Geotechnical Exploration and Subgrade Evaluation Report...
-
Upload
vuongkhanh -
Category
Documents
-
view
215 -
download
1
Transcript of Geotechnical Exploration and Subgrade Evaluation Report...
Geotechnical Exploration and Subgrade Evaluation Report
Taxiway F Reconstruction Project
General Mitchell International Airport
Milwaukee, Wisconsin
GESTRA Project No.: 16011-10
May 20, 2016
Prepared for:
Airport Engineering Department
General Mitchell International Airport
5300 South Howell Ave.
Milwaukee, WI 53207
Report Prepared by:
GESTRA Engineering, Inc.
191 W. Edgerton Avenue
Milwaukee, WI 53207
(414) 933-7444
Taxiway F Reconstruction, General Mitchell International Airport May 20, 2016
GESTRA Engineering, Inc. Page 2 16011-10
TABLE OF CONTENTS
1.0 INTRODUCTION ......................................................................................................................3
1.1 Project Information ....................................................................................................................... 3
2.0 SCOPE OF WORK ....................................................................................................................4
3.0 EXPLORATION RESULTS .........................................................................................................4
3.1 Site Conditions .............................................................................................................................. 4
3.2 Subsurface Soil Profile.................................................................................................................. 5
3.3 Groundwater Observations ........................................................................................................... 7
4.0 ANALYSIS AND RECOMMENDATIONS ......................................................................................7
4.1 Subgrade Preparation .................................................................................................................... 7
4.2 Soil Parameters for Taxiway Pavement Design ............................................................................ 9
4.3 Drainage ...................................................................................................................................... 10
5.0 EXPLORATION AND TESTING PROCEDURES .......................................................................... 10
5.1 Layout and Elevation Procedures ............................................................................................... 10
5.2 Field Testing Procedures ............................................................................................................. 10
5.3 Laboratory Testing Procedures ................................................................................................... 10
STANDARD OF CARE ........................................................................................................................ 11
Appendix I Example Pictures of Site Condition, Site Layout, Boring Layout Plan, Test Boring
Logs and Nomenclature
Appendix II Laboratory Test Results
Appendix III DCP Test Results
© GESTRA Engineering, Inc. 2016
Taxiway F Reconstruction, General Mitchell International Airport May 20, 2016
GESTRA Engineering, Inc. Page 3 16011-10
Geotechnical Exploration and Subgrade Evaluation Report
Taxiway F Reconstruction Project
General Mitchell International Airport
Milwaukee, Wisconsin
GESTRA Project No.: 16011-10
May 20, 2016
1.0 INTRODUCTION
GESTRA Engineering, Inc. (GESTRA) was authorized by the Airport Engineering Department,
General Mitchell International Airport (GMIA) to complete a subsurface exploration and
geotechnical investigation for the Proposed Taxiway F Reconstruction Project at the GMIA in
Milwaukee, Wisconsin. This report presents the results from the subsurface soil exploration and
describes the field exploration, laboratory test results, and provides recommendations pertaining
to the design and construction of the proposed project.
The engineering recommendations and analysis contained within this report are based on the
following project information, which is a projection of GESTRA’s understanding of the project.
If for any reason the actual project information differs from what is reported below, GESTRA
should be contacted so that we can review our recommendations in light of any new information.
1.1 Project Information
General Mitchell International Airport is owned and operated by Milwaukee County located on
5300 South Howell Avenue in the City of Milwaukee, Wisconsin. Approximate annual
operation in this airport is about 130,000 including commercial, air taxi, transient general
aviation, local and military operations.
Based on the information provided by Airport Engineering Department, the improvement project
at GMIA will include reconstruction of Taxiway F. This project includes the western section of
the Taxiway F and an approximate project length is about 1,200 feet. The existing pavement
surface is asphalt and it is one of the oldest pavement structures in this airport based on the
information provided by Airport Engineering Department. Based on the project background
information, the existing taxiway pavement was resurfaced with 5-inch of bituminous overlay in
1985. A plan prepared in 1955 indicates that rehabilitation with bituminous reinforcement over
existing pavement was performed.
This taxiway is about 100 feet wide with about 6 feet of turf on each side of the pavement. The
proposed project includes removing the existing pavement section and replacement with a ridged
concrete pavement designed by Airport Engineering for heavy loads. The objective of
geotechnical services was to evaluate the subgrade conditions and establish the soil parameters
for design of the new pavement section by Airport Engineering. As part of our scope, we also
documented the existing pavement thickness, and provide recommendations for subgrade
preparation.
Taxiway F Reconstruction, General Mitchell International Airport May 20, 2016
GESTRA Engineering, Inc. Page 4 16011-10
2.0 SCOPE OF WORK
Based on our understanding of the project and scope provided by MKE Airport Engineering
Department, GESTRA has performed the following scopes in this project:
1. Coordinated with the airport to discuss the project specifics, safety and security measures
prior to commencement of the work.
2. Attended airport safety and security training, and obtained badging card from GMIA for
the GESTRA drilling crew.
3. Contacted Diggers Hotline to identify the public utilities at the site.
4. Performed eight (8) standard penetration (SPT) borings, to 11 feet each, for a total of 88
feet of drilling for the proposed reconstruction of Taxiway F at General Mitchell
International Airport. GESTRA used a coring subcontractor for coring through the
thicker pavement layers. Our site work included abandonment of the boreholes per
Wisconsin DNR requirements. Boreholes were patched based on the instruction from
Airport Engineering Department.
5. The Dynamic cone penetration (DCP) test was performed at each of the pavement boring
locations to evaluate the in-situ strength parameters for the upper subgrade based on a
request from Airport Engineering Department.
6. Performed laboratory soil tests to assign classification and engineering properties to the
soils encountered. Dependent upon the types of soils encountered, the testing may
include the following: hand penetrometer, P200, moisture-density relations, Atterberg
limits, dry density and unconfined compressive strength test, moisture, and organic
contents.
7. Prepared this report presenting the results of the field exploration, laboratory testing,
recommendations pertaining to the proposed construction, and soil parameters for
thickness design by Airport Engineering.
3.0 EXPLORATION RESULTS
3.1 Site Conditions
Taxiway F is a connector of the north ramp of the GMIA to Runway 13-31, 1L-19R and 7L-25R.
