
U.S. STANDARD SIEVE
_ _
FROM STANDARD
PENETRATION TEST (SPT)
Passing Retained
SANDY SOILS
SILTY & CLAYEY SOILS
FRACTION
Size i
Size
Blow
Relativen
BlowF
Blow Unconfined
— --
Sieve
Sieve
—._.
(mm i -(mm1--.
Counts
Density { Angle
Description
Counts Strength
Description
SILT / CLAY
#200
1 0.075
N
°h 0, degree
N Su, tsf
- ----- --
SAND j
�
0-4
0 -15 j
Very Loose
< 2 < 0.25
Very soft
FINE j
#40
i 0.425 #200
I
0.075
4 - 10
15 - 35 I 26 - 30
Loose
2-4 0.25 - 0.50
Soft
I
MEDIUM !
# 10
0 #40
0.425
10 - 30
35 - 65 ' 28 - 35
Medium Loose
4-8 0.50 - 1.00
Medium Soft
COURSE !
#4
1 4.75 1, # 10
2
30-50
65 - 85 35 - 42
Dense
8 - 15 1 .00 - 2.00
Stiff
--------
GRAVEL
> 50
85 - 100 j 38 - 46
Very Dense
15 30 2.00 - 4.00
Very Stilt
FINE
19 1 #4 i
4.75
> 30 > 4.00
Hard
COURSE i76 19
COBBLES I 76 mm to 203 mm
Geo Group Northwest, Inc.
Geotechnical Engineers, Geologists & Environmental Scientists
13240 NE 20th Street, Suite 12 Bellevue, WA 98005
Phone (206) 649-8757 Fax (206) 649-8758
PLATE A-1
BOULDERS
> 203 mm
--- ROCK
FRAGMENTS
> 76 mm
ROCK
I >0.76 cubic meter in volume
Or -
M- I
Ur
v
BOREHOLE NO. 1
SURFACE ELEVATION 29.5(f) feet
SAMPLES AND TESTS
m SPT-N, blows/ft
t; "
LL
=
U
a
U
SOIL DESCRIPTION
z
ae
♦ Water %
io
7
`°
S
o`
LU
U'
Z
y
3
20 40
O a
-
b Asphalt pavement and crushed rock base __ ...........................
....... .__.. ............. _ ...
'
_........................
-
!-^
ti
a.XMt
MI
Mottled tan and gray, SILT with some clay, medium stiff to soft,
very moist.
1
5
44.2
• ♦
r
we
Bm.k Pia
5
2 3
3
35-4
-
...........
.._------_._ ............................. . - ............. ................--
.------...............>._-
37.0
------ ----_
- ...-,.....�._..,--..-:_
asps
ML
Dark gray, CLAYEY SILT, interbedded with olive gray fine to
medium grained sand and gray silt, medium stiff to stiff, very
4
I
10
29.6
`
10
moist to wet.
5
5
21.6
cvv
10 3'
'
/1M3
'.....i-----------------------
6
5
37.8
0
15
7
4
35.4
.i
8
I
10
36.7
20
---------
--- .._............................._..._.....-......-
- ...... - - .......................
;
9
2
160.6
;
Pt
Mottled dark brown, light brown, PEAT with wood chips
10
7
25
s+io.
Sam
,
GW
Gray, SANDY GRAVEL, dense, wet.
11
38
7.1
e.2o
- ♦ -- �.
z'PVc
sc�
, .
'
12
I
40
30
'
13
25
3.4--------------
I
(Some soil heave into auger)
14
I
17
35
Boring ended at 32.5 feet, sampled to 34 feet.
i
40
LEGEND: = 2" O.D. Split -Spoon Sample
IT 3" O.D. Shelby -Tube Sample
3" O.D. California -Sampler Sample
—
SOIL TEST BORING
LOG
LOGGED BY DH
®1 Group Northwest, Inc.
METRO CEDAR RIVER
TRUNK
BORING DATE 7/8/93
RELOCATION PHASE -II
JOB NO G-0346
Geotechnicaf Engineers, Geologists, b
Environmental Scientists
RENTON, WASHINGTON
PLATE A2
)AN1ELtFlELDIB0RING{L0G34681.AS a'N
BOREHOLE NO. l SURFACE ELEVATION 31(t)feet
SAMPLES AND TESTS . SPT-N, blows/ft d v
LL U
H a U SOIL DESCRIPTION y Z 3e ♦ Water %
CL
0 ' Z ~ y R
3 20 40 'a
-
4" Asphalt pavement gravel base _.._._......"-.
........... :.....:.....:.....
hionumerd
�
CL
Mottled tan and gray, SILTY CLAY, soft, moist.
I
1
3
41.6
rwc
5
....................
