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GEOTECHNICAL ENGINEERING REPORT
2013 Local Street Pavement Reconstruction Project
Auburn, Washington
Prepared for:
Jacobs Engineering Group, Inc.
600 108th Avenue N.E., Ste 700
Bellevue, WA 98040
Prepared by:
AMEC Environment & Infrastructure, Inc.
11810 North Creek Parkway North
Bothell, Washington 98011
May 16, 2013
Project No. 3-917-17569-0
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TABLE OF CONTENTS
1.0 SUMMARY ................................................................................................................................. 1
2.0 SITE AND PROJECT DESCRIPTION ........................................................................................ 2
3.0 EXPLORATORY METHODS ...................................................................................................... 3
4.0 SITE CONDITIONS .................................................................................................................... 4
4.1 SURFACE CONDITIONS ...................................................................................................... 5
4.2 PAVEMENT CONDITIONS ................................................................................................... 5
4.3 SOIL CONDITIONS ............................................................................................................. 6
4.4 GROUNDWATER CONDITIONS ............................................................................................ 9
5.0 CONCLUSIONS AND RECOMMENDATIONS ........................................................................ 10
5.1 SITE PREPARATION ........................................................................................................ 10
5.2 UNDERGROUND UTILITIES ............................................................................................... 11
5.3 STRUCTURAL FILL .......................................................................................................... 12
5.4 ASPHALT PAVEMENTS ..................................................................................................... 13
6.0 RECOMMENDED ADDITIONAL SERVICES ........................................................................... 16
7.0 CLOSURE ................................................................................................................................ 17
TABLES
Table 1 Approximate Locations, Elevations, and Depths of Explorations ................................... 4
Table 2 Approximate Pavement Thicknesses and Subgrade ...................................................... 6
Table 3 Laboratory Test Results .................................................................................................. 9
FIGURES
Figure 1 Location Map
Figure 2A Site and Exploration Plan: H Street NE, 4th Street NE to Station 18+29
Figure 2B Site and Exploration Plan: H Street NE, Station 18+29 to 8th Street NE
Figure 3 Site and Exploration Plan: 5th Street NE, H Street NE to Station 35+55
Figure 4A Site and Exploration Plan: 23rd Street SE, M Street SE to STA 47+69
Figure 4B Site and Exploration Plan: 23rd Street SE, STA 47+69 to R Street SE
Figure 5 Site and Exploration Plan: Park Avenue, Auburn Way N to Station 74+50
APPENDIC ES
Appendix A Field Exploration Procedures and Logs
Appendix B Laboratory Testing Procedures and Results
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GEOTECHNICAL ENGINEERING REPORT
2013 Local Street Pavement Reconstruction
Auburn, Washington
1.0 SUMMARY
The following summary of project geotechnical considerations is presented for introductory purposes
and should be used only in conjunction with the full text of this report.
Project Description: The project calls for improving: H Street NE from 4th Street NE to 8th Street NE;
5th Street NE from H Street NE most of the way to the cul-de-sac; 23rd Street SE from M Street SE to
R Street SE; and Park Avenue from Auburn Way N to the Veterans Memorial Park. Plans call for
replacement of the existing pavement, improvements and additions to underground utilities, and
improvement of pedestrian amenities at certain locations.
Exploratory Methods: We explored subsurface conditions by means of 13 borings advanced at
strategic locations along the roads, to depths ranging from 6.5 to 26.5 feet below existing grades.
Selected samples from the explorations were submitted for laboratory testing to determine the index
properties of the subsurface soils. Composite samples of the drill cuttings were collected for
Californian Bearing Ratio (CBR) tests to evaluate the pavement subgrade soils.
Soil Conditions: According to published geologic maps, soil conditions in the site vicinity are
characterized by Holocene alluvium, consisting of silt, sand, and some gravel. These soils are
deposited by an old meandering river channel with interbedded overbank and channel deposits. Our
on-site explorations revealed relatively uniform soil conditions and confirmed the mapped stratigraphy
at each site location. In general, all of our explorations encountered loose silts and sands, overlying
lenses of gravel in some locations. Fill soils consisting of loose silty sand with some gravel with debris
(glass, metal, brick, etc.) and scattered organics were encountered to depths of 4 feet in some of the
borings drilled in 23nd Street SE.
23rd Street SE Subgrade: Uncontrolled fill was encountered on 23nd Street SE in borings B-10 and
B-11. Additionally, uncontrolled fill with abundant debris was encountered during reconstruction of
22nd Ave SE in 2012 (just one block away). If significant amounts of fill with deleterious materials are
encountered during construction, they may need to be over-excavated and replaced with structural fill,
in order to reduce the risk of future settlement.
Groundwater Conditions: At the time of drilling (March 28 and May 8, 2013), three of our explorations
on H Street, B-5, B-7 and B-13, encountered groundwater at 9 feet in depth (elevation 66 feet). Boring
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B-6 was also on H Street and probably would have encountered groundwater if it was drilled as deep
as B-5, B-7 and B-13. In order to provide some information for dewatering, a groundwater observation
well was installed in borehole B-13, and groundwater was measured to be 9.23 feet below the top of
monument (approximately elevation 66 feet). A hand pump, pumping at a rate of 8 to 10 gallons per
minute for several minutes was unable to draw the groundwater table down.
Utility Trenches: Dewatering will probably be needed for the storm drain excavation between
5th Street and 8th Street. Groundwater was encountered at elevation 66 feet in this area. Temporary
excavations should either be shored or sloped in accordance with Safety Standards for Construction
Work, Part N, WAC 296-155-650 through 66411. For planning purposes, we interpret the on-site soils
to conform with the WAC Soil Type C, which corresponds to a maximum slope of 1.5 H:1V. Most of
the utility trenches can be backfilled according to the City of Auburn (City) standard detail. It should be
noted that some utility trenches may encounter loose soils at the base of the trench, in which case the
trench should be over-excavated 12 inches and backfilled, as described in the City Standard Detail.
Pavement Conditions: The existing roadway surfaces for the project site consist of asphalt pavement
over gravel base course. AMEC Environment & Infrastructure, Inc.’s (AMEC), previous pavement
condition index (PCI) survey rated H Street NE as failed, 5th Street NE as poor, and Park Avenue as
poor. 23rd Street SE was not part of AMEC’s previous survey, but appears to be in poor to failed
condition. Table 2 summarizes our approximate pavement thickness measurements and subgrade
soil observations recorded at each exploration location.
Pavement Section: For H Street NE, 5th Street NE, and Park Avenue, the City standard pavement
section for local residential streets with good soils can be used, and for 23rd Street SE the standard
pavement section for local residential streets with medium soils can be used. These sections consist
of a minimum of: 2 inches hot mix asphalt (HMA) Class B Modified, over 2 inches HMA Class E, over
6 inches or 8 inches, respectively, of crushed surfacing base course. We recommend placing a
geotextile separator between the silty subgrade soils and the crushed surfacing base course.
2.0 SITE AND PROJECT DESCRIPTION
This Geotechnical Engineering Report is for improvements of four residential roads located within the
City limits of Auburn, Washington, as shown on the enclosed Location Map (Figure 1). In general the
improvements include replacing almost all of the pavement, and replacing some City utilities.
H Street NE – 4th Street NE to 8th Street NE: The existing pavement and base course will be
removed and replaced; curbs, gutters, and sidewalks will be repaired where necessary; the water
main will be replaced with a larger pipe, a segment of the sewer pipe will be replaced; and a new
storm drainage pipe will be constructed.
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5th Street – H Street NE to Cul-de-Sac: The western portion of pavement and base course will be
removed and replaced. The area of severe settlement will be regraded. Curb, gutter, sidewalk, and
driveway aprons will be repaired where necessary. A new storm drainage pipe will be constructed.
23rd Street SE – M Street SE to R Street SE: The existing pavement and base course will be
removed and replaced (except for a section of newer pavement near R Street); curbs, gutters, and
sidewalks will be repaired where necessary; the water main will be replaced with a larger pipe; and a
new storm drainage pipe will be constructed.
Park Avenue – Auburn Way to Veterans Memorial Park: The existing pavement and base course will
be removed and replaced; curbs, gutters, and sidewalks will be repaired where necessary; and a new
storm drainage pipe will be constructed.
The conclusions and recommendations contained in this report are based on the understanding of the
proposed use of the project site by AMEC, as derived from layout drawings, written information, and
verbal information supplied to us. Consequently, if any changes are made to the currently proposed
project, we may need to modify our conclusions and recommendations contained herein to reflect
those changes.
3.0 EXPLORATORY METHODS
AMEC explored surface and subsurface conditions at the project site on March 28 and May 8, 2013.
Our exploration and testing program is comprised of the following elements:
A visual surface reconnaissance of the site;
Thirteen borings (designated B-1 through B-13), advanced at strategic locations;
One groundwater observation well installed in borehole B-13 for the new storm drain line to be
installed on H Street NE;
Fifteen moisture content determinations, performed on selected soil samples;
Ten grain-size analyses, one organic content determination, and two CBRs, performed on
selected soil samples; and
A review of published geologic and seismologic maps and literature.
Table 1 summarizes the approximate locations, surface elevations, and termination depths of our
subsurface explorations and Figures 2A, 2B, 3, 4A, 4B, and 5 depict their approximate locations.
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The specific number, locations, and depths of our explorations were selected by AMEC and field -
adjusted in relation to the existing and proposed site features, under the constraints of surface
access, underground utility locations, and budget considerations. We estimated the relative location of
each exploration by measuring from existing features and scaling these measurements onto a layout
plan supplied to us, then we estimated their elevations by interpolating between contour lines shown
on this same plan. Consequently, the data listed in Table 1 and the locations depicted on Figures 2A,
2B, 3, 4A, 4B, and 5 should be considered accurate only to the degree permitted by our data sources
and implied by our measuring methods.
Table 1 Approximate Locations, Elevations, and Depths of Explorations
Exploration Location
Surface Elevation
(feet)
Termination Depth
(feet)
B-1
B-2
B-3
B-4
B-5
B-6
B-7
B-8
B-9
B-10
B-11
B-12
B-13
Park Avenue, Station 71+63, 5’ R
Park Avenue, Station 74+47, 22’ L
Park Avenue, Station 62+58, 2’ L
5th Street NE, Station 31+65, 6’ L
5th Street NE, Station 30+32, 6’ L
H Street NE, Station 24+47, 6’ L
H Street NE, Station 21+38, 5’ L
H Street NE, Station 11+90, 5’ R
23nd Street SE, Station 41+26, 4’ R
23nd Street SE, Station 43+85, 5’ R
23nd Street SE, Station 45+70, 4’ R
23nd Street SE, Station 48+93, 5’ R
H Street NE, Station 22+59 & 13’ L
78.0
77.5
76.5
74.5
74.5
74.5
75.0
76.5
124.5
126.0
127.5
129.0
75.0
9.0
9.0
9.0
9.0
11.5
9.0
11.5
9.0
7.5
9.0
6.5
9.0
26.5
Elevation datum: Site plans provided by Jacobs Engineering
It should be noted that the explorations performed and used for this report reveal subsurface
conditions only at discrete locations along the project alignment and that actual conditions in other
locations could vary. Furthermore, the nature and extent of these variations would not become evident
until additional explorations are performed or until construction activities have begun. If significant
variations are observed at that time, we may need to modify our conclusions and recommendations
contained in this report to reflect the actual site conditions.
