Gaarde Street Phase I/Walnut - Geotechnical Investigation W F-3035.01
FHA FUJITANI HILTS & ASSOCIATES, INC.
GEOTECHNICAL CONSULTANTS
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August 30, 1999
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Century West Engineering Corporation
Attn: Mr. Ron Weigel
825 NE Multnomah, Suite 400
Portland, Oregon 97232
GEOTECHNICAL INVESTIGATION
GAARDE STREET—PHASE I/WALNUT
TIGARD, OREGON
Dear Ron:
In accordance with the Subconsultant Agreement between Century West Engineering
rr Corporation and Fujitani Hilts & Associates, Inc. dated June 2, 1999, we have completed a
geotechnical investigation for the construction of the above referenced project. The purposes
of this study were to evaluate subgrade characteristics beneath the proposed and existing
roadways and to assist with the design of the project as it relates to pavement sections,
foundations, and related earthwork.
�r
This report was prepared for your use in the design of the subject facility and should be made
available to potential contractors and/or the Contractor for information on factual data only,
i.e., field boring logs and samples. This report should not be used for contractual purposes as
++� a warranty of interpreted subsurface conditions such as those indicated by the formal boring
logs and/or discussion of subsurface conditions contained herein.
PROJECT UNDERSTANDING AND SITE DESCRIPTION
Project Understanding - The purpose of the SW Gaarde Street improvements is to provide
improved access between SW Walnut Street in the vicinity of SW 13151 Avenue and Pacific
Highway to the south and east. The general location of the site is shown on the Vicinity
2255 S.W. Canyon Rd. •Portland. OR 97201 •503/223-6147•FAX 503/223-6140•E-mail FHA@digiwest.com
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Wr Century West Engineering Corporation F-3035.01
August 30, 1999
Page 2
Map, Figure 1. Phase I of the proposed project consists of the construction of a southward
extension of SW Gaarde Street from Walnut Street approximately 680 feet to the northern
boundary of the Quail Hollow subdivision. Phase I also includes the reconstruction of
Walnut Street adjacent to the proposed extension. Reconstruction of Walnut Street will
consist of a general flattening of the roadway alignment to improve sight distance. We
understand that cuts and fills will be less than 3 feet, and that retaining walls or other
+� structures are not included in this project.
Traffic data was provided by DKS Associates. Two intersections were studied, the first on
SW Gaarde Street and SW 121" Avenue, and the other on SW Walnut Street and SW
Gaarde Street. The traffic volume collected at these two intersections was during peak hour.
Two-Way Average Daily Traffic (ADT) was estimated for the year 2001 for the two roads
giving an ADT of 5,000 and 8,500 for SW Walnut Street and SW Gaarde Street, respectively.
Site Description - SW Walnut Street runs generally east and west between SW 131" and SW
.. 129`x' Avenues at an approximate elevation of 260 to 270 feet. It is our understanding that the
hillcrest on Walnut Street will be cut approximately 3 feet to improve sight distance at the
proposed new intersection. A driveway to a private dwelling currently exists at the
approximate location of the segment between Walnut Street and the Quail Hollow
subdivision. This driveway was tree-lined at the time of field explorations and slopes
generally to the south at approximately 1 foot vertical per 20 feet horizontal.
FIELD INVESTIGATION AND LABORATORY TESTING
wr Field Explorations - Explorations for this project consisted of four borings drilled at the
locations shown on the Plan of Explorations, Figure 2. The borings, designated B-1 through
B-4, were drilled on July 22, 1999, using a Simco 2400 solid stem auger provided by Greg
VanDeHey Soil Sampling of Forest Grove, Oregon. A Fujitani Hilts & Associates, Inc.,
Professional Geologist was present throughout the subsurface work to collect samples and
log the soil from the samples. The borings varied in depth from approximately 7 to 8 feet
below the ground surface. Samples consisting of auger cuttings from the borings were also
obtained for use in compaction and CBR testing, and to evaluate the uniformity of the
subgrade within the project area.