The section of Taxiway F from Runway 13-31 to Taxiway Z is included in this project. A site
location drawing for this project is included in Appendix I. The existing taxiway pavement
surface is asphalt. The existing pavement surface is deteriorated with appearance of transvers
and longitudinal cracks, block cracks and edge cracks. Crack seal was observed along the crack
paths. Site photographs showing pavement conditions in some locations are attached in
Appendix I.
Taxiway F Reconstruction, General Mitchell International Airport May 20, 2016
GESTRA Engineering, Inc. Page 5 16011-10
3.2 Subsurface Soil Profile
SPT Soil Borings
A total of eight SPT soil borings were completed on May 4, 2016 at the locations depicted on the
Boring Layout Plans in Appendix I. The soil boring locations were marked in the field by
GESTRA, coordinating with Airport Engineering and surveyed by GMIA. Based on direction
from Airport Engineering, borings were placed to avoid drilling along the centerline of Taxiway
F. A summary of the soil boring information is presented in Table 1.
Table 1: Boring Information
SPT Boring
Number Northing Easting
Surface Elevation
at Boring, feet
Drilled Location
TB-1 356000 2530217 670.4 Right side of centerline
TB-2 356038 2530362 671.1 Left side of centerline
TB-3 356010 2530612 671.4 Right side of centerline
TB-4 356047 2530821 672.0 Left side of centerline
TB-5 356027 2530952 672.1 Right side of centerline
TB-6 356056 2531202 672.8 Left side of centerline
TB-7 356033 2531416 672.2 Right side of centerline
TB-8 356087 2531554 672.1 Left side of centerline
All soil borings completed on Taxiway F encountered an asphalt layer and a base course layer.
The asphalt layer thickness was found in the range of 8 inches to 14.5 inches (average of 11.3
inches). Underlying the asphalt, base course layer was observed with a thickness varying from 4
to 10 inches (average of 6.9 inches).
The pavement layer thicknesses and soils reported on the boring logs are summarized and
presented in Table 2.
Table 2 – Summarized Profile
Boring
No.
Asphalt
Thickness
(inches)
Base
Thickness
(inches)
Depth of
Fill/ Possible
Fill (feet)
Soil Description
(Depth of Layer Bottom, feet)
TB-1 10.5 7 - Pavement section (1.5),
Lean clay, stiff to hard (11) a
TB-2 14 6 -
Pavement section (1.7),
Lean clay, stiff (6.5) a
Sandy silt, medium dense (9.5)
Lean clay, stiff (11)
TB-3 12 6 4
Pavement section (1.5),
Clayey fill (4) a
Silty sand, medium dense (6.5)
Lean clay, very stiff (11)
TB-4 14.5 4 - Pavement section (1.5),
Lean clay, very stiff to hard (11)
Taxiway F Reconstruction, General Mitchell International Airport May 20, 2016
GESTRA Engineering, Inc. Page 6 16011-10
Boring
No.
Asphalt
Thickness
(inches)
Base
Thickness
(inches)
Depth of
Fill/ Possible
Fill (feet)
Soil Description
(Depth of Layer Bottom, feet)
TB-5 12.5 6 -
Pavement section (1.5),
Lean clay, very stiff (4)
Sand with silt, medium dense (7.5)
Lean clay, very stiff (11)
TB-6 10.5 8.5 -
Pavement section (1.6),
Fat clay, very stiff (4) a
Lean clay, very stiff (9)
Clayey sand, medium dense (11)
TB-7 8.5 8 2
Pavement section (1.5),
Sandy fill (2)
Lean clay, stiff (4) a
Lean clay, stiff (11)
TB-8 8 10 -
Pavement section (1.5),
Silty clay, stiff (4) a
Lean clay, hard (6.5)
Silty sand, loose (7.5)
Lean clay, very stiff (11)
Notes:
a- With or trace organic.
Results of the field and laboratory tests and observations are depicted on the individual test
boring logs included in the Appendix I of this report. Soils were grouped together based on
similar observed properties. The stratification lines were estimated by the reviewing engineer
based on the available data and experience. The actual in-situ changes between layers may differ
slightly and may be more gradual than depicted on the boring logs. Subsurface and groundwater
conditions can vary between borehole locations and in areas not explored.
It is important to note that the soil observations and pavement section thickness estimates were
made in small diameter boreholes. Therefore, it should be understood that thicker or thinner
deposits of the individual strata may be encountered throughout the project area. Furthermore,
the estimation of base course thickness at a particular location can differ from person to person
due a sometime indistinct transition between the base material and underlying subgrade soils.
DCP Test
GESTRA completed a total of eight dynamic cone penetration (DCP) tests, one at each SPT
boring location in order to assess the strength properties of the upper subgrade soil.
The DCP test consists of driving a rod with a 60 degree angled conical tip into the soil by
dropping a single-mass 17.6-pound hammer from a travel length of 22.6 inches. Each drop is
called a blow, the number of blows per depth driven into the soil is recorded. The resistance, or
blows per depth, was correlated to common soil parameters. Dynamic cone penetration (DCP)
tests were performed at each boring locations below the pavement sections for assessing in-situ
strength parameters correlating to the California Bearing Ratio (CBR), subgrade modulus (k-
value) and resilient modulus (MR) for the designing the proposed pavement sections for heavy
loads. DCP test results are attached in Appendix III with this report. The generalized subgrade
strength assessment based on DCP test results are reported in Table 3.
Taxiway F Reconstruction, General Mitchell International Airport May 20, 2016
GESTRA Engineering, Inc. Page 7 16011-10
Table 3. Subgrade Strength from DCP Tests
DCP Test
Location
Subgrade Strength
California Bearing
Ratio (CBR), %
Subgrade
Modulus ( k), pci
Resilient Modulus
(Mr), ksi
TB-1 6 160 9
TB-2 7 160 9
TB-3 10+ 200 11
TB-4 6 150 9
TB-5 5 130 7
TB-6 4 120 6
TB-7 5 140 8
TB-8 5 140 8
3.3 Groundwater Observations
Groundwater was observed in boring TB-2, TB-5, TB-6 and TB-8 during drilling operation. The
shallowest observed water level was 4.5 feet in boring TB-5. The groundwater level may
fluctuate with time and seasonal changes due to variations in precipitation, evaporation, surface
water runoff and local dewatering. Perched water pockets or higher water table may also be
encountered during wet weather periods, particularly in more permeable silt and sand seams or
fill material overlying less permeable clays. Installation and monitoring of an observation well
would be required to assess true groundwater elevation. Groundwater is not expected to be
encountered during subgrade preparation. If perched water is encountered during subgrade
preparation, we anticipate the appropriate number of temporary sump pits and pumps should be
sufficient to remove anticipated volume of water.