4.0 SITE CONDITIONS
The following sections of text present our observations, measurements, and interpretations regarding
utility, traffic, surface, pavement, soil, and groundwater conditions at the project site.
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4.1 Surface Conditions
Regional grades in the site vicinity reflect the generally level floodplain valley of the White and Stuck
Rivers. The roadways planned for reconstruction are flat to gently sloping with 23th Street SE having
the largest elevation change of approximately 4.5 feet from the west end at M Street SE to eastern
end at R Street SE. All the roadways are located in residential areas with single family homes residing
on both sides of the road. Concrete curbs and sidewalks are on both sides of H Street NE, 23rd Street
SE, and Park Avenue. There are concrete curbs on both sides of 5th Street NE, but there was a
sidewalk only on the north side of the street.
Significant differential settlements were observed on the surface of the roadways at the following
locations:
H Street NE: Between Stations 11+75 to 13+50 in the south bound lanes; between Stations 16+50 to
17+00 where the pavement is distressed at the intersection with 5th Street NE; between Stations
20+50 and 22+00 in the north bound lane; and between Stations 24+00 to 25+00 where the pavement
section is thin, totally distressed, and has no base course in places.
5th Street NE: Between Stations 31+25 to 31+75 the roadway has experienced significant settlement
across the entire roadway, and the pavement section is thin and has no base course in places.
23rd Street SE: Between Stations 41+00 to 42+80; between Stations 43+50 to 47+00 this area is
underlain by fill soils causing an undulating roadway and distressed pavement; and between Stations
49+00 to 51+00.
Park Avenue: Between Stations 71+00 to 72+00 in the east bound lane, and between Stations 62+00
and 63+00 in the west bound lanes. Both areas had depressions where surface water ponds
impacting the roadway subgrade, leading to settlement and alligatoring of the pavemen t section.
4.2 Pavement Conditions
The existing roadway surfaces for the project site consist of asphalt pavement over gravel base
course. AMEC’s previous PCI survey rated H Street NE as failed, 5th Street NE as poor, and Park
Avenue as poor. 23rd Street SE was not part of AMEC’s previous survey, but appears to be in poor to
failed condition. Table 2 summarizes our approximate pavement thickness measurements and
subgrade soil observations recorded at each exploration location.
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Table 2 Approximate Pavement Thicknesses and Subgrade
Exploration Station
Asphalt Pavement
(inches)
Base Course
(inches) Subgrade Soil Type
B-1
B-2
B-3
B-4
B-5
B-6
B-7
B-8
B-9
B-10
B-11
B-12
B-13
71+63
74+47
62+58
31+65
30+32
24+47
21+38
11+90
41+26
43+85
45+70
48+93
22+59
5.0
2.5
4.0
2.5
2.0
1.0
1.5
1.5
2.5
2.5
2.5
2.5
1.5
13.0
12.0
26.0
15.5
7.0
—
2.0
16.5
6.0
6.0
2.5
5.0
10.5
silty fine SAND
silty fine SAND
silty fine SAND
silty fine SAND
silty fine SAND
silty fine SAND
silty fine SAND
silty fine SAND
silty fine SAND
silty fine SAND (Fill)
silty fine SAND (Fill)
silty fine SAND
silty fine SAND
Notes:
— = Not Observed.
4.3 Soil Conditions
According to published geologic maps, soil conditions in the site vicinity are characterized by
Holocene alluvium, consisting of gravels, sands, and silts. Our on-site explorations revealed soil
conditions that confirmed the mapped stratigraphy, and the subsurface conditions encountered by our
explorations are discussed by the street sections investigated.
The soils underlying the area of H Street NE indicate that the road subgrade is underlain by an old
meandering river channel with interbedded overbank and channel deposits. Explorations on H Street
NE, boreholes B-5 through B-8 and B-13, encountered 1 inch to 18 inches of pavement and base
course mantling alluvial soils. Boring B-5 encountered loose alluvial silty sand from 0.75 feet to a
depth of 4 feet below the ground surface. At 4 feet, our borehole encountered medium dense to dense
alluvial sandy gravels to a depth of 6.5 feet below the ground surface. The alluvial gravels are
underlain by alluvial volcanic sands to a depth of 9 feet below the ground surface. Beneath these
volcanic sands were 2.5 feet of medium dense alluvial sandy gravels to the full depth of our
exploration of 11.5 feet. Borehole B-6 encountered very loose alluvial silty sand from 1 inch below the
top of pavement to a depth of 4.5 feet below the ground surface. At 4.5 feet our borehole encountered
very loose alluvial volcanic sands to a depth of 7.5 feet where the sands became loose to the full
depth of our exploration of 9 feet. Boring B-7 encountered very loose alluvial silty sand from 0.75 feet
to a depth of 4.5 feet below the ground surface. At 4.5 feet our borehole encountered loose alluvial
volcanic sands to the full depth of our exploration of 11.5 feet. Boring B-8 encountered very loose
alluvial silty sand from 1.5 feet to a depth of 7 feet below the ground surface. At 7 feet our borehole
encountered medium dense alluvial volcanic sands to a depth of 8.5 feet below the ground surface.
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Beneath these volcanic sands was 0.5 foot of medium dense alluvial sandy gravel to the full depth of
our exploration of 9 feet. Boring B-13 encountered very loose, alluvial, silty sand from 1 foot to 5 feet
below the ground surface. At 5 feet, the boring encountered medium dense, alluvial, sandy gravel to a
depth of 19.5 feet below the ground surface. The soils were underlain by medium dense sand with
some silt to a depth of 21 feet below the ground surface. Beneath these soils were medium dense
volcanic sands to the full depth of our exploration of 26.5 feet. At the intersection with 5th Street NE
south to 4th Street NE, alluvial sandy gravel deposits underlie the alignment from 4 to 8.5 feet below
existing grades.
The soils underlying the area of 5th Street NE indicate that the road subgrade is underlain by an old
meandering river channel with interbedded overbank and channel deposits. Explorations on 5th Street
NE, boreholes B-4 and B-5, encountered 0.75 to 18 inches of pavement and base course mantling
alluvial soils. Boring B-4 encountered loose alluvial silty sand from 0.75 feet to a depth of 4.5 feet
below the ground surface. At 4.5 feet our borehole encountered loose alluvial volcanic sands to the
full depth of our exploration of 9 feet. Boring B-5 encountered loose alluvial silty sand from 0.75 feet to
a depth of 4 feet below the ground surface. At 4 feet, our borehole encountered medium dense
alluvial sandy gravels to a depth of 6.5 feet below the ground surface. The alluvial gravels are
underlain by alluvial volcanic sands to a depth of 9 feet below the ground surface. Beneath these
alluvial volcanic sands were 2.5 feet of medium dense alluvial sandy gravels to the full depth of our
exploration of 11.5 feet.
The soils underlying the area of 23rd Street SE indicate that the western half of the road subgrade is
underlain by fill soils and overlies alluvial soils of an old meandering river channel with interbedded
overbank and channel deposits. The western two-thirds of the alignment is underlain by sandy gravel
deposits ranging from 4 to 6.25 feet below the ground surface. These sandy gravels were not
encountered at depth in the eastern one-third of the alignment. Explorations on 23rd Street SE,
boreholes B-9 through B-12, encountered 0.5 to 0.75 feet of pavement and base course mantling fill
and alluvial soils. Boring B-9 encountered loose silty sand from 0.75 feet to a depth of 4 feet below the
ground surface. At 4 feet, our borehole encountered dense alluvial sandy gravels to the full depth of
our exploration of 7.5 feet. Boring B-10 encountered fill soils consisting of loose silty sand with some
gravel with debris (glass, metal, brick, etc.) and scattered organics from 0.75 feet to a depth of
4.5 feet below the ground surface. The fill soils were underlain by loose alluvial silty sand with lenses
of sandy silt and scattered organics from 4.5 feet to a depth of 6.25 feet below the ground surface.
Beneath these silty and sandy soils were 2.75 feet of dense alluvial sandy gravels to the full depth of
our exploration of 9 feet. Boring B-11 encountered fill soils consisting of loose silty sand with some
gravel with debris (glass, metal, brick, etc.) and scattered organics from 0.5 feet to a depth of 4 feet
below the ground surface. The fill soils are underlain by loose alluvial volcanic sands to a depth of
5 feet below the ground surface. Beneath these alluvial volcanic sands we encountered 1.5 feet of
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dense alluvial sandy gravels to the full depth of our exploration of 6.5 feet. Borehole B-12 encountered
very loose alluvial silty sand from 0.5 foot below the top of pavement to a depth of 3.5 feet below the
ground surface. At 3.5 feet our borehole loose alluvial volcanic sands to the full depth of our
exploration of 9 feet.
The soils underlying the area of Park Avenue indicate that the road subgrade is underlain by an old
meandering river channel with interbedded overbank and channel deposits. Explorations on Park
Avenue, boreholes B-1 through B-3, encountered 1 to 30 inches of pavement section and base
course mantling alluvial soils. Boring B-1 encountered very loose alluvial silty sand with lenses of
sandy silt and scattered organics below 1.5 feet for the entire depth of our borehole. Borehole B-2
encountered very loose alluvial sand from 1.25 feet to a depth of 4 feet below the ground surface. At
4 feet our borehole encountered very loose alluvial volcanic sands to a depth of 7.5 feet where the
sands became dense to the full depth of our exploration of 9 feet. Boring B-3 encountered very loose
alluvial silty sand from 2.5 feet to a depth of 4.5 feet below the ground surface. At 4.5 feet our
borehole encountered very loose alluvial volcanic sands to a depth of 7 feet. Beneath the volcanic
sands, our boring encountered loose alluvial silty sands interbedded with medium stiff sandy silt to the
full depth of our exploration of 9 feet.
The exploration logs (enclosed in Appendix A) provide a detailed description of the soil strata
encountered in our subsurface explorations.
AMEC did not run any geotechnical laboratory tests on the fill soils encountered on 23rd Street SE.
Based on our visual observations, these fill soils have a variable fines (silt and clay) content and
moisture content. We interpret the majority of the fill soils to be above their optimum moisture content,
and to be highly sensitive to moisture content variations.
Our geotechnical laboratory tests indicate that the alluvial deposits of silty sand and sandy silt
encountered have a fines content on the order of 16 to 30 percent, and a moisture content on the
order of 9 to 47 percent. The alluvial deposits of sand have a fines content on the order of 2 to
8 percent, and a moisture content on the order of 4 to 15 percent. The alluvial sandy gravel tested had
a fines content of 3 to 4 percent and moisture content of 8 to 13 percent. The laboratory testing sheets
(enclosed in Appendix B) graphically present our test results, and Table 3 summarizes these results.