an Century West Engineering Corporation F-3035.01
August 30, 1999
Page 3
Samples were obtained continuously from at, or slightly below, the ground surface to the
bottoms of the borings using either a standard 2-inch O.D. split-spoon sampler or a 3-inch
O.D. thin-walled Shelby tube sampler. Standard Penetration testing was performed in
accordance with ASTM D 1586 in conjunction with the disturbed split-spoon sampling to
measure in-situ relative density and consistency. To obtain undisturbed samples, Shelby
tubes were pushed in some of the borings to better define the characteristics of the in-place
subgrade soils. To retain moisture, all disturbed samples were placed in airtight jars or
plastic bags, and Shelby tubes were sealed at both ends. The samples were then returned to
our laboratory for additional examination and testing.
Summary boring logs are presented in Figures 3 through 6. Soil descriptions and interfaces
on the logs are interpretive, and actual changes may be gradual. Locations of the borings as
shown on Plan of Explorations, Figure 2, were determined using a cloth tape from nearby
reference points. Definition of the terms used to describe the soils is presented in Table 1.
Boring elevations were determined from a site survey provided by Century West Engineering
Corporation.
Laboratory Testing - All samples were visually examined in our laboratory to refine the
field classifications, and water contents (ASTM D 2216) were determined for all applicable
samples. Shelby tube samples were examined, and in-place densities (ASTM D 2937) were
determined. The results of the water content and density determinations are shown on the
Boring Logs, Figures 3 through 6. In addition, a Standard Proctor compaction curve (ASTM
D 698) was generated and a CBR (ASTM D 1883) test performed on a combined sample
considered representative of the immediate subgrade. The results of the compaction and
++■ CBR tests are presented on Figure 7.
SUBSURFACE INTERPRETATION
General - The analyses, conclusions and recommendations contained in this report are based
on site conditions as they presently exist and assume the borings are representative of the
subsurface conditions throughout the site. If, during construction, subsurface conditions
different from those encountered in the exploratory borings are observed or appear to be
present beneath excavation, we should be advise at once so that we may review these
.. conditions and reconsider our recommendations where necessary.
.r Century West Engineering Corporation F-3035.01
August 30, 1999
Page 4
Regional Geology - Geologic literature Madin' classifies the site area as fine-grained
r.
Missoula Flood deposits. The Missoula Floods were a series of catastrophic floods near the
end of the last Ice Age which inundated the northern Willamette Valley, depositing sediments
ranging from house-size boulders near the west end of the Columbia Gorge to clay deposits
south of Salem. In the vicinity of the project area these deposits consist mainly of silt and
clay.
Subsurface Interpretation - In general, the borings encountered medium dense to loose
brown silt classified as fine-grained Missoula Flood deposits. Boring B-1, drilled in the
drainage ditch on the north side of Walnut Street approximately 200 feet east of 131"
Avenue, encountered approximately 3.6 feet of loose silt fill, probably resulting from grading
of that intersection, overlying native loose silt to a bottom depth of 8 feet.
Boring B-2, approximately 300 feet east of the proposed intersection on the south side of the
Walnut Street right-of-way, encountered medium dense silt grading loose at a depth of 6.5
feet, with a thin gravel layer slightly below 5 feet in depth, and bottomed at 8 feet. Boring B-
3, approximately 55 feet south of Walnut, encountered medium dense silt to a bottom depth
of 7.1 feet. Boring B-4, approximately 400 feet south of Walnut Street, encountered medium
dense silt to a bottom depth of 7.5 feet with a thin layer of gravel at 3 feet depth.
The soil formations along the site are relatively uniform, but can vary locally as a result of
construction and erosion. In general, the borings and bag samples show the subgrade to be
silts representing flood deposits and fill derived from such deposits and having similar
engineering characteristics. They are generally brown, loose to medium dense, and of
ww medium to low plasticity. From the samples of subgrade soil tested in the laboratory,
moisture contents varied from 7 to 37 percent, with an average of 25 percent The borings
and bag samples obtained for this project indicate that the subgrade soil is relatively uniform
throughout the site. For this reason a combined sample of the subgrade material was used for
the CBR determination.