4.0 ANALYSIS AND RECOMMENDATIONS
4.1 Subgrade Preparation
The near surface soil in most borings was clayey soil with a fairly high moisture content (over
20%) and in several cases (TB-1, TB-2, and TB-7) the organic content was 4% or higher. The
subgrade soils were generally in a stiff condition due to long term loading under the pavement.
However, high moisture soils with organics are easily disturbed under direct contact loads
(trucking), particularly in marginal to wet weather. It is likely that during original construction
there was not adequate time and budget for removal of the soils with moderate organic content.
New construction will now be faced with potential problems due to these soils which are easily
disturbed. We are including two options below for subgrade preparation. Option 1 would have a
lower initial cost with greater potential for extras, particularly if subgrade is exposed outside of
dry periods in the months of June through August. Subgrade parameters for pavement design
recommended in Table 3 are slightly better if Option 2 is followed. In either option it would be
important to minimize truck loading over the subgrade.
Taxiway F Reconstruction, General Mitchell International Airport May 20, 2016
GESTRA Engineering, Inc. Page 8 16011-10
Option 1: Minimal Replacement
If construction activity can be planned for the summer season and prepared subgrade can be
protected from disturbance (particularly during wet weather), subgrade preparation can proceed
in a manner to minimize the amount of excavation and replacement. The subgrade material is
currently in a stiff condition. The amount of traffic loading on the subgrade should be
minimized as the soil condition could deteriorate with repeated heavy equipment loads. After
excavation to the planned grade, the subgrade can be compacted. Where subgrade yielding is
evident under compaction equipment, excavation and replacement and/or use of biaxial geogrid
will be required (discussed below).
Advantage – lower cost subgrade preparation.
Disadvantage – Slightly lower subgrade parameters could require thicker pavement section.
Requires work proceed in dry summer weather. Higher risk of extra costs if subgrade cannot be
compacted to a firm condition. Because the airport site is relatively level, it may be difficult to
prevent water from ponding in prepared areas, and this could lead to longer stoppages in work.
Option 2: Proofroll with Removal and Replacement:
After removal of the existing pavement section we recommend re-compacting the subgrade
followed by a proofroll. The proofroll should be completed with a fully loaded tri-axle dump
truck moving at no more than 5 mph to determine the stability of subgrade soils. Soil
remediation work may be needed where excessive yielding during the proofroll is noted. The
type of remediation and the depth needed should be determined at the time of construction based
on drainage, weather and soil conditions. Therefore, a geotechnical engineer should be present
during the proofroll in order to identify soft or unstable areas, if any, and subsequently
recommend rectification procedures. Based on the high moisture content (>20%) with various
amount of organic matter observed in the near surface soil in boring TB-1, TB-2, TB-6, TB-7
and TB-8, it is likely that the subgrade at these locations show instability, particularly outside of
dry summer season conditions. For budgeting purposes, we estimate that 50% of the subgrade
would require excavation and replacement and/or use of biaxial geogrid (discussed below).
Removal and Replacement:
Removal and replacement of soft or unstable soils can be performed by a smooth bucket backhoe
or small dozer and replaced with well graded granular fill. For budgeting purpose, 24-inches of
excavation below subgrade (EBS) may be needed for remediation of yielding subgrade.
Granular fill should be compacted to at least 95% of maximum dry density as obtained by the
maximum Modified Proctor Density (ASTM D1557). If an open graded clean stone is used as
fill, a geotextile separator fabric might be necessary to provide an adequate separation between
the underlying subgrade and new fill and to prevent migration of the finer subgrade soils into the
void space of the new fill. The depth of EBS can be reduced if a biaxial geogrid is used, as
described below.
Geogrid:
A layer of BX 1200 geogrid or similar product can generally be used to reduce a 24-inch EBS to
a 12-inch EBS. A minimum of 10 inches of granular soil (which may include the base course
Taxiway F Reconstruction, General Mitchell International Airport May 20, 2016
GESTRA Engineering, Inc. Page 9 16011-10
material) is necessary over geogrid to provide proper confinement under the pavement section.
Use of geogrid is based on the following assumptions:
� The subgrade should be smoothed and shaped to the required grade prior to installation of
geogrid.
� No traffic or construction equipment will be allowed to travel directly over geogrid.
� The geogrid should be rolled out and pulled taut manually to remove wrinkles.
� Parallel strips should be overlapped at least 18 inches.
� Geogrid should be covered within 72 hours of installation.
4.2 Soil Parameters for Taxiway Pavement Design
From an evaluation of the available data, and referring to the information available in the Airport
Pavement Design and Evaluation Manual – U.S. Department of Transportation, Federal Aviation
Administration (AC No: 150/5320-6E, Chapter 2); we recommend that the specific pavement
design values outlined below be used in establishing the appropriate pavement section(s) for the
project.
The recommended average soil parameters for the project area are indicated in Table 4 assuming
that the subgrade soil is prepared as described in Section 4.1 of this report. These parameters
assume soil preparation has been performed as identified in this report and are based on a general
average Unified Soil Classification System (USCS) for the subgrade soils of CL.
Table 3 – Estimated Average Soil Parameters for Pavement Design
Design Parameters
Subgrade Preparation Minimal replacement Proof Roll and Replace
USCS Soils Classification CL CL
California Bearing Ratio (CBR), % 4 6
Modulus of Subgrade Reaction (k), pci 125 150
Drainage Characteristics Practically Impervious Practically Impervious
Frost Group a FG-3 FG-3
Maximum Dry Density b , pcf 128 128
Optimum Moisture content b , % 10 10
Notes:
a Frost group was estimated based on the guidelines provided in Airport Pavement Design
and Evaluation Manual – AC No: 150/5320-6E, Table 2-3.
b Based on Modified Proctor Density test (ASTM D1557) from auger cuttings of primarily
clay, with some sand and gravel base material. Not representative of the dark gray to
black soil with organic content over 4%.
Based on the observed soil conditions with relatively high moisture and organic matter, it is
likely that some areas of subgrade improvement may be needed. Additionally, the use of the
recommended design values is based on the following assumptions:
• The subgrade has been closely monitored during development of the subbase.
• The subgrade has been thoroughly and adequately compacted.
• Wet zones have been dried, drained, or removed.