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Table 3 Laboratory Test Results
Source
Soil
Type
Sample
Depth
(feet)
Moisture
Content
(percent)
Gravel
Content
(percent)
Sand
Content
(percent)
Silt/Clay
Content
(percent)
B-1, S-1 Alluvium, SM 2.5 – 4.0 18 N/T N/T N/T
B-1, S-2 Alluvium, SM 5.0 – 6.5 47 N/T N/T N/T
B-2, S-1 Alluvium, SM 2.5 – 4.0 23 N/T N/T N/T
B-2, S-2 Alluvium, SM 5.0 – 6.5 15 3 93 4
B-4, S-2 Alluvium, SM 2.5 – 4.0 4 10 88 2
B-5, S-4 Alluvium, GP 10.0 – 11.5 8 67 23 3
B-6, S-2 Alluvium, SM 5.0 – 6.5 8 1 91 8
B-7, S-1 Alluvium, SM 2.5 – 4.0 30 N/T N/T N/T
B-10, S-1 Alluvium, SM 2.5 – 4.0 23 9 64 27
B-11, S-1 Alluvium, SM 2.5 – 4.0 23 N/T N/T N/T
B-12, S-2
Composite
Alluvium, SM 5.0 – 6.5 13 0 84 16
B-7 & B-8
Composite
Alluvium, SM 1.0 – 4.0 9 12 55 33
B-9 & B-12
B-13, S-5
B-13, S-7
Alluvium, SM
Alluvium, GP-GM
Alluvium, GP-GM
1.0 – 4.0
12.5-14.0
17.5-19.0
10
11
13
8
55
47
69
41
49
23
4
4
Notes:
N/T = not tested
4.4 Groundwater Conditions
At the time of drilling (March 28 and May 8, 2013), three of the explorations drilled on H Street NE:
B-5, B-7 and B-13; encountered groundwater 9 feet below the ground surface (elevation 66 feet).
Boring B-6 was also on H Street and probably would have encountered groundwater if it was drilled
as deep as B-5, B-7 and B-13. In order to provide some information for dewatering, a 2-inch diameter
groundwater observation well was installed in borehole B-13, and the static groundwater table was
measured to be 9.23 feet below the top of monument (approximately elevation 66 feet) on May 14,
2013. The remaining boreholes did not encounter groundwater within their termination depths.
Groundwater levels tend to fluctuate in response to precipitation patterns and may also respond to
construction activities. Because our explorations were performed during the spring season, the
groundwater conditions may represent the yearly high levels.
We attempted to conduct a slug test to evaluate the groundwater hydraulic conductivity of the aquifer
underlying H Street NE, but were unsuccessful in attaining reliable information with our 2-inch-
diameter monitoring well. Initial efforts consisted of dropping a 5-foot slug into the well to measure the
falling head of the displaced water. During the time it took to release the slug and commence water
level readings, the water level reading had already returned to the elevation of the static water level.
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We then lowered the tip of a hand pump into the monitoring well approximately 4.4 feet below the
static water level and began pumping. Multiple readings were taken to determine a pumping rate, and
it averaged between 8 to 10 gallons per minute. We then continuously pumped for several minutes
and were unable to draw the water table down to the tip of the hand pump. During these times, we
also tried remove the hand pump from the well and take a water level reading (this process took about
1 minute). Each time, the water level had already returned to the static water level. Therefore, we can
only assume that the well can be pumped at more than 10 gallons per minute, without significant
drawdown.
5.0 CONCLUSIONS AND RECOMMENDATIONS
The project proposes replacing the pavement and some utilities on H Street NE, 5th Street NE, and
23rd Street SE, and replacing the pavement on Park Avenue. Dewatering for installation of the storm
drain line on H Street NE will be probably be needed. The following sections of this report present our
specific geotechnical conclusions and recommendations concerning site preparation, underground
utilities, structural fill, and asphalt pavements. American Society for Testing and Materials (ASTM)
specification codes cited herein refer to the current ASTM manual. Washington State Department of
Transportation (WSDOT) specification codes cited herein refer to the current WSDOT publication
M41-10, Standard Specifications for Road, Bridge, and Municipal Construction.
5.1 Site Preparation
Preparation of the project site will most likely involve controlling surface water runoff and erosion,
removal of the existing pavement, abandonment of old utility pipes, minor grading, and subgrade
preparation
Temporary Drainage: We recommend intercepting and diverting any potential sources of surface or
near-surface water within the construction zones before stripping and demolition begins. Because the
selection of an appropriate drainage system will depend on the water quantity, season, weather
conditions, construction sequence, and the methods of the contractor, final decisions regarding
drainage systems are best made in the field at the time of construction. Nonetheless, we anticipate
curbs, berms, silt fences, or ditches placed around the work areas will adequately intercept surface
water runoff.
Erosion Control Measures: Because stripped surfaces and soil stockpiles are typically a source of
runoff sediments, they should be given particular attention. If earthwork occurs during wet weather,
we recommend all soil stockpiles and cut slopes be covered with plastic sheeting for erosion
protection. In addition, exposed surfaces should not be left unprotected for long periods of time since
subgrades tend to deteriorate when exposed to wet weather.
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Demolition: Demolition along the project alignment will mainly consist of removing the existing
pavement materials and possibly some existing utilities. The existing pavement section along most of
the streets consists of asphalt concrete overlying base course gravel and subgrade soils. Other
materials to be demolished and removed may include gravel base and abandoned utilities. Concrete
pavement could possibly be encountered in areas outside of our exploration locations , since some
nearby streets are paved with concrete.
Subgrade Compaction: Exposed subgrades for pavements and other structures should be compacted
with a large vibratory roller to a dense, unyielding state. Any localized zones of loose granular soils
observed within a subgrade should be compacted. In co ntrast, any uncontrolled fill, organic, soft, wet,
and pumping soils observed within a subgrade should be over-excavated and replaced with a suitable
structural fill.
Wet-Weather Considerations: As discussed above, some of the on-site soils would be difficult to
reuse as structural fill during wet weather. Consequently, the project specifications should include
provisions for using imported, clean, granular fill during wet weather grading operations. For general
structural fill purposes, we recommend using a well-graded sand and gravel, such as ―Ballast‖ or
―Gravel Borrow‖ per WSDOT 9-03.9(1) and 9-03.14, respectively.
5.2 Underground Utilities
We understand that new storm drainage pipe and water lines will be installed along H Street NE,
5th Street NE, and 23rd Street SE. The following conclusions and recommendations are intended to
be consistent with the City standards.
Temporary Slopes: Configuration and maintenance of safe working conditions, including temporary
excavation stability, is the responsibility of the contractor. All applicable local, state, and federal safety
codes should be followed. Temporary excavations should either be shored or sloped in accordance
with Safety Standards for Construction Work, Part N, WAC 296-155-650 through 66411. For planning
purposes, we interpret the on-site soils to conform with the WAC Soil Type C, which corresponds to a
maximum slope of 1.5 H:1V above the groundwater table. However, these interpreted soil types
should be confirmed after the initial excavations have begun. In all cases, the utility installation should
be in accordance with the City guidelines.
Dewatering: Our explorations, B-5, B-7 and B-13 drilled along H Street, encountered groundwater
9 feet below the ground surface (elevation 66 feet) at the time of drilling. Boring B-6 was also drilled
on H Street and probably would have encountered groundwater if it was drilled as deep as B-5 and
B-7. A groundwater observation well was installed in borehole B-13, and the static groundwater table
was measured to be 9.23 feet below the top of monument (approximately elevation 66 feet) on
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May 14, 2013. A slug test was attempted within the observation well, however the groundwater level
recovered in less than a minute; and therefore we were unable to collect any recovery data.
Excavations below elevation 66 feet may encounter a significant flow of groundwater. Dewatering
wells will probably be needed to lower the groundwater table during construction of the storm drain on
H Street NE: between 5th Street NE and 8th Street NE. Groundwater was not encountered in the
explorations drilled along 23rd Street SE and Park Avenue to depths of 9 feet below the ground
surface. Note that groundwater levels probably fluctuate seasonally.
Subgrade Soils: Based on our explorations, some of the utility excavations may encounter loose soils
at the base of the excavations. If any loose, soft, organic soils or uncontrolled fill are encountered at
the base of utility excavations, we generally recommend that they be over-excavated at least
12 inches and be replaced with ―Pipe Foundation Material‖ per WSDOT 9-03.17 and compacted to a
uniform density of at least 95 percent (based on ASTM D-1557), as displayed in the City’s standard
details for utility trenches.
Soil Corrosivity: Our scope of work did not include corrosivity testing of the on-site soils. However,
based on our classifications of these soils and on our previous corrosivity testing of similar soil types,
we expect the on-site soils not to be corrosive to utilities.
Bedding Soils: Utility pipe bedding should extend at least 6 inches outward from the pipe in all
directions to ensure proper pipe support and protection during backfilling activities. We recommend
using crushed surfacing top-course per WSDOT 9-03.9(3) or ―Gravel Backfill for Pipe Bedding‖ per
WSDOT 9-03.12(3).
Trench Backfill: Utility trench backfill should consist of well-graded granular soils such as ―Gravel
Borrow,‖ per WSDOT 9-03.14 or ―Bank Run Gravel,‖ per WSDOT 9-03.19.
Backfill Compaction: Utility trench backfill placed under pavement should be compacted to at least
95 percent, based on Modified Proctor ASTM D-1557.
5.3 Structural Fill
The term "structural fill" refers to any materials used for building roadway embankments, backfilling
trenches, and placed under pavements and sidewalks. Our comments, conclusions, and
recommendations concerning structural fill are presented in the following paragraphs.
Materials: Typical structural fill materials include gravel, crushed rock, quarry spalls, CDF, lean -mix
concrete, and well-graded mixtures of sand and gravel (commonly called "gravel borrow" or "pit-run").
Recycled asphalt, concrete, and glass, which are derived from pulverizing the parent materials, are
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also potentially useful as structural fill in certain applications. Soils used for structural fill should not
contain any organic matter or debris, or any individual particles greater than 6 inches in diameter.
Fill Placement: Structural fill should be placed in horizontal lifts not exceeding 8 inches in loose
thickness, and each lift should be thoroughly compacted with a mechanical vibratory compactor.
Compaction Criteria: Using the Modified Proctor test (ASTM D-1557) as the standard, we recommend
structural fill be used for the following applications and compacted to the following minimum densities:
Fill Application Minimum Compaction
Utility trench backfill
Concrete driveway aprons
Concrete sidewalk subgrade
Asphalt pavement base and subbase
Asphalt pavement subgrade (upper 2 feet)
Asphalt pavement subgrade (below 2 feet)
95 percent
95 percent
90 percent
95 percent
95 percent
90 percent
Subgrade Verification and Compaction Testing: Regardless of material or location, all structural fill
should be placed over dense, unyielding subgrades prepared in accordance with the Site Preparation
section of this report. The condition of all subgrades should be verified by a representative
geotechnical engineer before filling or construction begins. In addition, fill soil compaction should b e
verified by means of in-place density tests performed during fill placement so the adequacy of the soil
compaction efforts may be evaluated as earthwork progresses.
Soil Moisture Considerations: The suitability of soils used for structural fill depends primarily on their
grain-size distribution and moisture content when they are placed. As the "fines" content (the soil
fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in
moisture content. Soils containing more than about 5 percent fines (by weight) cannot be consistently
compacted to a firm, unyielding condition when the moisture content is more than 2 percentage points
above or below optimum. For fill placement during wet-weather site work, we recommend using
"clean" fill, which refers to soils that have a fines content of 5 percent or less (by weight) based on the
soil fraction passing the U.S. No. 4 Sieve.
5.4 Asphalt Pavements
Our pavement design recommendations are based on the pavement design standards of the 1993
Guideline for Design of Pavement Structures by the American Association of State Highway and
Transportation Officials (AASHTO) and the City of Auburn Design Standards dated August 2004.
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Traffic Volume: Traffic estimates were not provided for the project. We understand that the streets are
classified as local residential streets and have an average daily traffic (ADT) ranging from 200 to
1,200 vehicles per day in accordance with Section 10.01.3 of the City of Auburn Design Standards
dated August, 2004.