I Madin, I.P., 1990, Earthquake-hazard Geology Maps of the Portland Metropolitan Area,
Oregon, DOGAMI Open-File Report 0-90-2, 21 p., 8 maps, 1:24,000
Century West Engineering Corporation F-3035.01
August 30, 1999
Page 5
Groundwater - Groundwater was not observed in the borings. However, shallow perched
groundwater or ponded surface water can occur seasonally in the fine-grained Missoula
Flood deposits.
GEOTECHNICAL DESIGN RECOMMENDATIONS
Earthwork Operations
Subgrade Preparation - Subgrade preparation prior to any filling or new pavement
construction should include the stripping of sod, organic topsoil and, all existing pavement
sections. For planning purposes, assume an average stripping depth of 6 inches, greater
amounts of stripping may be required locally to remove tree stumps. In our opinion, the
loose, organic surface soils should be removed from the site or stockpiled on-site for use in
any landscape areas. We recommend that the foundations of the existing buildings be
removed a minimum of 2 feet below the subgrade elevation and backfilled with structural fill
as described below. We recommend that the specifications include a unit cost bid item for
any over excavation.
It has been our experience that the subgrade under pavements becomes saturated over time,
and as a result, soft subgrade conditions should be anticipated under the paved areas even
during the warm summer months of the year. The borings revealed that the subgrade
material consists of loose to medium dense silt. Our recommended pavement section,
presented in a following section, is based on a CBR value of 9.3 on a specimen compacted to
98.7% of the Standard Proctor Compaction Test. For this reason, we recommend that
following stripping, the top 12 inches of the subgrade material be scarified, moisture
conditioned (wetted or aerated) and recompacted to a minimum of 98% of the Standard
Proctor Compaction test.
An alternative to scarifying the top 12 inches of the subgrade is to place a woven geotextile
fabric such as Amoco 2006 or equivalent and an additional 4 inches of rock to the section
presented below.
am Century West Engineering Corporation F-3035.01
August 30, 1999
Page 6
go
Past experience has indicated that the silt that mantles the site is sensitive to moisture
content. Typically, when the soils are 4 to 5% in excess of their optimum moisture content,
they become weak and unstable when disturbed and remolded by construction traffic. The
results of the moisture contents indicate that the average moisture was about 25%. The
optimum moisture content from the Standard Proctor Compaction test was determined to be
20.7%. For this reason, we recommend that this work occur during the dry summer months.
If the work is accomplished during the wet, winter months, we recommend that all
construction traffic be limited to movement on granular work pads with a minimum thickness
of 18 inches. We recommend that any excavation made in the fine-grained soils be performed
using large hydraulic excavator (backhoes) with a smooth edged bucket in lieu of scrapers or
bulldozers, to prevent softening of the subgrade soils. Also, the contractor should plan the
earthwork operations such that no construction equipment, i.e., bulldozers, dump trucks, etc.
traffic the fine-grained soils. This will require the placement of a granular working pad as the
excavation progresses. If the subgrade is disturbed during construction, soft, disturbed soils
should be overexcavated to firm soil and backfilled with granular materials. All granular fill
should be placed and compacted in accordance with the Structural Fill section of this report.
Excavations - Excavations, in our opinion, can be accomplished with conventional
excavation equipment. Because of safety considerations and the nature of temporary
excavations, the Contractor should be made responsible for maintaining safe temporary cut
slopes and supports for utility trenches, etc. We recommend that the Contractor incorporate
all pertinent safety codes during construction including the latest OR-OSHA revised
excavation rules adopted April 9, 1990 and effective September 1, 1990.
Structural Fill - On-site excavated soils that are free of organic or other deleterious material
will be suitable to construct structural fills. All structural fills should extend a minimum of 2
feet beyond the pavement limits. However, fine grained soils are sensitive to moisture
content and should be placed only during the dry summer months if they are properly
moisture-conditioned (i.e. aerated to lower the moisture content or moistened to raise the
moisture content) before or during placement.