Taxiway F Reconstruction, General Mitchell International Airport May 20, 2016
GESTRA Engineering, Inc. Page 10 16011-10
• Pockets of dissimilar material have been removed, replaced or mixed to achieve a
homogeneous subgrade.
• Adequate subgrade drainage has been achieved.
4.3 Drainage
One of the important considerations in constructing a high quality and durable pavement is
providing adequate drainage. Drainage design is outside of our scope for this project. Ponding
on the turf area near or along the pavement edge may reduce the structural capacity of the
pavement and affect the serviceability. We recommend a system along the edges of the taxiway
to provide adequate drainage in the base course. The existing catch basins and storm sewer
systems should also be maintained regularly to prevent flooding and long term ponding.
5.0 EXPLORATION AND TESTING PROCEDURES
5.1 Layout and Elevation Procedures
A total of eight SPT soil borings were completed at the locations shown on the attached Boring
Layout Plans in Appendix I. The borehole locations were selected, located on the field by
GESTRA and surveyed by Airport Engineering Department.
5.2 Field Testing Procedures
All of the boreholes were drilled using a CME 45 truck mounted drill rig. Each borehole was
initiated and drilled to the termination depth using 2¼ inch hollow stem augers. All
representative soil samples were taken in general accordance with the “Standard Method for
Penetration Test and Split-Barrel Sampling of Soils” (ASTM D1586). After collecting each
sample, a soil sample was retained and placed in a jar and recorded for type, color, consistency,
and moisture, sealed and then transported to the laboratory for further review and testing, if
required. The specific drilling method used including the depths, rig type, crew chief, and
borehole abandonment are included on each individual boring log.
5.3 Laboratory Testing Procedures
After completion of drilling operations, all of the retained soil samples were transported to
GESTRA’s laboratory and classified by a geotechnical engineer using the Unified Soil
Classification System (USCS) classification system. A chart describing the classification system
used is included in the Appendix I of this report. The engineer assigned laboratory testing suited
to extract important index properties of the soil layers. These tests included moisture and
organic content, Atterberg Limit, Modified Proctor density, P200 and unconfined compressive
strength tests. Results from the laboratory testing can be found on the individual boring logs and
in Appendix II of this report.
Taxiway F Reconstruction, General Mitchell International Airport May 20, 2016
GESTRA Engineering, Inc. Page 11 16011-10
STANDARD OF CARE
Our exploration was limited to evaluating subsurface soil and groundwater conditions pertaining
to the proposed project. GESTRA did not perform any environmental, chemical, or
hydrogeologic testing as these were not part of our work scope.
This report should be made available in its entirety to bidding contractors for information
purposes. The soil borings and site sketch should not be detached from this report. Our report is
not valid if used for purposes other than what is described in the report.
All OSHA regulations such as those regarding proper sloping and temporary shoring of
excavations should be followed during the entire construction process.
GESTRA has presented our professional opinions in this report in the form of recommendations.
Our opinions are based on our understanding of current project information and related accepted
engineering practices at the time of this report. Other than this, no warranty is implied or
intended.
Sincerely,
GESTRA Engineering, Inc.
Nayan Saha, PE Doug Bath, PE
Geotechnical Engineer Senior Engineer
APPENDIX I
SITE PICTURES, SITE LOCATION MAP, BORING LAYOUT PLAN,
TEST BORING LOGS AND NOMENCLATURE
Picture of Site Condition: P-1
Picture of Site Condition: P-2
Picture of Site Condition: P-3
Picture of Site Condition: P-4
GE
ST
RA
Engin
eeri
ng, In
c.191
W. E
dger
ton
Aven
ue
Mil
wau
kee
,W
I 5
3207
Phone:
(414)
933-7
444 F
ax:
(414)
933-7
844
ww
w.g
estr
ainc.
com
Dra
wn B
y:
NS
Dat
e:M
ay 1
8, 2016
Pro
ject
No.:
16011-1
0
Sca
le:
Not
- to
- s
cale
Dra
win
gT
itle
:S
ite
Loca
tion M
ap
Dra
win
g N
o.:
1 o
f 1
Pro
ject
Nam
e &
Loca
tio
n:
Tax
iway
F R
econst
ruct
ion P
roje
ctG
ener
al M
itch
ell
Inte
rnat
ional
Air
port
, M
ilw
aukee
,W
IC
hec
ked
By:
DB
B-1
GIL
ES
-3
B-1
B-2
B-4
N
NO
RT
H R
AM
P
LA
YT
ON
AV
E.
TB
-1
TB
-2
TB
-3
TB
-4
TB
-5
TB
-6
TB
-7
TB
-8
Sit
e L
ocati
on
GE
ST
RA
Engin
eeri
ng, In
c.191
W. E
dger
ton
Aven
ue
Mil
wau
kee
,W
I 5
3207
Phone:
(414)
933-7
444 F
ax:
(414)
933-7
844
ww
w.g
estr
ainc.
com
Dra
wn B
y:
NS
Dat
e:M
ay 1
8, 2016
Pro
ject
No.:
16011-1
0
Sca
le:
Not
- to
- s
cale
Dra
win
gT
itle
:B
ori
ng L
ayout
Pla
n
Dra
win
g N
o.:
1 o
f 1
Pro
ject
Nam
e &
Loca
tio
n:
Tax
iway
F R
econst
ruct
ion P
roje
ctG
ener
al M
itch
ell
Inte
rnat
ional
Air
port
, M
ilw
aukee
,W
IC
hec
ked
By:
DB
B-1
GIL
ES
-3
B-1
Note
- B
ase
ma
p w
ith
plo
tte
d b
ore
ho
les w
as p
rovid
ed
by
Airp
ort
En
gin
ee
rin
g D
ep
art
me
nt
B-2
B-4
N
NO
RT
H R
AM
P
LA
YT
ON
AV
E.
TB
-1
TB
-2
TB
-3
TB
-4
TB
-5
TB
-6
TB
-7
TB
-8
18
18
18
10
19
4676
369
237
367
36
SS
- 1
SS
- 2
SS
- 3
SS
- 4
CL
CL
4.50
3.50
1.50
ASPHALT (10.5")
0.88 (669.52)BASE COURSE (7")
1.46 (668.94)LEAN CLAY, trace organic, dark gray, moist, stiff
4 (666.4)LEAN CLAY, gray and brown mottled, moist, stiff tohard
Trace organic was observed in sample SS-3 andSS-4.