Subgrade Soil Testing: Near-surface soil samples for CBR testing were collected from soil cuttings
produced during our drilling operations. However, due to the limited amount of cuttings obtained from
the upper near surface soils, samples of similar soils were mixed to obtain an amount of soils
necessary to complete the CBR testing. Our test results indicate that the subgrade soils in the vicinity
of H Street NE, 5th Street NE, and Park Avenue have a tested CBR of 23 percent, and the subgrade
soils in the vicinity of 23rd Street SE have a tested CBR value of 6 percent.
Soil Design Values: In our opinion, a design CBR value of 15 percent is appropriate based on
95 percent compaction of the subgrade for H Street NE, 5th Street NE, and Park Avenue, while a
CBR value of 6 is appropriate for 23rd Street SE. It should be noted that we are reducing the CBR
value from the tested value for H Street NE, 5th Street NE, and Park Avenue based on Standard
Penetration Test (SPT) results, soil type, and correlated in-situ relative density. The design CBRs of
15 and 6 percent results in a correlated resilient modulus, Mr, of 14,457 and 8,043 pounds per square
inch (psi), respectively. The resilient modulus was correlated through the non-linear relationship:
Mr (psi) = 2555*CBR0.64
This correlation is taken from the WSDOT Pavement Guide Interactive (2003). Although, this
correlation differs from the linear relationship provided in the AASHTO 93 guide, it is our opinion that
this correlation more accurately reflects the actual resilient modulus.
Drainage Values: Local drainage characteristics of proposed pavement areas are considered as fair.
Fair drainage conditions resulted in a design drainage coefficient of 1.0 for asphalt pavements when
applying the AASHTO 93 criteria for design.
Serviceability: For flexible pavement design, initial and terminal serviceability indices of 4.5 and 3.0,
respectively, were used along with an inherent reliability of 85 percent.
Minimum Pavement Section: We recommend the following minimum pavement sections for the
roadways.
H Street NE, 5th Street NE, and Park Avenue: Based on AMEC’s analysis, we recommend a
minimum pavement section of 2 inches of HMA Class B Modified, over 2 inches of HMA Class
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E, over 6 inches of crushed surfacing base course (CSBC) for a typical 20-year design life.
This is the City standard for local residential streets with good soils.
23rd Street SE: Based on AMEC’s analysis, we recommend a minimum pavement section of
2 inches of HMA Class B Modified, over 2 inches of HMA Class E, over 8 inches of crushed
surfacing base course (CSBC) for a typical 20-year design life. This is the City standard for
local residential streets with medium soils.
Subgrade Preparation: All pavement subgrades should be proof-rolled with a loaded dump truck or
heavy compactor to verify the density. Any areas where this proof-rolling operation reveals soft,
organic, or pumping soils at or closely beneath the pavement subgrade, should be over-excavated
and replaced with a suitable structural fill material. Where soft, wet soils are encountered at the
bottom of over-excavations, the surface can be stabilized by working quarry spalls into the subgrade.
This or other subgrade improvement methods should be done under the observation of the
geotechnical engineer.
Geotextile: Due to the loose, silty subgrade underlying all of the streets, a geotextile should be placed
over the subgrade prior to placing fill or base course. The geotextile should be placed directly on the
compacted subgrade in accordance with WSDOT Standard Specification 2-12, and the geotextile
should meet the requirements for ―Soil Stabilization,‖ 9-33.1, Table 3.
Pavement Recycling: It is anticipated that the project will produce asphalt and concrete rubble. These
materials, or similar imported materials, can be considered for reuse during project construction if they
are pulverized down to appropriate grain sizes. Recycled asphalt can be uniformly blended with base
course materials in accordance with WSDOT Standard Specification 9-03.21(2). The specification
also allows mixing recycled asphalt with materials including CSBC, Gravel Base, Select Borrow, and
Common Borrow such that the mix has maximum bitumen content of 1.2 percent. Recycled concrete
can be substituted for up to 100 percent of base course materials including CSBC and Gravel Base as
well as borrow materials such as Gravel, Select, and Common Borrow. Recycled concrete should be
used in accordance with WSDOT Standard Specification 9-03.21(3).
Structural Fill: We anticipate only a limited amount of overexcavation, so there does not appear to be
a need for large amounts of structural fill for reconstruction of the proposed roadways. If structural fill
is required to raise grades, we recommend using imported, clean, well-graded sand and gravel, such
as "Ballast" or "Gravel Borrow" per WSDOT Standard Specifications 9-03.9(1) and 9-03.14,
respectively. All structural fill should be compacted according to recommendations given in the
Structural Fill section. Specifically, the upper 2 feet of soils underlying the asphalt pavement should be
compacted to at least 95 percent (based on ASTM D-1557), and all soils below 2 feet should be
compacted to at least 90 percent.
AMEC
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Base Materials: For the base course, we recommend using imported, clean, crushed rock, such as
"Crushed Surfacing Base Course" (CSBC) per WSDOT Standard Specification 9-03.9(3). In addition,
the current asphalt pavement material may be pulverized and recycled to use as a base course for the
new pavement section, or structural fill beneath the pavement section.
Compaction: All base course and subbase course material should be compacted to at least
95 percent of the Modified Proctor maximum dry density (ASTM D-1557), and all asphalt concrete
should be compacted to at least 92 percent of the Rice Value (ASTM D-2041). We recommend a
representative of the geotechnical engineer be retained to verify subgrades and the compaction of
each course before the successive course is placed. This is best accomplished by means of frequent
density testing for both the subbase and pavement courses. For the base course, methodology
observations and hand-probing are more appropriate than density testing.
Pavement Life and Maintenance: It should be noted that no asphalt pavement is maintenance-free.
The above-described pavement sections represent our minimum recommendations for an average
level of performance during a 20-year design life; therefore, an average level of maintenance will likely
be required. Furthermore, it is possible that a 20-year pavement life will need an overlay to be placed
after about 10 years. Thicker asphalt, base, and subbase courses would offer better long-term
performance, but would cost more initially; thinner courses would be more susceptible to "alligator"
cracking and other failure modes. Therefore, pavement design can be considered a compromise
between a high-initial cost and low-maintenance costs versus a low-initial cost and higher
maintenance costs.
6.0 RECOMMENDED ADDITIONAL SERVICES
Because the future performance of the pavement and the integrity of the utilities will depend largely on
proper site preparation, fill placement, and construction procedures, monitoring and testing by
experienced geotechnical personnel should be considered an integral part of the construction
process. Consequently, we recommend the following geotechnical construction monitoring be
performed:
Attend a pre-construction conference with the design team and contractor to discuss important
geotechnical construction issues;
Review the utility trench dewatering design submitted by the contractor;
Observe all exposed subgrades to confirm that suitable soil conditions have been reached and
to determine if over-excavation in needed and appropriate subgrade compaction; and
FIGURES
APPENDIX A
Field Exploration Procedures and Logs
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APPENDIX A
FIELD EXPLORATION PROCEDURES AND LOGS
3-917-17569-0
The following paragraphs describe our procedures associated with the field explorations and field
tests AMEC Environment & Infrastructure, Inc. (AMEC), conducted for this project. Descriptive logs of
our explorations are enclosed in this appendix.
AUGER BORING PROCEDU RES
Our exploratory borings were advanced with a hollow-stem auger, using a truck-mounted drill rig
operated by an independent drilling firm working under subcontract to AMEC. An AMEC geologist
continuously observed the borings, logged the subsurface conditions, and collected representative
soil samples. All samples were stored in watertight containers and later transported to our laboratory
for further visual examination and testing. After each boring was completed, the borehole was
backfilled with a mixture of bentonite chips and soil cuttings, and the surface was patched with asphalt
or concrete (where appropriate).
Throughout the drilling operation, soil samples were obtained at a continues, 2.5- or 5-foot depth
intervals by means of the Standard Penetration Test (SPT) per American Society for Testing and
Materials (ASTM) D-1586. This testing and sampling procedure consists of driving a standard 2-inch
diameter steel split-spoon sampler 18 inches into the soil with a 140-pound hammer free-falling
30 inches. The number of blows required to drive the sampler through each 6-inch interval is counted,
and the total number of blows struck during the final 12 inches is recorded as the Standard
Penetration Resistance, or "SPT blow count." If a total of 50 blows are struck within any 6-inch
interval, the driving is stopped and the blow count is recorded as 50 blows for the actual penetration
distance. The resulting Standard Penetration Resistance values indicate the relative density of
granular soils and the relative consistency of cohesive soils.
The enclosed Boring Logs describe the vertical sequence of soil s and materials encountered in each
boring, based primarily on our field classifications and supported by our subsequent laboratory
examination and testing. Where a soil contact was observed to be gradational, our logs indicate the
average contact depth. Where a soil type changed between sample intervals, we inferred the contact
depth. Our logs also graphically indicate the blow count, sample type, sample number, and
approximate depth of each soil sample obtained from the borings, as well as any laboratory tests
performed on these soil samples. If any groundwater was encountered in a borehole, the approximate
groundwater depth is depicted on the boring log. Groundwater depth estimates are typically based on
the moisture content of soil samples, the wetted height on the drilling rods, and the water level
measured in the borehole after the auger has been extracted.
AMEC
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WELL INSTALLATION PR OCEDURES
Our groundwater observation well consists of 2-inch-diameter PVC pipe, the lower 5 feet of which is
finely slotted. The annular space around the slotted segment was backfilled with clean sand, and the
upper portion of the annulus was sealed with bentonite chips and concrete. A flush-mounted, steel
monument was placed over the top of the wellhead for protection. The as-built configuration of the
observation well is illustrated on the respective Boring Log.
6
S-1
S-2
S-3
5-inches of Asphalt over 13-inches of Base
Course (medium dense to dense, moist,
brown, sandy GRAVEL with some silt-GP)
Very loose, moist, brown, silty, fine SAND
with trace organics (Alluvium) SM
Piece of wood with some black organics at 5
feet
Sampler pushed down by weight of rods
Boring terminated at approximately 9 feet
SA
M
P
L
E
NU
M
B
E
R
0
5
10
15
78.0 feet US
C
S
/
U
S
G
S
GR
A
P
H
I
C
S
Other
PROJECT:
TESTING
Date drilled:
JOB No.
PENETRATION RESISTANCE
Hammer Type:
Organic Content
(% shown)
10 20 30 40
No groundwater
encountered
0DE
P
T
H
(f
e
e
t
)
HWB
Blows per foot
Standard
50
Park Avenue ~Station 71+63 & 5' R
City of Auburn 2013 Local Street Pavement
Reconstruction Project
Logged By:
LEGEND
Drilling Method:
SA
M
P
L
E
TY
P
E
Drilled by:
No Recovery
BORING No.
Geologic Drill
GR
O
U
N
D
WA
T
E
R
2.00-inch OD
split-spoon sampler
March 28, 2013CatheadHSA
Page 1
of 1
3-917-17569-0 B-1
Location:
Approximate ground surface elevation:
Soil Description
11810 North Creek Parkway N
Bothell, WA 98011
BO
T
H
E
L
L
_
L
O
G
F
O
R
M
A
T
2
0
1
2
C
I
T
Y
O
F
A
U
B
U
R
N
2
0
1
3
L
O
C
A
L
S
T
R
E
E
T
P
A
V
E
M
E
N
T
R
E
C
O
N
S
T
R
U
C
T
I
O
N
P
R
O
J
E
C
T
.