Fills should be placed in thin lifts and compacted to the required density. The thickness of
the lifts will need to be determined in the field, but generally for self-propelled compactors,
the lifts should not exceed about 9-inch-thick lifts as measured in a loose condition. For
Century West Engineering Corporation F-3035.01
August 30, 1999
Page 7
small hand compactors, the lifts may need to be reduced to about 4-inch-thick lifts, loose
measure. The size of the lifts and the number of passes of the compactor may need to be
modified by the Contractor to achieve the desired results using the equipment that he has
selected. All fill material should be compacted to a minimum of 98% of the Standard Proctor
Compaction tests as determined by ASTM D 698.
Slopes - Based on our experience, we recommend a slope of 1 vertical on 2 horizontal for
both cut and fill slopes. Flatter slopes may be necessary for typical ground cover and
maintenance purposes.
PAVEMENT DESIGN
Pavement Design Criterion
The design of pavement sections were based upon average daily traffic data supplied by DKS
do Associates. The Average Daily Traffic (ADT) was estimated for the year 2001. A CBR test
was performed in the laboratory assigning a value of 9.3% to the subgrade soil. This value
was directly converted to the Resilient Modulus (Mr) using the relationship supplied by
Heukelom and Klomp (AASHTO guide, 1993) where Mr (psi) = 1,500 x CBR. This
relationship gives a Resilient Modulus of 13,950 psi.
Pavement sections were determined using the AASHTO 86 design which requires traffic
.■ input in the form of the total number of 18-kip equivalent single axle loads (ESALs) over the
design life of the pavement. The design life was assumed to be 20 years.
Pavement Sections
The sections resulting from our analyses are summarized in the table below. The following
thickness in the tabled data for the new pavements are based on the assumption that the
structure of the pavement section is similar in character to the pavement sections observed in
borings B-1 through B-4. All units are English.
AN
aw Century West Engineering Corporation F-3035.01
August 30, 1999
Page 8
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FLEXIBLE PAVEMENT MODULE SW GAARDE SW WALNUT
MW STREET STREET
Flexible Structural Design
18-kip ESALs over initial performance period 5,269,255 2,620,074
Initial Serviceability 4.2 4.2
Terminal Serviceability 2.2 2.2
Reliability Level 90% 90%
Overall Standard Deviation 0.45 0.45
Roadbed Soil Resilient Modulus 13,950 13,950
Calculated Design Structural Number (in) 3.49 3.13
Recommended Layers (in)
Asphalt Concrete Surface, Class A 4 4
' Aggregate Base, Crushed Stone 15 12
QUALITY CONTROL
We recommend that close quality control be exercised during the preparation and
construction of the subgrade, embankments and pavement surface and base sections. Fills,
pavement surface and base sections should be monitored and tested by the Owner's
representative. In addition, we recommend that a geotechnical engineer observe subgrade
�.+ preparation.
LIMITATIONS OF REPORT
The analyses, conclusions, and recommendations contained in this report are based on site
conditions as they presently exist and assume the exploratory borings are representative of
the subsurface conditions throughout the site. If, during construction, subsurface conditions
different from those encountered in the exploratory borings are observed or appear to be
present beneath excavations, we should be advised at once so that we may review these
Am conditions and reconsider our recommendations where necessary.
.r
If there is a substantial lapse of time between the submission of this report and the start of
work at the site, if conditions have changed due to natural causes of construction operations
at or adjacent to the site, or if the basic project scheme is significantly modified from that
a.
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.. Century West Engineering Corporation F-3035.01
August 30, 1999
Page 9
MW
assumed, we recommend that this report be reviewed to determine the applicability of the
conclusions and recommendations considering the changed conditions and lapsed time.
Unanticipated soil conditions are commonly encountered during construction and cannot be
fully determined by merely taking soil samples or drilling test borings. Such unexpected
conditions frequently require that additional expenditures be made to attain a properly
r constructed project. Therefore, some contingency fund is recommended to accommodate
such potential extra cost.
Sincerely,
FUJITANI HILTS & ASSOCIATES, INC. 1'40 PApEE�,�
G1 if io
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By 41ARIE sG
Liane M. Scull, P.E.