ML
............. . .........................---------................---......-------------..........------
Mottled reddish brown and gray, CLAYEY SILT, soft, moist.
_............._-.-...
-------
...............:.....:..._;_-..;.....;.....;
s pip.
SM
Dark gray, SILTY FINE SAND, loose, moist to wet.
to
3
I
6
29.5
■ L
.....:.....:.....:.....:.....:.....:
GW
-
10
ML
4
I
4
30.1
I
I •`
/78/83
Interbedded with clayey silt
5
I
7
31.3
■ r
15
6
3
28.5
..............
............. ..... .......... ................................................. ...... - ---- ...................-.
25.1
--------
Pt
Mottled dark brown, light brown, PEAT with wood chips,wet.
--7---
-I-
7
.........
....
■.
.
20
....._
..............
SC
.. .............• •• •-• . • • •----•-................. -.............---..................................
Dark gray, CLAYEY FINE SAND with scattered black peat.
..
...........
46.4
_..._....:.._.:.....
..........
�`4s;a
...............
- _................-----------------........ ............. .------------------- ............. _.......... ...-_..........
...8....L
-..3.1_.
...
a-rzo
..........
GW
Dark gray, SANDY SILTY GRAVEL, dense, wet.
i
rwc
s«aa,,
9
I
47
15.4
r - ...............soy
25
Nab-
]0
T
47
10.4
_
Boring ended at 25 feet, sampled to 26.5 feet.
1 30
1 35
40
LEGEND: = 2" O.D. Split -Spoon Sample
3" O.D. Shelby -Tube Sample
TT3" O.D. California -Sampler Sample
SOIL TEST BORING LOG LOGGED BY DH
Group Northwest, Inc. METRO CEDAR RIVER TRUNK BORING DATE 7/8/93
Geotechnical Engineers, Geologists, b RELOCATION PHASE -II JOB NO G-0346
Environmental Scientists RENTON, WASHINGTON PLATE A3
DANIEL lF1ELDIBORINGtL 06 34682 XLS VIM
11
I
I
BOREHOLE NO. 3
SURFACE
ELEVATION
33.5(f) feet
LL
U
SAMPLES
AND TESTS
N SPT-N, blows/ft
`m
a
U
SOIL DESCRIPTION
z
se
♦ Water %
is
3 °/
ar
r
c
(�
=
z
H
3
o 0
y
20 40
(3 'g
-
4" Asphalt pavement and gravel base
......
..........
......
---------
......... -- ---------------------- _ ..
t..... ..
nush
ML
Light brown, SILT with trace of sand and clay, medium stiff, damp.
1
5
16.1
.....:.....:.....
■ ♦€
r Pvc
ear Pipe
5
Bentorite
2
6
31.9
PS
....
..........
SM
.................. . ...... .. ........
Tan, SILTY FINE SAND, loose, damp .
3
T
5
16.7
■
10
.......
i f
.........
.....................................
ML
----------------------- - .........-................. ..... ............... ...._..--------.........-
Gray, SILT little fine sand, scattered dark peat and brown wood
4
3
49.2
_
chips, soft, moist. . .......
.............
...
.... ............
_
.............
ML
Dark gray, CLAYEY SILT interbedded with fine silty sand, soft,
5
T
3
37.0
♦!
15
to
very moist.
Gw
SM
6
3
28.8
. ee3
`
P --A ....
,..
.'
.......
........
...................................... .----------_-.. _...
2 PVC
Screen
�
SW
Olive gray, GRAVELLY SAND with little silt, medium
7
T
24
14.4
♦ ; ■
20
dense to very dense, wet.
Sift sar,a
8
50
11.3
0 1 o szo
..- - ..-----
9
T
55
15.1
♦:
■
25
10
T
24
Boring ended at 25 feet, sampled to 26.5 feet.
1 30
1 35
40
LEGEND: = 2" O.D. Split -Spoon Sample
3" O.D. Shelby -Tube Sample
3" O.D. California -Sampler Sample
SOIL TEST BORING LOG LOGGED BY DH
®1 Group Northwest, Inc. METRO CEDAR RIVER TRUNK BORING DATE 7/8/93
Geotechnical Engineers, Geologists, & RELOCATION PHASE -II JOB NO G-0346
Environmental Scientists RENTON, WASHINGTON PLATE
WYICLirILLU10VKM�(iLL W.NIDo.1..lLJ
7//AN.
I
m
-m
z 2
BOREHOLE NO. 4 SURFACE ELEVATION 34.5(f) feet
SAMPLES AND TESTS
w SPT-N, blows/ft
LL
U
a
y
SOIL DESCRIPTION
z
ae
♦ Water %
a
w
G
9
0
M
E
=
5,�
I—
a
y
d
is
r
E
0
o�
z
3
20 40
O a
.......