G
P
J
B
O
T
H
E
L
L
G
E
O
2
0
1
0
B
&
T
P
.
G
D
T
5
/
1
6
/
1
3
Blows over inches#/#
MOISTURE CONTENT
20 40 60 80
Liquid Limit
100
Plastic Limit
0
3
0
2
4
S-1
S-2
S-3
2 1/2-inches of Asphalt over 12-inches of
Crushed Rock
Very loose, moist, brown, silty, fine SAND
(Alluvium) SM
Very loose, moist, blackish gray, fine to
medium SAND with trace silt and gravel and
piece of wood at 6 feet (Alluvium) SP
Dense, moist, blackish gray, fine to medium
SAND with trace silt (Alluvium) SP
Boring terminated at approximately 9 feet
SA
M
P
L
E
NU
M
B
E
R
0
5
10
15
77.5 feet US
C
S
/
U
S
G
S
GR
A
P
H
I
C
S
Other
PROJECT:
TESTING
Date drilled:
JOB No.
PENETRATION RESISTANCE
Hammer Type:
Grain Size
Analysis
(% fines shown)
10 20 30 40
No groundwater
encountered
0DE
P
T
H
(f
e
e
t
)
HWB
Blows per foot
Standard
50
Park Avenue ~Station 74+47 & 22' L
City of Auburn 2013 Local Street Pavement
Reconstruction Project
Logged By:
LEGEND
Drilling Method:
SA
M
P
L
E
TY
P
E
Drilled by:
BORING No.
Geologic Drill
GR
O
U
N
D
WA
T
E
R
2.00-inch OD
split-spoon sampler
March 28, 2013CatheadHSA
Page 1
of 1
3-917-17569-0 B-2
Location:
Approximate ground surface elevation:
Soil Description
11810 North Creek Parkway N
Bothell, WA 98011
BO
T
H
E
L
L
_
L
O
G
F
O
R
M
A
T
2
0
1
2
C
I
T
Y
O
F
A
U
B
U
R
N
2
0
1
3
L
O
C
A
L
S
T
R
E
E
T
P
A
V
E
M
E
N
T
R
E
C
O
N
S
T
R
U
C
T
I
O
N
P
R
O
J
E
C
T
.
G
P
J
B
O
T
H
E
L
L
G
E
O
2
0
1
0
B
&
T
P
.
G
D
T
5
/
1
6
/
1
3
Blows over inches#/#
MOISTURE CONTENT
20 40 60 80
Liquid Limit
100
Plastic Limit
0
2
2
31
S-1
S-2
S-3
4-inches of Asphalt over 26-inches of Base
Course (medium dense to dense, moist,
brown, sandy GRAVEL with some silt-GP)
Very loose, moist, brown, silty, fine SAND
(Alluvium) SM
Very loose, damp to moist, brownish
blackish gray, fine to medium SAND with
some silt (Alluivum) SP-SM
Loose, moist to wet, blackish brownish gray,
silty, fine SAND interbedded medium stiff,
moist to wet, yellowish brown, sandy SILT
with trace of gravel and organics (Alluvium)
SM-ML
Boring terminated at approximately 9 feet
SA
M
P
L
E
NU
M
B
E
R
0
5
10
15
76.6 feet US
C
S
/
U
S
G
S
GR
A
P
H
I
C
S
Other
PROJECT:
TESTING
Date drilled:
JOB No.
PENETRATION RESISTANCE
Hammer Type:
10 20 30 40
No groundwater
encountered
0DE
P
T
H
(f
e
e
t
)
HWB
Blows per foot
Standard
50
Park Avenue ~Station 62+58 & 2' L
City of Auburn 2013 Local Street Pavement
Reconstruction Project
Logged By:
LEGEND
Drilling Method:
SA
M
P
L
E
TY
P
E
Drilled by:
BORING No.
Geologic Drill
GR
O
U
N
D
WA
T
E
R
2.00-inch OD
split-spoon sampler
March 28, 2013CatheadHSA
Page 1
of 1
3-917-17569-0 B-3
Location:
Approximate ground surface elevation:
Soil Description
11810 North Creek Parkway N
Bothell, WA 98011
BO
T
H
E
L
L
_
L
O
G
F
O
R
M
A
T
2
0
1
2
C
I
T
Y
O
F
A
U
B
U
R
N
2
0
1
3
L
O
C
A
L
S
T
R
E
E
T
P
A
V
E
M
E
N
T
R
E
C
O
N
S
T
R
U
C
T
I
O
N
P
R
O
J
E
C
T
.
G
P
J
B
O
T
H
E
L
L
G
E
O
2
0
1
0
B
&
T
P
.
G
D
T
5
/
1
6
/
1
3
Blows over inches#/#
MOISTURE CONTENT
20 40 60 80
Liquid Limit
100
Plastic Limit
0
4
3
6
2
S-1
S-2
S-3
2 1/2-inches of Asphalt over 15 1/2-inches
of Base Course (medium dense to dense,
moist, brown, sandy GRAVEL with some
silt-GP)
Loose, damp to moist, brown, silty, fine
SAND (Alluvium) SM
Very loose to loose, damp to moist, blackish
brownish gray, fine to medium SAND with
some gravel and trace silt (Alluvium) SP
Becoming blackish gray
Boring terminated at approximately 9 feet
SA
M
P
L
E
NU
M
B
E
R
0
5
10
15
74.7 feet US
C
S
/
U
S
G
S
GR
A
P
H
I
C
S
Other
PROJECT:
TESTING
Date drilled:
JOB No.
PENETRATION RESISTANCE
Hammer Type:
Grain Size
Analysis
(% fines shown)
10 20 30 40
No groundwater
encountered
0DE
P
T
H
(f
e
e
t
)
HWB
Blows per foot
Standard
50
5th Street NE ~Station 31+65 & 6' L
City of Auburn 2013 Local Street Pavement
Reconstruction Project
Logged By:
LEGEND
Drilling Method:
SA
M
P
L
E
TY
P
E
Drilled by:
BORING No.
Geologic Drill
GR
O
U
N
D
WA
T
E
R
2.00-inch OD
split-spoon sampler
March 28, 2013CatheadHSA
Page 1
of 1
3-917-17569-0 B-4
Location:
Approximate ground surface elevation:
Soil Description
11810 North Creek Parkway N
Bothell, WA 98011
BO
T
H
E
L
L
_
L
O
G
F
O
R
M
A
T
2
0
1
2
C
I
T
Y
O
F
A
U
B
U
R
N
2
0
1
3
L
O
C
A
L
S
T
R
E
E
T
P
A
V
E
M
E
N
T
R
E
C
O
N
S
T
R
U
C
T
I
O
N
P
R
O
J
E
C
T
.
G
P
J
B
O
T
H
E
L
L
G
E
O
2
0
1
0
B
&
T
P
.
G
D
T
5
/
1
6
/
1
3
Blows over inches#/#
MOISTURE CONTENT
20 40 60 80
Liquid Limit
100
Plastic Limit
0
7
5
4
3
S-1
S-2
S-3
S-4
2-inches Asphalt over 7-inches Base
Course (medium dense to dense, moist,
brown, sandy GRAVEL with some silt-GP)
Loose, damp to moist, brown, silty, fine
SAND (Alluvium) SM
Dense, moist, brown, sandy GRAVEL with
trace to some silt (Alluivum) GP-GM
Medium dense, moist to wet, blackish gray,
fine to medium SAND with trace silt and fine
gravel (Alluvium) SP
Medium dense, saturated, brownish gray,
sandy GRAVEL with trace silt (Alluvium) GP
Boring terminated at approximately 11.5 feet
03-28-13
SA
M
P
L
E
NU
M
B
E
R
0
5
10
15
74.6 feet US
C
S
/
U
S
G
S
GR
A
P
H
I
C
S
Other
PROJECT:
TESTING
Date drilled:
JOB No.
PENETRATION RESISTANCE
Hammer Type:
Grain Size
Analysis
(% fines shown)
10 20 30 40
Groundwater level at
time of drilling
0DE
P
T
H
(f
e
e
t
)
HWB
Blows per foot
Standard
50
5th Street NE ~Station 30+32 & 6' L
City of Auburn 2013 Local Street Pavement
Reconstruction Project
Logged By:
LEGEND
Drilling Method:
SA
M
P
L
E
TY
P
E
Drilled by:
BORING No.
Geologic Drill
GR
O
U
N
D
WA
T
E
R
2.00-inch OD
split-spoon sampler
March 28, 2013CatheadHSA
Page 1
of 1
3-917-17569-0 B-5
Location:
Approximate ground surface elevation:
Soil Description
11810 North Creek Parkway N
Bothell, WA 98011
BO
T
H
E
L
L
_
L
O
G
F
O
R
M
A
T
2
0
1
2
C
I
T
Y
O
F
A
U
B
U
R
N
2
0
1
3
L
O
C
A
L
S
T
R
E
E
T
P
A
V
E
M
E
N
T
R
E
C
O
N
S
T
R
U
C
T
I
O
N
P
R
O
J
E
C
T
.
G
P
J
B
O
T
H
E
L
L
G
E
O
2
0
1
0
B
&
T
P
.
G
D
T
5
/
1
6
/
1
3
Blows over inches#/#
MOISTURE CONTENT
20 40 60 80
Liquid Limit
100
Plastic Limit
0
8
32
14
27
8
S-1
S-2
S-3
1-inch Asphalt over;
Very loose, damp to moist, brown, silty, fine
SAND (Alluvium) SM
Silt lens from 3.0 to 3.2 feet
Very loose, moist, brownish blackish gray,
fine to medium SAND with trace gravel and
some silt (Alluvium) SP-SM
Loose, moist, blackish gray, fine to medium
SAND with trace silt and gravel (Alluvium)
SP
Boring terminated at approximately 9 feet
SA
M
P
L
E
NU
M
B
E
R
0
5
10
15
74.7 feet US
C
S
/
U
S
G
S
GR
A
P
H
I
C
S
Other
PROJECT:
TESTING
Date drilled:
JOB No.
PENETRATION RESISTANCE
Hammer Type:
Grain Size
Analysis
(% fines shown)
10 20 30 40
No groundwater
encountered
0DE
P
T
H
(f
e
e
t
)
HWB
Blows per foot
Standard
50
H Street NE ~Station 24+47 & 6' L
City of Auburn 2013 Local Street Pavement
Reconstruction Project
Logged By:
LEGEND
Drilling Method:
SA
M
P
L
E
TY
P
E
Drilled by:
BORING No.
Geologic Drill
GR
O
U
N
D
WA
T
E
R
2.00-inch OD
split-spoon sampler
March 28, 2013CatheadHSA
Page 1
of 1
3-917-17569-0 B-6
Location:
Approximate ground surface elevation:
Soil Description
11810 North Creek Parkway N
Bothell, WA 98011
BO
T
H
E
L
L
_
L
O
G
F
O
R
M
A
T
2
0
1
2
C
I
T
Y
O
F
A
U
B
U
R
N
2
0
1
3
L
O
C
A
L
S
T
R
E
E
T
P
A
V
E
M
E
N
T
R
E
C
O
N
S
T
R
U
C
T
I
O
N
P
R
O
J
E
C
T
.
G
P
J
B
O
T
H
E
L
L
G
E
O
2
0
1
0
B
&
T
P
.