.r Project Geotechnical Engineer EXPIRES: OD
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By l �-
K. Frank Fujitani, P.E.
�r. President i 0?EGON
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Attachments: Figures 1 - 7
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AW Table 1. Key to Exploration Logs.
Classifications of soil used in this report are based on visual-manual methods as described in ASTM D
«. 2488-93. Soil descriptions will include density/consistency, moisture condition, grain size, plasticity
estimates, and other details as appropriate. Soil classifications and descriptive data should not be construed
to imply laboratory testing unless presented herein.
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Consistency of Fine-Grained Soils
go SPT Pocket
Description Blows/Ft Torvane(tsf) Penetrometer Criteria
(tsf)
go Very Soft <2 <0.13 <0.25 Thumb will penetrate soil more than I in.(25 mm)
Soft 2 - 4 0.13 -0.25 0.25-0.50 Thumb will penetrate soil about 1 in.(25 mm)
Medium Stiff 5 - 8 0.25-0.50 0.50- 1.00 l
Stiff 9 - 15 0.50- 1.00 1.00-2.00 } Thumb will indent soil about 1/4 in.(6 mm)
Aw VeryStiff 16 -30 1.00-2.00 2.00-4.00 Thumb will not indent soil but readily y indented with thumbnail
Hard >30 >2.00 >4.00 Thumbnail will not indent soil
W Relative Density of Moisture Condition Adjectives
Coarse-Grained Soils
Description Criteria Percent Description
SPT Description tion
err Blows/Ft Dry Absence of moisture,dusty, <5% Trace
dry to the touch.
0 - 4 Very Loose 5- 10% Few
4 - 10 Loose Moist Damp,but no visible water.
No 10 -30 Medium Dense 15-25% Little
30 -50 Dense Wet Visible free water,usually
>50 Very Dense soil is below the water 30-45% Some
AWtable.
50- 100% Mostly
aw Plasticity Grain Size
Description Criteria Description Criteria
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Non-plastic A 1/8"(3mm)thread cannot be rolled at any moisture. Fines <#200 sieve size(0.08 mm)
The thread can barely be rolled and the lump cannot be Sand Fine:#200-#40 sieve size(0.4 mm)
Low formed when drier than the plastic limit(PL). Medium:#40-#10 sieve size(2mm)
AW Coarse:#10-#4 sieve size(5mm)
Thread is easy to roll,tittle time is required to reach the
Medium PL. It cannot be re-rolled after reaching the PL,and Gravel Fine:94-0;75 inch
crumbles when drier than the PL. Coarse:0.75 inch-3 inches
wo
Takes considerable time rolling and kneading to reach PL; Cobbles 3 inches to 12 inches
High can be rerolled several times after reaching PL,and can be
formed w/o crumbling when drier than PL. Boulders > 12 inches
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Dilatancy
FHADescription Criteria
None No change
Slow Water appears slowly during shaking, Fujitani Hilts &Associates, Inc.
disappears slowly or not at all when squeezed. Geotechnical Consultants, Inc.
Am Water appears quickly during shaking, Portland, Oregon
Rapid disappears quickly when squeezed.
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VICINITY MAP
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1 inch - 100 feet Gaarde St. - Phase 1/Walnut
7 Boring Number and Location Tigard, Oregon
B-1 PLAN OF EXPLORATIONS
Map from Century West w'
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1 V August 1999 F-3035.01
FUJITANI HILTS&ASSOCIATES
Geotechnical Consultants FIG. 2
Portland,Oregon
Elev.
o m Remarks Depth Depth SPT N Value
.. 3 Feet Log In Samples
CLASSIFICATION OF MATERIAL Feet 0 Moisture, %
263.6 0 25 50
SILT FILL, loose, mottled brown,dry grading 0
moist, medium plasticity,slow dilation,
micaceous,trace fine-grained sand, 3-inch
gravelly/sandy surface layer,trace roots. (Fill,
probably on-site material)
S-1
irr '
Q)
N
a
0 Dry DensityThin ASPHALT layer. - -• -
S-2
= 104.0 260.0
tlrr z pcf 3.6 SILT as above, native, 1.5-inch root and
increased moisture at 3.5 feet. (Missoula Flood
Deposits)
S-3
arr 5
Dry Density S-4
= 93.5 pcf _ _..... _
:.