Color changed to gray at 9.5'
11 (659.4)End of Boring at 11.0 ft.
20.4
19.4
20.2
19.2
13
15
10
13
LOI= 4.8%
LOI= 4.5%
LOI= 1.3%
1 of 1
DRILLING RIG
DRILLING METHOD
WATER ENCOUNTERED DURING DRILLING: NE ft.
TB-1
N -
Val
ue
GMIA Improvement Project (Taxiway F)DATE DRILLING ENDED
PROJECT NAME
PROJECT LOCATION
SURFACE ELEVATION
Liqu
id L
imit
5/4/2016
Pla
stic
ity In
dex
LAB LOG / QC3¼" HSA
670.4 ft
FIELD LOG
Comments
WETDRY
5/4/2016
Dep
th (f
t)
Ele
vatio
n
N. Saha
CME 45
16011-10
BORING NUMBER
NOTE: Stratification lines between soil types represent the approximate boundary; gradual transition between in-situ soil layers should be expected.
PAGE NUMBER
WETDRY
FIRM: GESTRACREW CHIEF: K. Gorenschek
5
10
15
WATER LEVEL AFTER 0 HOURS: NMR
CAVE DEPTH AT COMPLETION: 3 ft.
Milwaukee, Wisconsin
US
CS
Cla
ssifi
catio
n
BORING DRILLED BY
Rec
over
y(in
)
Gra
phic
Soil Descriptionand Geological Origin for
Each Major Unit
670.0
665.0
660.0
NORTHING
Unc
onfin
ed C
omp.
Stre
ngth
(Quo
r Qp)
(tsf
)
Moi
stur
e C
onte
nt (%
)
DATE DRILLING STARTED
Blo
w C
ount
s
M. Rhodes
Wel
l Dia
gram
WATER & CAVE-IN OBSERVATION DATA
PROJECT NUMBER
Num
ber
and
Type
EASTING
WATER LEVEL AT COMPLETION: NE CAVE DEPTH AFTER 0 HOURS: NMR
356000
2530217
SOIL BORING LOG
Gestra Engineering Inc.191 W. Edgerton AvenueMilwaukee, WI 53207Phone: 414-933-7444, Fax: 414-933-7844
18
18
18
2
12
5688
232
358
248
24
SS
- 1
SS
- 2
SS
- 3
SS
- 4
CL
CL
ML
CL
ASPHALT (14")
1.17 (669.93)BASE COURSE (6")
1.67 (669.43)LEAN CLAY WITH ORGANIC, dark gray to black,moist, stiff
4 (667.1)LEAN CLAY, with silt lenses, trace organic, gray witholive gray layers, very moist to wet, soft to mediumstiff
6.5 (664.6)SANDY SILT, gray, wet, medium dense
9.5 (661.6)LEAN CLAY, with possible gravel, brown, moist, stiff
11 (660.1)End of Boring at 11.0 ft.
24.5
29.8
15.8
14
5
13
12
LOI= 6.7%
Poor recovery due topossible stone ( Driller'sobservation)
1 of 1
DRILLING RIG
DRILLING METHOD
WATER ENCOUNTERED DURING DRILLING: 6.5 ft.
TB-2
N -
Val
ue
GMIA Improvement Project (Taxiway F)DATE DRILLING ENDED
PROJECT NAME
PROJECT LOCATION
SURFACE ELEVATION
Liqu
id L
imit
5/4/2016
Pla
stic
ity In
dex
LAB LOG / QC3¼" HSA
671.1 ft
FIELD LOG
Comments
WETDRY
5/4/2016
Dep
th (f
t)
Ele
vatio
n
N. Saha
CME 45
16011-10
BORING NUMBER
NOTE: Stratification lines between soil types represent the approximate boundary; gradual transition between in-situ soil layers should be expected.
PAGE NUMBER
WETDRY
FIRM: GESTRACREW CHIEF: K. Gorenschek
5
10
15
WATER LEVEL AFTER 0 HOURS: NMR
CAVE DEPTH AT COMPLETION: 6.5 ft.
Milwaukee, Wisconsin
US
CS
Cla
ssifi
catio
n
BORING DRILLED BY
Rec
over
y(in
)
Gra
phic
Soil Descriptionand Geological Origin for
Each Major Unit
670.0
665.0
660.0
NORTHING
Unc
onfin
ed C
omp.
Stre
ngth
(Quo
r Qp)
(tsf
)
Moi
stur
e C
onte
nt (%
)
DATE DRILLING STARTED
Blo
w C
ount
s
M. Rhodes
Wel
l Dia
gram
WATER & CAVE-IN OBSERVATION DATA
PROJECT NUMBER
Num
ber
and
Type
EASTING
WATER LEVEL AT COMPLETION: NE CAVE DEPTH AFTER 0 HOURS: NMR
356038
2530362
SOIL BORING LOG
Gestra Engineering Inc.191 W. Edgerton AvenueMilwaukee, WI 53207Phone: 414-933-7444, Fax: 414-933-7844
15
18
18
18
8468
689
259
246
SS
- 1
SS
- 2
SS
- 3
SS
- 4
SM
CL
3.50
2.00
ASPHALT (12")
1 (670.4)BASE COURSE (6")
1.5 (669.9)FILL, lean clay, with sand, trace gravel, brown anddark brown mixed, moist
4 (667.4)SILTY SAND, trace gravel, brown, moist, mediumdense (Possible Fill)
6.5 (664.9)LEAN CLAY, brown, moist, very stiff
Color changed to gray at 9.5'
11 (660.4)End of Boring at 11.0 ft.
17.4
19.9
23.1
10
17
14
10
P200 =14.4%
1 of 1
DRILLING RIG
DRILLING METHOD
WATER ENCOUNTERED DURING DRILLING: NE ft.
TB-3
N -
Val
ue
GMIA Improvement Project (Taxiway F)DATE DRILLING ENDED
PROJECT NAME
PROJECT LOCATION
SURFACE ELEVATION
Liqu
id L
imit
5/4/2016
Pla
stic
ity In
dex
LAB LOG / QC3¼" HSA
671.4 ft
FIELD LOG
Comments
WETDRY
5/4/2016
Dep
th (f
t)
Ele
vatio
n
N. Saha
CME 45
16011-10
BORING NUMBER
NOTE: Stratification lines between soil types represent the approximate boundary; gradual transition between in-situ soil layers should be expected.