G
D
T
5
/
1
6
/
1
3
Blows over inches#/#
MOISTURE CONTENT
20 40 60 80
Liquid Limit
100
Plastic Limit
0
3
3
8
23
33
G-1
S-1
S-2
S-3
S-4
1 1/2-inch Asphalt over 2-inches of coarse
GRAVEL over 6-inches of Base Course
(medium dense to dense, moist, brown,
sandy GRAVEL with some silt-GP)
Very loose, moist, brown, silty, fine SAND
(Alluvium) SM
Silt lens from 3.0 to 3.5 feet
Loose, damp to moist, brownish blackish
gray, fine to medium SAND with trace to
some silt (Alluivum) SP-SM
Becomes moist to wet
Piece of organic wood at 8.5 feet
Very loose, satuarated, slight orange brown
mottling in blackish gray, fine to medium
SAND with trace to some silt and piece of
organic wood (Alluvium) SP-SM
Boring terminated at approximately 11.5 feet
03-28-13
Grain Size
Analysis
(% fines shown)
SA
M
P
L
E
NU
M
B
E
R
0
5
10
15
74.9 feet US
C
S
/
U
S
G
S
GR
A
P
H
I
C
S
Other
PROJECT:
TESTING
Date drilled:
JOB No.
PENETRATION RESISTANCE
Hammer Type:
California Bearing
Ratio
10 20 30 40
Groundwater level at
time of drilling
0DE
P
T
H
(f
e
e
t
)
HWB
Blows per foot
Standard
50
H Street NE ~Station 21+38 & 5' L
City of Auburn 2013 Local Street Pavement
Reconstruction Project
Logged By:
LEGEND
Drilling Method:
SA
M
P
L
E
TY
P
E
Drilled by:
2.00-inch OD
split-spoon sampler
BORING No.
Geologic Drill
GR
O
U
N
D
WA
T
E
R
Grab Sample
March 28, 2013CatheadHSA
Page 1
of 1
3-917-17569-0 B-7
Location:
Approximate ground surface elevation:
Soil Description
11810 North Creek Parkway N
Bothell, WA 98011
BO
T
H
E
L
L
_
L
O
G
F
O
R
M
A
T
2
0
1
2
C
I
T
Y
O
F
A
U
B
U
R
N
2
0
1
3
L
O
C
A
L
S
T
R
E
E
T
P
A
V
E
M
E
N
T
R
E
C
O
N
S
T
R
U
C
T
I
O
N
P
R
O
J
E
C
T
.
G
P
J
B
O
T
H
E
L
L
G
E
O
2
0
1
0
B
&
T
P
.
G
D
T
5
/
1
6
/
1
3
Blows over inches#/#
MOISTURE CONTENT
20 40 60 80
Liquid Limit
100
Plastic Limit
0
4
5
3
4
23
33
G-1
S-1
S-2
S-3
1 1/2-inches of Asphalt over 16 1/2-inches
of Base Course (medium dense to dense,
moist, yellowish brown to brown, sandy
GRAVEL with some silt-GP)
Very loose, damp to moist, brown, silty, fine
SAND with trace rootlets (Alluvium) SM
Gray SILT lens from 5 to 5.5 feet
Becomes loose and brownish gray
Loose, damp to moist, brownish blackish
gray, fine to medium SAND with trace to
some silt (Alluvium) SP-SM
Medium dense, moist to wet, yellowish
brown to brownish gray, sandy GRAVEL
with trace to some silt (Alluviam) GP-GM
Boring terminated at approximately 9 feet
Grain Size
Analysis
(% fines shown)
SA
M
P
L
E
NU
M
B
E
R
0
5
10
15
76.5 feet US
C
S
/
U
S
G
S
GR
A
P
H
I
C
S
Other
PROJECT:
TESTING
Date drilled:
JOB No.
PENETRATION RESISTANCE
Hammer Type:
California Bearing
Ratio
10 20 30 40
No groundwater
encountered
0DE
P
T
H
(f
e
e
t
)
HWB
Blows per foot
Standard
50
H Street NE ~Station 11+90 & 5' R
City of Auburn 2013 Local Street Pavement
Reconstruction Project
Logged By:
LEGEND
Drilling Method:
SA
M
P
L
E
TY
P
E
Drilled by:
2.00-inch OD
split-spoon sampler
BORING No.
Geologic Drill
GR
O
U
N
D
WA
T
E
R
Grab Sample
March 28, 2013CatheadHSA
Page 1
of 1
3-917-17569-0 B-8
Location:
Approximate ground surface elevation:
Soil Description
11810 North Creek Parkway N
Bothell, WA 98011
BO
T
H
E
L
L
_
L
O
G
F
O
R
M
A
T
2
0
1
2
C
I
T
Y
O
F
A
U
B
U
R
N
2
0
1
3
L
O
C
A
L
S
T
R
E
E
T
P
A
V
E
M
E
N
T
R
E
C
O
N
S
T
R
U
C
T
I
O
N
P
R
O
J
E
C
T
.
G
P
J
B
O
T
H
E
L
L
G
E
O
2
0
1
0
B
&
T
P
.
G
D
T
5
/
1
6
/
1
3
Blows over inches#/#
MOISTURE CONTENT
20 40 60 80
Liquid Limit
100
Plastic Limit
0
3
6
26
6
23
G-1
S-1
S-2
S-3
50/5
50/0
2- to 2 1/2-inches of Asphalt over 6-inches
of <1" Crushed Rock
Loose, moist, brown, silty, fine SAND
stratified in tip of drive shoe (Alluvium) SM
Medium dense to dense, moist, brown,
sandy GRAVEL with some silt (Alluvium)
GP-GM
Blow counts overstated; bouncing on gravel
Blow counts overstated; bouncing on gravel
Boring terminated at approximately 7.5 feet
Grain Size
Analysis
(% fines shown)
SA
M
P
L
E
NU
M
B
E
R
0
5
10
15
124.6 feet US
C
S
/
U
S
G
S
GR
A
P
H
I
C
S
Other
PROJECT:
TESTING
Date drilled:
JOB No.
PENETRATION RESISTANCE
Hammer Type:
California Bearing
Ratio
10 20 30 40
No groundwater
encountered
0DE
P
T
H
(f
e
e
t
)
HWB
Blows per foot
Standard
50
23rd Street SE ~Station 41+26 & 4' R
City of Auburn 2013 Local Street Pavement
Reconstruction Project
Logged By:
LEGEND
Drilling Method:
SA
M
P
L
E
TY
P
E
Drilled by:
2.00-inch OD
split-spoon sampler
No Recovery
BORING No.
Geologic Drill
GR
O
U
N
D
WA
T
E
R
Grab Sample
March 28, 2013CatheadHSA
Page 1
of 1
3-917-17569-0 B-9
Location:
Approximate ground surface elevation:
Soil Description
11810 North Creek Parkway N
Bothell, WA 98011
BO
T
H
E
L
L
_
L
O
G
F
O
R
M
A
T
2
0
1
2
C
I
T
Y
O
F
A
U
B
U
R
N
2
0
1
3
L
O
C
A
L
S
T
R
E
E
T
P
A
V
E
M
E
N
T
R
E
C
O
N
S
T
R
U
C
T
I
O
N
P
R
O
J
E
C
T
.
G
P
J
B
O
T
H
E
L
L
G
E
O
2
0
1
0
B
&
T
P
.
G
D
T
5
/
1
6
/
1
3
Blows over inches#/#
MOISTURE CONTENT
20 40 60 80
Liquid Limit
100
Plastic Limit
0
9
27
S-1
S-2
S-3
2 1/2-inches of Asphalt over 6-inches of
Base Course (medium dense to dense,
moist, brown, sandy GRAVEL with some
silt-GP)
Loose, moist, brown to dark gray, silty
SAND with some gravel and trace debris
(fragments of brick, glass, etc.) (Fill) SM
Loose, moist, brown, silty, fine SAND with
interbeds of soft to medium stiff, moist,
brown, sandy SILT lenses (Alluvium) SM-ML
Dense, moist, brownish gray, sandy
GRAVEL with some silt (Alluvium) GP-GM
Boring terminated at approximately 9 feet
SA
M
P
L
E
NU
M
B
E
R
0
5
10
15
126.1 feet US
C
S
/
U
S
G
S
GR
A
P
H
I
C
S
Other
PROJECT:
TESTING
Date drilled:
JOB No.
PENETRATION RESISTANCE
Hammer Type:
Grain Size
Analysis
(% fines shown)
10 20 30 40
No groundwater
encountered
0DE
P
T
H
(f
e
e
t
)
HWB
Blows per foot
Standard
50
23rd Street SE ~Station 43+85 & 5' R
City of Auburn 2013 Local Street Pavement
Reconstruction Project
Logged By:
LEGEND
Drilling Method:
SA
M
P
L
E
TY
P
E
Drilled by:
BORING No.
Geologic Drill
GR
O
U
N
D
WA
T
E
R
2.00-inch OD
split-spoon sampler
March 28, 2013CatheadHSA
Page 1
of 1
3-917-17569-0 B-10
Location:
Approximate ground surface elevation:
Soil Description
11810 North Creek Parkway N
Bothell, WA 98011
BO
T
H
E
L
L
_
L
O
G
F
O
R
M
A
T
2
0
1
2
C
I
T
Y
O
F
A
U
B
U
R
N
2
0
1
3
L
O
C
A
L
S
T
R
E
E
T
P
A
V
E
M
E
N
T
R
E
C
O
N
S
T
R
U
C
T
I
O
N
P
R
O
J
E
C
T
.
G
P
J
B
O
T
H
E
L
L
G
E
O
2
0
1
0
B
&
T
P
.
G
D
T
5
/
1
6
/
1
3
Blows over inches#/#
MOISTURE CONTENT
20 40 60 80
Liquid Limit
100
Plastic Limit
0
5
5
37
S-1
S-2 63
2 1/2-inches Asphalt over 2 1/2-inches of
Base Course (medium dense to dense,
moist, brown, sandy GRAVEL with some
silt-GP)
Very loose, moist, brown to dark gray, silty
SAND with some gravel and trace debris
(fragments of brick, glass, etc.) (Fill) SM
Very loose to loose, damp to moist,
brownish blackish gray, fine to medium
SAND with some silt (Alluvium) SP-SM
Very dense, damp to moist, brown, sandy
GRAVEL with some silt (Alluvium) GP-GM
Boring terminated at approximately 6.5 feet
SA
M
P
L
E
NU
M
B
E
R
0
5
10
15
127.4 feet US
C
S
/
U
S
G
S
GR
A
P
H
I
C
S
Other
PROJECT:
TESTING
Date drilled:
JOB No.
PENETRATION RESISTANCE
Hammer Type:
10 20 30 40
No groundwater
encountered
0DE
P
T
H
(f
e
e
t
)
HWB
Blows per foot
Standard
50
23rd Street SE ~Station 45+70 & 4' R
City of Auburn 2013 Local Street Pavement
Reconstruction Project
Logged By:
LEGEND
Drilling Method:
SA
M
P
L
E
TY
P
E
Drilled by:
BORING No.