an
S-5
255.6
8.0 Bottom of Boring, Cc repleted 7/22199
r+rr
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arlr
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LEGEND E Imprevious Seal (Bentonite) 0 50 100
ars _ Cement Grout ❑ Recovery, % El RQD, %= 2.0" O.D. Split Spoon Sample Random Backfill
IT = 3.0" U.D. Thin-Walled Sample - Granular Backfill
= Sample Not Recovered Ground Water Level on Date Shown Gaarde St - Phase //Walnut
Piezometer/Inclinometer Tubing Tigard Oregon
r1Ml = Grab Sample: Drill Cuttings Perforated Zone
m I = Core Rock Sample ATTERBERG LIMITS LOG OF BORING B-1
2 NOTE: fes——1� Liquid Limit page 1 of 1
Q Lines between soil/rock units "-"— Natural Water Content
August 1999 F-3035.D 1
Plastic Limit FUJITANI HILTS&ASSOCIATES
are approximate and transition
Geotechnical Consultants FIG. 3
may be gradual. -RA— Portland,Oregon
l'
Elev. Depth A SPT N-Value
0 CO Remarks Depth Log In Samples
Fee3 264.0 CLASSIFICATION OF MATERIAL Feet 0 • Mois25e % 50
SILT, medium dense, mottled brown, dry grading 0
moist, medium plasticity, slow dilation,
micaceous,trace fine-grained sand,trace roots,
turf zone 4-5 inches. (Missoula Flood Deposits) -
� •
1
O Dry Density S-2 _.
c = 87.3 pcf
0
rr Z
S-3
5
2-inch layer coarse to fine, subangular to
subrounded gravel. S 4
Slightly decreased plasticity. � :
err Loose, grading to low-medium plasticity by 8
feet.
S-5
256.0 1
err _. .. ..
8.0 Bottom of Boring, Completed 7/22/99
err
I
LEGEND E Imprevious Seal (Bentonite) 0 50 100
r _ = 2.0" O.D. Split Spoon Sample Cement Grout [l Recovery, % ® RQD, %
Random Backfill
II = 3.0" O.D. Thin-Walled Sample Granular Backfill
= Sample Not Recovered - Ground Water Leve;on Date Shown Gaarde St - Phase //Walnut
Piezometer/Inclinometer Tubing Tigard, Oregon
Grab Sample: Drill Cuttings ±L Perforated Zone
w I = Core Rock Sample ATTERBERG LIMITS LOG OF BORING B-2
NOTE: Liquid Limit page 1 of 1
Q Lines between soil/rock units \— Natural Water Content August 1999 F-3035.01
Plastic Limit
FUJITANI HILTS&ASSOCIATES
are approximate and transition
3 may be gradual. �Tr/ Geotechnical
PortlandFIG. 4
rrll �j�j
C .5 Elev. Depth A SPT N-Value
o m Remarks Depth Log In Samples
.r 269.4 CLASSIFICATION OF MATERIAL Feet 0 • Mois25eFee % 50
SILT, medium dense, mottled brown,dry grading 0
moist, low-medium plasticity, quick to slightly
s slow dilation, micaceous,trace fine-grained S 1
_.:...:...:...:... .:...:......:...:...:...:..
.:...:...:...:...:...
sand,trace roots,turf zone 2 to 3 inches.
(Missoula Flood Deposits)
Ilr a`� S-2
N
Grading slightly more plastic.