PAGE NUMBER
WETDRY
FIRM: GESTRACREW CHIEF: K. Gorenschek
5
10
15
WATER LEVEL AFTER 0 HOURS: NMR
CAVE DEPTH AT COMPLETION: 6 ft.
Milwaukee, Wisconsin
US
CS
Cla
ssifi
catio
n
BORING DRILLED BY
Rec
over
y(in
)
Gra
phic
Soil Descriptionand Geological Origin for
Each Major Unit
670.0
665.0
660.0
NORTHING
Unc
onfin
ed C
omp.
Stre
ngth
(Quo
r Qp)
(tsf
)
Moi
stur
e C
onte
nt (%
)
DATE DRILLING STARTED
Blo
w C
ount
s
M. Rhodes
Wel
l Dia
gram
WATER & CAVE-IN OBSERVATION DATA
PROJECT NUMBER
Num
ber
and
Type
EASTING
WATER LEVEL AT COMPLETION: NE CAVE DEPTH AFTER 0 HOURS: NMR
356010
2530612
SOIL BORING LOG
Gestra Engineering Inc.191 W. Edgerton AvenueMilwaukee, WI 53207Phone: 414-933-7444, Fax: 414-933-7844
15
18
1
18
589
368
356
131816
SS
- 1
SS
- 2
SS
- 3
SS
- 4
CL
CL
4.50
3.50
4.5+
ASPHALT (14.5")
1.21 (670.79)BASE COURSE (4")
1.54 (670.46)LEAN CLAY, with silt lenses, brown and graymottled, moist, very stiff to hard
Color changed to brown and trace gravel observedbelow 4.5'
10 (662)LEAN CLAY WITH SAND, trace gravel, gray, moist,hard
11 (661)End of Boring at 11.0 ft.
17.3
19.8
16.1
12.7
17
14
11
34
Poor recovery due topossible stone (Driller'sobservation)
1 of 1
DRILLING RIG
DRILLING METHOD
WATER ENCOUNTERED DURING DRILLING: NE ft.
TB-4
N -
Val
ue
GMIA Improvement Project (Taxiway F)DATE DRILLING ENDED
PROJECT NAME
PROJECT LOCATION
SURFACE ELEVATION
Liqu
id L
imit
5/4/2016
Pla
stic
ity In
dex
LAB LOG / QC3¼" HSA
672 ft
FIELD LOG
Comments
WETDRY
5/4/2016
Dep
th (f
t)
Ele
vatio
n
N. Saha
CME 45
16011-10
BORING NUMBER
NOTE: Stratification lines between soil types represent the approximate boundary; gradual transition between in-situ soil layers should be expected.
PAGE NUMBER
WETDRY
FIRM: GESTRACREW CHIEF: K. Gorenschek
5
10
15
WATER LEVEL AFTER 0 HOURS: NMR
CAVE DEPTH AT COMPLETION: 5 ft.
Milwaukee, Wisconsin
US
CS
Cla
ssifi
catio
n
BORING DRILLED BY
Rec
over
y(in
)
Gra
phic
Soil Descriptionand Geological Origin for
Each Major Unit
670.0
665.0
660.0
NORTHING
Unc
onfin
ed C
omp.
Stre
ngth
(Quo
r Qp)
(tsf
)
Moi
stur
e C
onte
nt (%
)
DATE DRILLING STARTED
Blo
w C
ount
s
M. Rhodes
Wel
l Dia
gram
WATER & CAVE-IN OBSERVATION DATA
PROJECT NUMBER
Num
ber
and
Type
EASTING
WATER LEVEL AT COMPLETION: NE CAVE DEPTH AFTER 0 HOURS: NMR
356047
2530821
SOIL BORING LOG
Gestra Engineering Inc.191 W. Edgerton AvenueMilwaukee, WI 53207Phone: 414-933-7444, Fax: 414-933-7844
18
18
18
15
367
247
367
3514
SS
- 1
SS
- 2
SS
- 3
SS
- 4
CL
SP-SM
CL
3.50
2.50
2.75
ASPHALT (12.5")
1.04 (671.06)BASE COURSE (6")
1.54 (670.56)LEAN CLAY WITH SAND, trace gravel, dark gray,moist, very stiff
4 (668.1)SAND WITH SILT, brownish gray, very moist to wet,medium dense
7.5 (664.6)LEAN CLAY, trace gravel, very moist to wet, very stiff
11 (661.1)End of Boring at 11.0 ft.
15.8
14.8
18.1
13
11
13
19
P200 = 8.9%
1 of 1
DRILLING RIG
DRILLING METHOD
WATER ENCOUNTERED DURING DRILLING: 4.5 ft.
TB-5
N -
Val
ue
GMIA Improvement Project (Taxiway F)DATE DRILLING ENDED
PROJECT NAME
PROJECT LOCATION
SURFACE ELEVATION
Liqu
id L
imit
5/4/2016
Pla
stic
ity In
dex
LAB LOG / QC3¼" HSA
672.1 ft
FIELD LOG
Comments
WETDRY
5/4/2016
Dep
th (f
t)
Ele
vatio
n
N. Saha
CME 45
16011-10
BORING NUMBER
NOTE: Stratification lines between soil types represent the approximate boundary; gradual transition between in-situ soil layers should be expected.
PAGE NUMBER
WETDRY
FIRM: GESTRACREW CHIEF: K. Gorenschek
5
10
15
WATER LEVEL AFTER 0 HOURS: NMR
CAVE DEPTH AT COMPLETION: 3.5 ft.
Milwaukee, Wisconsin
US
CS
Cla
ssifi
catio
n
BORING DRILLED BY
Rec
over
y(in
)
Gra
phic
Soil Descriptionand Geological Origin for
Each Major Unit
670.0
665.0
660.0
NORTHING
Unc
onfin
ed C
omp.
Stre
ngth
(Quo
r Qp)
(tsf
)
Moi
stur
e C
onte
nt (%
)
DATE DRILLING STARTED
Blo
w C
ount
s
M. Rhodes
Wel
l Dia
gram
WATER & CAVE-IN OBSERVATION DATA
PROJECT NUMBER
Num
ber
and
Type
EASTING
WATER LEVEL AT COMPLETION: NE CAVE DEPTH AFTER 0 HOURS: NMR
356027
2530952
SOIL BORING LOG
Gestra Engineering Inc.191 W. Edgerton AvenueMilwaukee, WI 53207Phone: 414-933-7444, Fax: 414-933-7844
12
16
18
18
35266
269
246
3910
55
SS
- 1
SS
- 2
SS
- 3
SS
- 4
CH
CL
SC
2.50
3.00
2.50
ASPHALT (10.5")
0.88 (671.92)BASE COURSE (8.5")
1.58 (671.22)FAT CLAY, trace sand and organic, dark gray, moist,very stiff
4 (668.8)LEAN CLAY, brown and gray mottled, moist, verystiff
9 (663.8)CLAYEY SAND, trace gravel, brown, very moist towet, medium dense
11 (661.8)End of Boring at 11.0 ft.