6" Asphalt pavement and Gravel Base
:................. ..... Fiu.n
ML
Mottled gray and brown, FINE SANDY SILT, meditun stiff, moist
...........:.....:.....--
1
7
23.3
r PVC
■j A War* Pip.
s_
..............
.............. .....---- ................ ............................................... .---- -.......-...._._........__.....-.._..................
.... ....-
---------
.. _.
GW
Light brown to gray, SANDY GRAVEL with trace of silt, medium
2
15
2.9
,... i-04----- i----i.....i
dense, damp.
Bwl=e
..-.....-.i. _...I_.......-. gtiP.
(trace of brick chips at 8 feeet)
3
I
31
3.1
:A r
10
4
37
--------------- ----
---
------
I
- -
-------
_.......
SP
Light brown to gray, SILTY GRAVELLY SAND, medium dense,
5
13
7.4
I4■
15
damp.GW
6
11
15.27/1
01 4r
e e3
_...........
__ ................_....................._............._._._..._...................................
7
...1._..
9
-- r Pvc
Sue,
20
ML
Dark gray, SILT with little fine sand and trace of PEAT.
.....
.......
................... .... ......... .................-._......._..............._.............._...._...------------------_
8
34--
147
ca«ido
..---:.�.:.....: �.:.... SING Sind
GW
Gray, SILTY SANDY GRAVEL, dense, wet.
9 10-J20
9
30
15.4
♦! ■
zs
SA
-
10
29
Boring ended at 25 feet, sampled to 26.5 feet.
30
35
40
LEGEND: Z 2" O.D. Split -Spoon Sample
-71 3" O.D- Shelby -Tube Sample
3" O.D. California -Sampler Sample
—
SOIL TEST BORING LOG
LOGGED BY DH
Group Northwest, Inc.
METRO CEDAR RIVER TRUNK
BORING DATE 7/8/93
JOB NO G-0346
RELOCATION PHASE-11
Geotechnical Engineers, Geologists, d
PLATE A 5
Environmental Scientists
RENTON, WASHINGTON
DAMEL%F1ELD%80R/NGLL0G546B5 AS 7119/9
4
BOREHOLE NO. 5 SURFACE ELEVATION 34.5(f) feet
SAMPLES AND TESTS
0 SPT-N, blows/ft
_
=a
V
SOIL DESCRIPTION
♦ Water %
Z
e
C
=
°V
(�7
Z
N
o
20 40
�7 n
.
6" Asphalt pavement and gravel base
.........
..........---...........----.
s
;.....:.....:..........Fkh
ti
MI,
Yellowish brown, SANDY SILT, soft to medium stiff, damp
..... .... ........ ......_.... __ _.. -
- 1....
I
.. 4
28:7........
■ : € vc
A €.....; � Pipe
5
SM
Light brown SILTY SAND, very loose, damp.
2
4
19.7
B.rtaite
SW
Light brown to gray, GRAVELLY SAND with trace of silt, loose,
3
I
7
6.2
■
10
moist.
........................................
GW
........._..........._. --..........._..............._.-............_ ...................
Light brown to gray, SANDY GRAVEL with trace of silt, loose,
----- -
4T
.
.........
6
.. .
�....
moist.
I
:...........:... r avc
■ sue,
5
6
15
changes to dense, wet.
6
36
-
! Gvr ,
..........:.....:. ,
f ®15 7
I
7
49
-
20
............................
.......
..........
..........
........ ... _..
; Colorado
Si fa Sam • '
SM
Dark gray, SILTY FINE SAND interbedded with silty clay and silt,
8
T
34
27.8
s,o
♦ a
dense, wet.
.
------------
`r
9
I
23
26.3
-
25
Sdi
changes to loose.
10
7
30.3
■ ......�...............
Boring ended at 25 feet, sampled to 26.5 feet.
30
35
40
I
I
LEGEND: I 2" O.D. Split -Spoon Sample
7 3" O.D. Shelby -Tube Sample
TI3" O.D. California -Sampler Sample
—
SOIL TEST BORING LOG
LOGGED BY DH
Group Northwest, Inc.
METRO CEDAR RIVER TRUNK
BORING DATE 7/8/93
JOB NO G-0346
RELOCATION PHASE -II
Geotechnical Engineers, Geologists, d
PLATE A 6
_
Environmental Scientists
RENTON, WASHINGTON
7ANAEL WELD180RING1L0G34665. XLS /q -
BOREHOLE NO. 6
SURFACE ELEVATION
36.5(f) feet
SAMPLES AND TESTS
■ SPT-N, blows/ft
=
a
U
SOIL DESCRIPTION
.2
Z
e
♦ Water %
-
a
_
.-
c
o
'
Z
�
3
S
°
20 40
O n.