__.
c
MW Z S3
do Dry Density 5
S-4
= 96.1 pcf
ally S-5
262.3
7.1 Bottom of Boring, Completed 7/22/99
rru
rrr
rw
err
nrr
aril I
gre
LEGEND E Imprevious Seal (Bentonite) 0 50 100
Z = 2.0" O.D. Split Spoon Sample Cement Grout El Recovery, % ® RQD, %
Random Backfill
a = 3.0" O.D. Thin-Walled Sample E Granular Backfill
■ = Sample Not Recovered - Ground Water Level on Date Shown Gaarde St - Phase //Walnut
Piezometer/Inclinometer Tubing Tigard, Oregon
= Grab Sample: Drill Cuttings Perforated Zone
I = Core Rock Sample ATTERBERG LIMITS LOG OF BORING B-3
°
NOTE: -1-4" Liquid Limit page 1 of 1
c Lines between soil/rock units Natural Water Content August 1999 F-3035.01
Plastic Limit FUJITANI HILTS&ASSOCIATES
are approximate and transition r
Geotechnical Consultants F I G 5
3 may be gradual. rjJ� Portland,Oregon
arm l'11
Elev.
Depth
Depth SPT N Value
0 o Remarks
Log In Samples
a.. 3 Feet CLASSIFICATION OF MATERIAL Feet • Moisture,
262.2 0 25 50
SILT, medium dense, mottled brown, dry grading 0
moist, low plasticity, quick to slightly slow
dilation, micaceous, trace fine-grained sand, 0.
trace roots, turf zone 2 to 4 inches. (Missoula S-1
Flood Deposits)
a�
`m S-2 !
n
2 to 3-inch layer of fine gravel/coarse sand.
c
Irl °
Z S-3 . .. _.
arr 5
S-4
S-5
254.7
7.5 Bottom of Boring, Completed 7/22/99
do
No
arr
+rr
LEGEND E Imprevious Seal (Bentonite) 0 50 100
Cement Grout ❑ Recovery, % ® ROD, %
Z = 2.0" O.D. Split Spoon Sample Random Backfill
]Z = 3.0" O.D. Thin-Walled Sample Granular Backfill
= Sample Not Recovered - Ground Water Level on Date Shown Gaarde St - Phase //Walnut
_ Piezometer/Inclinometer Tubing Tigard, Oregon
silt m� = Grab Sample: Drill Cuttings Perforated Zone — —
w = = Core Rock Sample ATTERBERG LIMITS LOG OF BORING B-4
° NOTE: 1-0 ♦ice Liquid Limit page 1 of 1
Natural Water Content August 1999 F-3035.01
Lines between soil/rock units �- Plastic Limit FUJITANI
prY Geotechnical
HILTS s ASSOCIATES
� are approximate and transition
Geotechnical Consultants F�G. 6
3 may be gradual. _H_ Portland,Oregon
a`r r�j
140 TEST METHOD
0 STANDARD METHOD A -4-Inch Mold
ASTM D 698) Material Passing No. 4 Sieve
135 AASHTO T 99
El METHOD B- 6-Inch Mold
MODIFIED Material Passing No. 4 Sieve
ASTM D 1557 METHOD C -4-Inch Mold
130 AASHTO T 180 X
Material Passing 3/4-Inch Sieve
METHOD D - 6-Inch Mold
125 Material Passing 3/4-Inch Sieve
120
SAMPLE CLASSIFICATION
SILT, brown, 13% fine- to coarse-grained sand
o -
0
44-
E 115
X11, U
i NN
CL NOTES
1 1 o Combination of auger cuttings from
a B-2, B-3, and B-4
�
105
LU
LEGEND
Z 100 CBR= 9.3 at 98.7 % Comp.
�- CBR= at % Comp.
Av-
CBR= at % Comp.
95
iX90 -
100% Saturation
85 @ Sp. Gr. _
- 2.80
�r
2.70
80 2.60
ar
75
0 5 10 15 20 25 30 35 40 45
arr WATER CONTENT- Percent Dry Weight
,. TEST RESULTS Gaarde St - Phase /i Walnut
95
Maximum Dry Density 102.5 pcf Tigard, Oregon
do _
Optimum Water Content 20.7 % COMPACTION TEST
Natural Water Content 15.9 % Pavement Subgrade
m August 1999 F-3035.01
allrl a FUJITANI HILTS&ASSOCIATES
Geotechnical Consultants FIG 7
� � Portland,Oregon
go