23.6
19.9
24.1
12
15
10
19
1 of 1
DRILLING RIG
DRILLING METHOD
WATER ENCOUNTERED DURING DRILLING: 9.5 ft.
TB-6
N -
Val
ue
GMIA Improvement Project (Taxiway F)DATE DRILLING ENDED
PROJECT NAME
PROJECT LOCATION
SURFACE ELEVATION
Liqu
id L
imit
5/4/2016
Pla
stic
ity In
dex
LAB LOG / QC3¼" HSA
672.8 ft
FIELD LOG
Comments
WETDRY
5/4/2016
Dep
th (f
t)
Ele
vatio
n
N. Saha
CME 45
16011-10
BORING NUMBER
NOTE: Stratification lines between soil types represent the approximate boundary; gradual transition between in-situ soil layers should be expected.
PAGE NUMBER
WETDRY
FIRM: GESTRACREW CHIEF: K. Gorenschek
5
10
15
WATER LEVEL AFTER 0 HOURS: NMR
CAVE DEPTH AT COMPLETION: 6 ft.
Milwaukee, Wisconsin
US
CS
Cla
ssifi
catio
n
BORING DRILLED BY
Rec
over
y(in
)
Gra
phic
Soil Descriptionand Geological Origin for
Each Major Unit
670.0
665.0
660.0
NORTHING
Unc
onfin
ed C
omp.
Stre
ngth
(Quo
r Qp)
(tsf
)
Moi
stur
e C
onte
nt (%
)
DATE DRILLING STARTED
Blo
w C
ount
s
M. Rhodes
Wel
l Dia
gram
WATER & CAVE-IN OBSERVATION DATA
PROJECT NUMBER
Num
ber
and
Type
EASTING
WATER LEVEL AT COMPLETION: NE CAVE DEPTH AFTER 0 HOURS: NMR
356056
2531202
SOIL BORING LOG
Gestra Engineering Inc.191 W. Edgerton AvenueMilwaukee, WI 53207Phone: 414-933-7444, Fax: 414-933-7844
4
5
12
15
4
57
445
135
124
368
SS
- 1
SS
- 2
SS
- 3
SS
- 4
SS
- 5
CL
CL
1.00
1.50
ASPHALT (8.5")
0.7 (671.5)BASE COURSE (8")
1.38 (670.82)FILL, silty sand with gravel, clay pockets andrecycled asphalt, dark brown, moist
2 (670.2)LEAN CLAY, trace organic, dark gray, moist, stiff
4 (668.2)LEAN CLAY, with silt lenses, gray and brownmottled, moist, stiff to very stiff
Color changed to brown at 7'
11 (661.2)End of Boring at 11.0 ft.
24.1
20.8
19
19.4
9
8
6
14
LOI= 4.0%
Qu= 2.51 tsfWet density= 131.3 pcfDry density= 108.7 pcf
1 of 1
DRILLING RIG
DRILLING METHOD
WATER ENCOUNTERED DURING DRILLING: NE ft.
TB-7
N -
Val
ue
GMIA Improvement Project (Taxiway F)DATE DRILLING ENDED
PROJECT NAME
PROJECT LOCATION
SURFACE ELEVATION
Liqu
id L
imit
5/4/2016
Pla
stic
ity In
dex
LAB LOG / QC3¼" HSA
672.2 ft
FIELD LOG
Comments
WETDRY
5/4/2016
Dep
th (f
t)
Ele
vatio
n
N. Saha
CME 45
16011-10
BORING NUMBER
NOTE: Stratification lines between soil types represent the approximate boundary; gradual transition between in-situ soil layers should be expected.
PAGE NUMBER
WETDRY
FIRM: GESTRACREW CHIEF: K. Gorenschek
5
10
15
WATER LEVEL AFTER 0 HOURS: NMR
CAVE DEPTH AT COMPLETION: 3 ft.
Milwaukee, Wisconsin
US
CS
Cla
ssifi
catio
n
BORING DRILLED BY
Rec
over
y(in
)
Gra
phic
Soil Descriptionand Geological Origin for
Each Major Unit
670.0
665.0
660.0
NORTHING
Unc
onfin
ed C
omp.
Stre
ngth
(Quo
r Qp)
(tsf
)
Moi
stur
e C
onte
nt (%
)
DATE DRILLING STARTED
Blo
w C
ount
s
M. Rhodes
Wel
l Dia
gram
WATER & CAVE-IN OBSERVATION DATA
PROJECT NUMBER
Num
ber
and
Type
EASTING
WATER LEVEL AT COMPLETION: NE CAVE DEPTH AFTER 0 HOURS: NMR
356033
2531416
SOIL BORING LOG
Gestra Engineering Inc.191 W. Edgerton AvenueMilwaukee, WI 53207Phone: 414-933-7444, Fax: 414-933-7844
12
10
15
18
18
33
345
467
345
246
SS
- 1
SS
- 2
SS
- 3
SS
- 4
SS
- 5
CL-ML
CL
SM
CL
2.00
4.00
2.00
3.50
ASPHALT (8")
0.67 (671.43)BASE COURSE (10")
1.5 (670.6)SILTY CLAY, trace organic, dark gray, moist,medium stiff to stiff
4 (668.1)LEAN CLAY, gray and brown mottled, moist, hard
6.5 (665.6)SILTY SAND, brown, wet, loose
7.5 (664.6)LEAN CLAY, brown, moist, very stiff
Color changed to gray at 9.5'
11 (661.1)End of Boring at 11.0 ft.
20.2
21.2
18.1
21.9
20.6
9
13
9
10
LOI= 3.2%
1 of 1
DRILLING RIG
DRILLING METHOD
WATER ENCOUNTERED DURING DRILLING: 6.5 ft.