6" Asphalt pavement and 3 to 5" Crushed Rock Base
------
-.... -....
.... -....
___...
.,,�.
hq
Yellowish brown, SILT, medium stiff to stiff, damp
rwc
1
I
8
29.3
:-......
A,
Bhb* Pipe
_....... _...... ..-._.....
-
_...
............
SP
Mottled yellowish brown FINE TO MEDIUM SAND with
2
18
18.1
gray,
trace of gravel and silt„ medium dense, damp.
s.....:.....:.........
.
ome
. _....... __....._ _.. .............................. - ......
ps
__
... _._
GW
Light brown, SAND GRAVEL with trace of silt, dense to very
3
I
34
3.5
♦ ' •
10
dense, damp.
4
65
changes to wet.
_. .
..
5
44
7.3
..
12.7
15
6
19
__._ ............_....._.. .......__-----------------------•---........ .......-- --- . ...-----.......
-- . ......_.._
-
_.........-...........i.....l...
r we
s
NIL
Dark gray, FINE SANDY SILT, interbedded with FINE to MEDIUM
7
I
13
20.9
20
to
SAND, stiff / medium dense, moist.
Colorado
s4" sww
SM
8
15
28.1
=
-
9
I
12
37.0
.....;-
25
trace of wood chips.
10
9
27.5
.....- �...........
Boring ended at 25 feet, sampled to 26.5 feet.
30
_
35
i
-
40
LEGEND: = 2" O.D. Split -Spoon Sample
3" O.D. Shelby -Tube Sample
3" O.D. California -Sampler Sample
SOIL TEST BORING LOG LOGGED BY DH
®1 Group Northwest, Inc. METRO CEDAR RIVER TRUNK BORING DATE 7/8/93
Geotechnical Engineers, Geologists, a RELOCATION PHASE-11 JOB NO G-0346
Environmental Scientists RENTON, WASHINGTON PLATE A7
0ANIEL TIELOIBORINGLLOG34686.XLS
I
L."
PROJECT: HNTB!METRO SEWER RECORD OF BOREHOLE #7 SHEET 1 OF 1
RELOCATION,/WA DATUM: MSL
PROJECT NUMBER: 893-1108.003 BORING LOCATION: Factory Ave N. @ N. Brooks St. BORING DATE: 7/22J91
C
SOIL PROFILE
SAMPLES PENETRATION RESISTANCE
BLOWS7FT / PIEZOMETER
W
LL
H
DESCRIPTION
S2
< p
O
ELEV
0 10 20 30 40 GRAPHIC
BLOWS/6IN.
¢ N <F WATER CON W NZPERCENT WATER
140 C. 1 Ammer
30 lrrn drop ¢ 0 W10 20 30 4p LEVEL
50
DEPTH
0
Fk h tall
3' Asphah pa,ener
NA
0.
A- S'6' mnus crushed rocx
0.6
c—
Very bole. yelbwish broom (10YR 5,14). foe to
Sot
s•
medwm SAND. Irmo to some sit, trace gravel to
uhy line to mocl SAND, trace prave: tra: e
-
oryania ISM)
I
t
SS
2 2 2
4 1.S" 5
? aC PV N
_
5
16.
2
SS
1.1112'
1 121.5�
14arnn 4
Gip
3
SS
1-4-6
--
10 0.7/1.5
65
Loose to corrpacl, olive pray (5Y 3.2) 10 dark
-
yellowish brown (10YR 42), fine to coarse
10
SAND and fine to coarse GRAVEL, trace sill
(Gxr)
GW
a
SS
a-E-11
17 0.7i1.5
I
5
SS
13-7513
15
<
v
I
.
6 1.0.t_5
e612
Sans
6
SS
13-5-3
L o:ne I cc riper,, rredum da rK pray (4N4),
ITC
7
SS
1-24
' �e SA!.'D, some silt trace line gravel ISM)
Sp
6 1.5'1.5
Gw
tLa
it
}
'
2:,
aimed —
PVC
E
SS
3-5-5
1C 1.51.5
14 LS'1.5
9
SS
2-59
c+:
borehole lermnaleo a1 24 Iasi, 722191
24.0
25
G'o�nd..aiw enoounlered 17.6 1"! bebw
E'c�nC lave'.
3:
i
I
DRILL RIG: Moose B-61 LOGGED: S W+qh;
DRILLING CONTRACTOR: EDi Q Golder Associates CHECKED: K. Brown
DRILLER: S. McCa
DATE: 621/97
PLATE A 8
PLATE A 9
W
i
lim
�-.m
•
.k
F
�I
•.
...1..._ ;���y...
o