Geologic Drill
GR
O
U
N
D
WA
T
E
R
2.00-inch OD
split-spoon sampler
March 28, 2013CatheadHSA
Page 1
of 1
3-917-17569-0 B-11
Location:
Approximate ground surface elevation:
Soil Description
11810 North Creek Parkway N
Bothell, WA 98011
BO
T
H
E
L
L
_
L
O
G
F
O
R
M
A
T
2
0
1
2
C
I
T
Y
O
F
A
U
B
U
R
N
2
0
1
3
L
O
C
A
L
S
T
R
E
E
T
P
A
V
E
M
E
N
T
R
E
C
O
N
S
T
R
U
C
T
I
O
N
P
R
O
J
E
C
T
.
G
P
J
B
O
T
H
E
L
L
G
E
O
2
0
1
0
B
&
T
P
.
G
D
T
5
/
1
6
/
1
3
Blows over inches#/#
MOISTURE CONTENT
20 40 60 80
Liquid Limit
100
Plastic Limit
0
2
6
23
16
G-1
S-1
S-2
S-3
2 1/2-inches of Asphalt over 5-inches of
Base Course (medium dense to dense,
moist, brown, sandy GRAVEL with some
silt-GP)
Very loose, damp to moist, brown, silty fine
SAND (Alluvium) SM
Silt lens from 3.3 to 3.5 feet
Loose, damp to moist, brownish blackish
gray, silty, fine to medium SAND (Alluvium)
SM
Boring terminated at approximately 9 feet
Grain Size
Analysis
(% fines shown)
SA
M
P
L
E
NU
M
B
E
R
0
5
10
15
129.0 feet US
C
S
/
U
S
G
S
GR
A
P
H
I
C
S
Other
PROJECT:
TESTING
Date drilled:
JOB No.
PENETRATION RESISTANCE
Hammer Type:
California Bearing
Ratio
10 20 30 40
No groundwater
encountered
0DE
P
T
H
(f
e
e
t
)
HWB
Blows per foot
Standard
50
23rd Street SE ~Station 48+93 & 5' R
City of Auburn 2013 Local Street Pavement
Reconstruction Project
Logged By:
LEGEND
Drilling Method:
SA
M
P
L
E
TY
P
E
Drilled by:
2.00-inch OD
split-spoon sampler
BORING No.
Geologic Drill
GR
O
U
N
D
WA
T
E
R
Grab Sample
March 28, 2013CatheadHSA
Page 1
of 1
3-917-17569-0 B-12
Location:
Approximate ground surface elevation:
Soil Description
11810 North Creek Parkway N
Bothell, WA 98011
BO
T
H
E
L
L
_
L
O
G
F
O
R
M
A
T
2
0
1
2
C
I
T
Y
O
F
A
U
B
U
R
N
2
0
1
3
L
O
C
A
L
S
T
R
E
E
T
P
A
V
E
M
E
N
T
R
E
C
O
N
S
T
R
U
C
T
I
O
N
P
R
O
J
E
C
T
.
G
P
J
B
O
T
H
E
L
L
G
E
O
2
0
1
0
B
&
T
P
.
G
D
T
5
/
1
6
/
1
3
Blows over inches#/#
MOISTURE CONTENT
20 40 60 80
Liquid Limit
100
Plastic Limit
0
4
6
7
4
4
S-1
S-2
S-3
S-4
S-5
S-6
S-7
S-8A
S-8B
S-9
1 1/2-inch Asphalt over 10 1/2-inches of
Base Course (medium dense to dense,
moist, gray-brown, sandy GRAVEL with
some silt-GP)
Very loose, moist, brown, silty, fine SAND
(Alluvium) SM
Mottled orangish brown in brown-gray SILT
lens at 3.8 to 4.0 feet
Medium dense, damp to moist, yellowish
brown, sandy GRAVEL with trace to some
silt (Alluvium) GP-GM
Blow counts overstated due to gravel
Medium dense, saturated, brownish gray,
sandy GRAVEL with trace silt (Alluvium) GP
Grades to gravelly SAND/sandy GRAVEL
from 15 to 18.5 feet
Medium dense, saturated, brown, fine
SAND with some silt (Alluvium) SP-SM
3 feet of heave in HSA; driller flushed out
Mediium dense, saturated, blackish gray,
gravelly SAND with trace silt (Alluvium) SP
Medium dense, saturated, blackish gray,
fine to medium SAND with trace silt
(Alluvium) SP
4+ feet of heave in HSA; driller flushed out
Unique DOE Well #BHJ-200
Boring terminated at approximately 26.5 feet
5/14/13
SA
M
P
L
E
NU
M
B
E
R
0
5
10
15
20
25
30
75.0 feet US
C
S
/
U
S
G
S
GR
A
P
H
I
C
S
Other
PROJECT:
TESTING
Date drilled:
JOB No.
PENETRATION RESISTANCE
Hammer Type:
Grain Size
Analysis
(% fines shown)
10 20 30 40
Observed groundwater
level
0DE
P
T
H
(f
e
e
t
)
HWB
Blows per foot
Standard
50
H Street NE ~Station 22+59 & 13' L
City of Auburn 2013 Local Street Pavement
Reconstruction Project
Logged By:
LEGEND
Drilling Method:
SA
M
P
L
E
TY
P
E
Drilled by:
BORING No.
Geologic Drill
GR
O
U
N
D
WA
T
E
R
2.00-inch OD
split-spoon sampler
May 08, 2013CatheadHSA
Page 1
of 1
3-917-17569-0 B-13
Location:
Approximate ground surface elevation:
Soil Description
11810 North Creek Parkway N
Bothell, WA 98011
BO
T
H
E
L
L
_
L
O
G
F
O
R
M
A
T
2
0
1
2
C
I
T
Y
O
F
A
U
B
U
R
N
2
0
1
3
L
O
C
A
L
S
T
R
E
E
T
P
A
V
E
M
E
N
T
R
E
C
O
N
S
T
R
U
C
T
I
O
N
P
R
O
J
E
C
T
.
G
P
J
B
O
T
H
E
L
L
G
E
O
2
0
1
0
B
&
T
P
.
G
D
T
5
/
1
6
/
1
3
Bentonite Fill with PVC Pipe
Groundwater Level
Sand Fill with Slotted PVC Pipe
Pipe Cap
Slough at Bottom of Hole
Observation well:
Monument
Blows over inches#/#
MOISTURE CONTENT
20 40 60 80
Liquid Limit
100
Plastic Limit
0
2
47
17
35
25
13
23
13
20
APPENDIX B
Laboratory Testing Procedures and Results
AMEC
Project No. 3-917-17569-0 Printed on recycled paper B–1
\\SEA-FS1\WordProc\_Projects\17000s\17569 Jacobs Engineering\Auburn 2013 Street Reconstruction Report 130516.docx
APPENDIX B
LABORATORY TESTING PROCEDURES AND RESULTS
3-917-17569-0
The following paragraphs describe our procedures associated with the laboratory tests AMEC
conducted for this project. Graphical results of certain laboratory tests are enclosed in this appendix.
VISUAL CLASSIFICATIO N PROCEDURES
Visual soil classifications were conducted on all samples in the field and on selected samples in our
laboratory. All soils were classified in general accordance with the United Soil Classification System,
which includes color, relative moisture content, primary soil type (based on grain size), and any
accessory soil types. The resulting soil classifications are presented on the exploration logs contained
in Appendix A.
MOISTURE CONTENT DET ERMINATION PROCEDURE S
Moisture content determinations were performed on representative samples to aid in identification and
correlation of soil types. All determinations were made in general accordance with ASTM D-2216. The
results of these tests are shown on the exploration logs contained in Appendix A.
GRAIN -SIZE ANALYSIS PROCED URES
A grain-size analysis indicates the range of soil particle diameters included in a particular sample.
Grain-size analyses were performed on representative samples in general accordance with
ASTM D-422. The results of these tests are presented on the enclosed grain-size distribution graphs
and were used in soil classifications shown on the exploration logs contained in Appe ndix A.
ORGANIC CONTENT
Test method ASTM D-2974-87 covers the measurement of organic matter, ash content and moisture
content in peats and other organic soils, such as organic clays and silts. The results of these tests are
shown on the exploration logs contained in Appendix A.
AMEC
B–2 Printed on recycled paper Project No. 3-917-17569-0
\\SEA-FS1\WordProc\_Projects\17000s\17569 Jacobs Engineering\Auburn 2013 Street Reconstruction Report 130516.docx
CALIFORNIA BEARING R ATIO PROCEDURES
A California Bearing Ratio (CBR) test provides a quantitative prediction of the relative quality and
support characteristics of a saturated soil when subjected to wheel loads. CBR tests were performed
on selected samples in general accordance with ASTM D-1883. Representative portions from each
sample are compacted in a mold to obtain a moisture-density relationship curve, a 15-pound
surcharge is applied to each sample, and the samples are then immersed in water for at least
96 hours, during which time they are monitored for swell. Next, a vertical load is applied to the
surcharged soil with a penetration piston moving at a constant rate of strain, while the associated
penetrations are measured and compared with the theoretical strain of crushed rock. The ratio of the
measured and theoretical loads (in percent) is defined as the CBR value for the soil at that particular
density. The enclosed CBR graphs present our test results as a plot of density and resistance versus
moisture content.
Project Name: 2013 Local St Pavement Reconstruction Date:4/16/2013
Project Number: 3-917-17569-0
Client: City of Auburn/Amec
Sample:B-1 B-1 B-2
Location:S-1 S-2 S-1
Depth:2.5-4'5-6.5'2.5-4'
Organic Content, percent:N/A 5.88%N/A
Moisture Content:18.1%47.4%23.4%
Sample:B-7 B-11
Location:S-1 S-1
2.5-4'2.5-4'
Organic Content, percent:N/A N/A
Moisture Content:29.5%23.30%
Tested by: JW
Reviewed by: JW
Respectfully submitted,
By Jeff Ward
Report of Determination
Organic Content ASTM D2974/ D2216
Tested By: Jeff W Checked By: Jeff W
Terracon Consultants, Inc.
Mountlake Terrace, WA
4/16/2013
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*
Poorly graded sand
Moisture: 14.8%3/8"
1/4"
#4
#10
#20
#40
#60
#100
#200
100
98
97
95
91
76
43
15
4.0
NP NV NP
0.7269 0.5482 0.3238
0.2793 0.2047 0.1496
0.1261 2.57 1.03
SP A-3
ASTM: C136, D1140, D2216
City of Auburn/Amec
2013 Local St. Pavement Reconstruction
3917175690
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Location: B-2, S-2
Sample Number: 5127.5 Depth: 5-6.5'Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
PE
R
C
E
N
T
F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0 0 3 2 19 72 4
6
i
n
.
3
i
n
.
2
i
n
.
1½ i
n
.
1
i
n
.
¾ i
n
.
½ i
n
.
3/
8
i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
Tested By: Jeff W Checked By: Jeff W
Terracon Consultants, Inc.
Mountlake Terrace, WA
4/16/2013
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*
Poorly graded sand
Moisture: 3.9%5/8"
1/2"
3/8"
1/4"
#4
#10
#20
#40
#60
#100
#200
100
99
97
93
90
80
69
59
37
11
1.9
NP NV NP
4.5406 2.9430 0.4457
0.3279 0.2184 0.1640
0.1446 3.08 0.74
SP A-3
ASTM: C136, D1140, D2216
City of Auburn/Amec
2013 Local St. Pavement Reconstruction
3917175690
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Location: B-4, S-2
Sample Number: 5127.7 Depth: 5-6.5'Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
PE
R
C
E
N
T
F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0 0 10 10 21 57 2
6
i
n
.
3
i
n
.
2
i
n
.
1½ i
n
.
1
i
n
.
¾ i
n
.
½ i
n
.
3/
8
i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
Tested By: Jeff W Checked By: Jeff W
Terracon Consultants, Inc.
Mountlake Terrace, WA
4/16/2013
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*
Poorly graded gravel with sand
Moisture: 7.6%1.25"
1"
3/4"
5/8"
1/2"
3/8"
1/4"
#4
#10
#20
#40
#60
#100
#200
100
73
64
58
51
44
37
33
26
23
20
12
6
2.6
NP NV NP
29.5684 28.4701 16.8542
12.1599 3.7515 0.3062
0.2229 75.62 3.75
GP A-1-a
ASTM: C136, D1140, D2216
City of Auburn/Amec
2013 Local St. Pavement Reconstruction
3917175690
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Location: B-5, S-4
Sample Number: 5127.8 Depth: 10-11.5'Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
PE
R
C
E
N
T
F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0 36 31 7 6 17 3
6
i
n
.
3
i
n
.
2
i
n
.
1½ i
n
.
1
i
n
.
¾ i
n
.
½ i
n
.
3/
8
i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
Tested By: Jeff W Checked By: Jeff W
Terracon Consultants, Inc.
Mountlake Terrace, WA
4/16/2013
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*
Poorly graded sand with silt
Moisture: 8.2%1/4"
#4
#10
#20
#40
#60
#100
#200
100
99
96
92
84
65
32
8.2
NP NV NP
0.6464 0.4371 0.2286
0.1968 0.1437 0.0978
0.0807 2.83 1.12
SP-SM A-3
ASTM: C136, D1140, D2216
City of Auburn/Amec
2013 Local St. Pavement Reconstruction
3917175690
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Location: B-6, S-2
Sample Number: 5127.9 Depth: 5-6.5'Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
PE
R
C
E
N
T
F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0 0 1 3 12 76 8
6
i
n
.
3
i
n
.
2
i
n
.
1½ i
n
.
1
i
n
.
¾ i
n
.
½ i
n
.
3/
8
i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
Tested By: Jeff Ward Checked By: Jeff Ward
Terracon Consultants, Inc.
Mountlake Terrace, WA
4/16/2013
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*
Silty sand
Moisture: 9.2%1.25"
1"
3/4"
5/8"
1/2"
3/8"
#4
#10
#20
#40
#60
#100
#200
100
99
98
97
95
93
88
84
81
78
73
60
33
NP NV NP
6.4574 2.7944 0.1495
0.1135
SM A-2-4(0)
ASTM: C136, D1140, D2216
City of Auburn/Amec
2013 Local St. Pavement Reconstruction
3917175690
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Location: B-7 and B-8
Sample Number: 5127.1 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
PE
R
C
E
N
T
F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0 2 10 4 6 45 33
6
i
n
.
3
i
n
.
2
i
n
.
1½ i
n
.
1
i
n
.
¾ i
n
.
½ i
n
.
3/
8
i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
Tested By: Jeff W Checked By: Jeff W
Terracon Consultants, Inc.
Mountlake Terrace, WA
4/16/2013
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*
Silty sand
Moisture: 10.4%1.5"
1.25"
1"
3/4"
5/8"
1/2"
3/8"
#4
#10
#20
#40
#60
#100
#200
100
100
99
99
98
96
95
92
90
89
86
72
48
23
NP NV NP
2.0369 0.4007 0.1917
0.1565 0.0927
SM A-2-4(0)
ASTM: C136, D1140, D2216
City of Auburn/Amec
2013 Local St. Pavement Reconstruction
3917175690
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Location: B-9 and B-12
Sample Number: 5127.2 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
PE
R
C
E
N
T
F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0 1 7 2 4 63 23
6
i
n
.
3
i
n
.
2
i
n
.
1½ i
n
.
1
i
n
.
¾ i
n
.
½ i
n
.
3/
8
i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
Tested By: Jeff W Checked By: Jeff W
Terracon Consultants, Inc.
Mountlake Terrace, WA
4/16/2013
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*
Silty sand
Moisture: 23.3%1"
3/4"
5/8"
1/2"
3/8"
1/4"
#4
#10
#20
#40
#60
#100
#200
100
98
97
95
93
92
91
88
85
81
70
52
27
NP NV NP
4.1126 0.7787 0.1864
0.1423 0.0812
SM A-2-4(0)
ASTM: C136, D1140, D2216
City of Auburn/Amec
2013 Local St. Pavement Reconstruction
3917175690
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Location: B-10, S-1
Sample Number: 5127.11 Depth: 2.5-4'Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
PE
R
C
E
N
T
F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0 2 7 3 7 54 27
6
i
n
.
3
i
n
.
2
i
n
.
1½ i
n
.
1
i
n
.
¾ i
n
.
½ i
n
.
3/
8
i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
Tested By: Jeff W Checked By: Jeff W
Terracon Consultants, Inc.
Mountlake Terrace, WA
4/16/2013
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*
Silty sand
Moisture: 12.6%#4
#10
#20
#40
#60
#100
#200
100
100
100
96
82
50
16
NP NV NP
0.3047 0.2644 0.1750
0.1509 0.1042
SM A-2-4(0)
ASTM: C136, D1140, D2216
City of Auburn/Amec
2013 Local St. Pavement Reconstruction
3917175690
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Location: B-12, S-2
Sample Number: 5127.13 Depth: 5-6.5'Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
PE
R
C
E
N
T
F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0 0 0 0 4 80 16
6
i
n
.
3
i
n
.
2
i
n
.
1½ i
n
.
1
i
n
.
¾ i
n
.
½ i
n
.
3/
8
i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
Tested By: Brian D Checked By: Jeff W
Terracon Consultants, Inc.
Mountlake Terrace, WA
5/15/2013
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*
Poorly graded gravel with sand
Moisture: 11.1%1.25"
1"
3/4"
5/8"
1/2"
3/8"
1/4"
#4
#10
#20
#40
#60
#100
#200
100
82
76
68
58
53
48
45
39
33
25
16
8
3.8
NP NV
28.5343 26.7679 13.3123
7.2309 0.6256 0.2412
0.1770 75.19 0.17
GP A-1-a
ASTM: C136, D1140, D2216
City of Auburn/Amec
2013 Local St. Pavement Reconstruction
3917175690
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Location: B-13, S-5
Sample Number: 5151.1 Depth: 12.5-14.0'Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
PE
R
C
E
N
T
F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0 24 31 6 14 21 4
6
i
n
.
3
i
n
.
2
i
n
.
1½ i
n
.
1
i
n
.
¾ i
n
.
½ i
n
.
3/
8
i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
Tested By: Brian D Checked By: Jeff W
Terracon Consultants, Inc.
Mountlake Terrace, WA
5/15/2013
(no specification provided)
PL=LL=PI=
D90=D85=D60=D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*
Poorly graded sand with gravel
Moisture: 12.6%1.5"
1.25"
1"
3/4"
5/8"
1/2"
3/8"
1/4"
#4
#10
#20
#40
#60
#100
#200
100
86
71
67
64
61
59
55
53
49
43
36
20
9
3.6
NP NV
33.5288 31.4755 11.1932
2.5402 0.3393 0.2029
0.1570 71.28 0.07
SP A-1-b
ASTM: C136, D1140, D2216
City of Auburn/Amec
2013 Local St. Pavement Reconstruction
3917175690
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Location: B-13, S-7
Sample Number: 5151.2 Depth: 17.5-19.0'Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)
PE
R
C
E
N
T
F
I
N
E
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0 33 14 4 13 32 4
6
i
n
.
3
i
n
.
2
i
n
.
1½ i
n
.
1
i
n
.
¾ i
n
.
½ i
n
.
3/
8
i
n
.
#4 #1
0
#2
0
#3
0
#4
0
#6
0
#1
0
0
#1
4
0
#2
0
0
Particle Size Distribution Report
BEARING RATIO TEST REPORT
ASTM D 1883-07
BEARING RATIO TEST REPORT
Terracon Consultants, Inc.
Project No: 3917175690
Project: 2013 Local St. Pavement Reconstruction
Location: B-7 and B-8
Sample Number: 5127.1
Date: 4/16/2013
Silty sand
Moisture: 9.2%
Test Description/Remarks:
Figure
117.3 11.0 NV NPSM
Material Description USCS
Max.
Dens.
(pcf)
Optimum
Moisture
(%)
LL PI
Molded
Density
(pcf)
Percent of
Max. Dens.
Moisture
(%)
Soaked
Density
(pcf)
Percent of
Max. Dens.
Moisture
(%)
CBR (%)
0.10 in.0.20 in.
Linearity
Correction
(in.)
Surcharge
(lbs.)
Max.
Swell
(%)
1 109.4 93.3 10.3 109.4 93.3 15.6 18.5 23.1 0.000 10 0
2 115.9 98.8 10.3 115.9 98.8 13.5 30.9 51.4 0.000 10 0
3 120.2 102.5 10.3 120.2 102.5 12.5 35.3 57.2 0.000 10 0
Pe
n
e
t
r
a
t
i
o
n
R
e
s
i
s
t
a
n
c
e
(
p
s
i
)
0
300
600
900
1200
1500
Penetration Depth (in.)
0 0.1 0.2 0.3 0.4 0.5
Sw
e
l
l
(
%
)
0
0.1
0.2
0.3
0.4
0.5
Elapsed Time (hrs)
0 24 48 72 96
CB
R
(
%
)
10
20
30
40
50
Molded Density (pcf)
104 108 112 116 120 124
10 blows
25 blows 56 blows
CBR at 95% Max. Density = 22.9%
for 0.10 in. Penetration
BEARING RATIO TEST REPORT
ASTM D 1883-07
BEARING RATIO TEST REPORT
Terracon Consultants, Inc.
Project No: 3917175690
Project: 2013 Local St. Pavement Reconstruction
Location: B-9 and B-12
Sample Number: 5127.2
Date: 4/16/2013
Silty sand
Moisture: 10.4%
Test Description/Remarks:
Figure
111.6 12.3 NV NPSM
Material Description USCS
Max.
Dens.
(pcf)
Optimum
Moisture
(%)
LL PI
Molded
Density
(pcf)
Percent of
Max. Dens.
Moisture
(%)
Soaked
Density
(pcf)
Percent of
Max. Dens.
Moisture
(%)
CBR (%)
0.10 in.0.20 in.
Linearity
Correction
(in.)
Surcharge
(lbs.)
Max.
Swell
(%)
1 104.2 93.4 11.8 104.2 93.4 16.8 8.2 11.5 0.000 10 0
2 110.4 98.9 11.8 110.4 98.9 14.2 7.3 15.0 0.000 10 0
3 113.6 101.8 11.8 113.6 101.8 15.6 16.0 27.3 0.000 10 0
Pe
n
e
t
r
a
t
i
o
n
R
e
s
i
s
t
a
n
c
e
(
p
s
i
)
0
150
300
450
600
750
Penetration Depth (in.)
0 0.1 0.2 0.3 0.4 0.5
Sw
e
l
l
(
%
)
0
0.1
0.2
0.3
0.4
0.5
Elapsed Time (hrs)
0 24 48 72 96
CB
R
(
%
)
4
8
12
16
20
Molded Density (pcf)
101 104 107 110 113 116
10 blows
25 blows
56 blows
CBR at 95% Max. Density = 6.4%
for 0.10 in. Penetration