TB-8
N -
Val
ue
GMIA Improvement Project (Taxiway F)DATE DRILLING ENDED
PROJECT NAME
PROJECT LOCATION
SURFACE ELEVATION
Liqu
id L
imit
5/4/2016
Pla
stic
ity In
dex
LAB LOG / QC3¼" HSA
672.1 ft
FIELD LOG
Comments
WETDRY
5/4/2016
Dep
th (f
t)
Ele
vatio
n
N. Saha
CME 45
16011-10
BORING NUMBER
NOTE: Stratification lines between soil types represent the approximate boundary; gradual transition between in-situ soil layers should be expected.
PAGE NUMBER
WETDRY
FIRM: GESTRACREW CHIEF: K. Gorenschek
5
10
15
WATER LEVEL AFTER 0 HOURS: NMR
CAVE DEPTH AT COMPLETION: 6 ft.
Milwaukee, Wisconsin
US
CS
Cla
ssifi
catio
n
BORING DRILLED BY
Rec
over
y(in
)
Gra
phic
Soil Descriptionand Geological Origin for
Each Major Unit
670.0
665.0
660.0
NORTHING
Unc
onfin
ed C
omp.
Stre
ngth
(Quo
r Qp)
(tsf
)
Moi
stur
e C
onte
nt (%
)
DATE DRILLING STARTED
Blo
w C
ount
s
M. Rhodes
Wel
l Dia
gram
WATER & CAVE-IN OBSERVATION DATA
PROJECT NUMBER
Num
ber
and
Type
EASTING
WATER LEVEL AT COMPLETION: NE CAVE DEPTH AFTER 0 HOURS: NMR
356087
2531554
SOIL BORING LOG
Gestra Engineering Inc.191 W. Edgerton AvenueMilwaukee, WI 53207Phone: 414-933-7444, Fax: 414-933-7844
GESTRA Engineering, Inc server_share\report\10-geotechnical\General Notes.doc
GENERAL NOTES DRILLING AND SAMPLING SYMBOLS TEST SYMBOLS
SYMBOL HSA RWB _FA _HA _DC _RC PD CS DM JW SS _L ST 3TP _TO W B P _Q _X CR NSR NMR
DEFINITION Hollow Stem Auger Rotary Wash Boring (Mud Drilling) 4”, 6” or 10” Diameter Flight Auger 2”, 4” or 6” Hand Auger 2 1/2” , 4” , 5” or 6” Steel Drive Casing Size A, B, or N Rotary Casing Pipe Drill or Cleanout Tube Continuous Split Spoon Sampling Drill Mud Jetting Water 2” O.D. Split Spoon Sample 2 1/2” or 3 1/2” O.D. SB Liner Sample 3” Thin Walled Tube Sample (Shelby Tube) 3” Thin Walled Tube (Pitcher Sampler) 2” or 3” Thin Walled Tube (Osterberg Sampler) Wash Sample Bag Sample Test Pit Sample BQ, NQ, or PQ Wireline System AX, BX, or NX Double Tube Barrel Core Recovery – Percent No Sample Recovered, classification based on action of drilling, equipment and/or material noted in drilling fluid or on sampling bit. No Measurement Recorded, primarily due to presence of drilling or coring fluid. Water Level Symbol
SYMBOL MC OC DD LL, PL
DEFINITION Moisture Content - % of Dry Wt. – ASTM D 2216 Organic Content - % of Dry Wt. – ASTM D 2974 Dry Density – Pounds Per Cubic Foot Liquid and Plastic Limit – ASTM D 4318
Additional Insertions Qu Qp Ts G SL OC SP PS FS pH SC CC C* Qc* D.S.* K* D* DH* MA* R E* PM* VS* IR* RQD
Unconfined Comp. Strength-psf – ASTM D 2166 Penetrometer Reading – Tons/Square Foot Torvane Reading – Tons/Square Foot Specific Gravity – ASTM D 854 Shrinkage Limits – ASTM D 427 Organic Content – Combustion Method Swell Pressure - Tons/Square Foot Percent Swell Free Swell – Percent Hydrogen Ion Content. Meter Method Sulfate Content – Parts/ Million, same as mg/L Chloride Content - Parts/ Million, same as mg/L One Dimensional Consolidation – ASTM D 2453 Triaxial Compression Direct Shear – ASTM D 3080 Coefficient of Permeability – cm/sec Dispersion test Double Hydrometer – ASTM D 4221 Particle Size Analysis – ASTM D 422 Laboratory Receptivity, in ohm – cm – ASTM G 57 Pressuremeter Deformation Modulus – TSF Pressuremeter Test Field Vane Shear – ASTM D 2573 Infiltrometer Test – ASTM D 3385 Rock Quality Designation – Percent *See attached data sheet or graph
WATER LEVEL Water levels shown on the boring logs are the levels measured in the borings at the time and under the conditions indicated. In sand, the indicated levels may be considered reliable ground water levels. In clay soil, it may not be possible to determine the ground water level within the normal time required for test borings, except where lenses or layers of more pervious waterbearing soil are present. Even then, an extended period of time may be necessary to reach equilibrium. Therefore, the position of the water level symbol for cohesive or mixed texture soils may not indicate the true level of the ground water table. Perched water refers to water above an impervious layer, thus impeded in reaching the water table. The available water level information is given at the bottom of the log sheet.
DESCRIPTIVE TERMINOLOGY DENSITY
TERM Very Loose Loose Medium Dense Dense Very Dense
“N” VALUE
0-4 4-10
10-30 30-50
Over 50
CONSISTENCY TERM
Very Soft Soft Medium Stiff Stiff Very Stiff Hard
Unconfined Compressive Strength, (tsf)
<0.25 0.25 - 0.49 0.5 - 0.99 1.0 - 1.99 2.0 - 3.99
4.0+
“N” VALUE
0-2 2-4 4-8 8-16
16-30 Over 30
Lamination Layer Lens Varved Dry Moist Wet Water bearing
Up to 1/2” thick stratum 1/2” to 6” thick stratum 1/2” to 6” discontinuous stratum Alternating laminations Powdery, no noticeable water Below saturation Saturated, above liquid limit Pervious soil below water
Standard “N” Penetration: Blows per Foot of a 140 Pound Hammer Falling 30 inches on a 2 inch OD Split Barrel Sampler
RELATIVE GRAVEL PROPORTIONS RELATIVE SIZES CONDITION
Coarse Grained Soils
Fine Grained Soils 15-29% + No. 200 15-29% + No. 200
30% + No. 200 30% + No. 200 30% + No. 200
TERM trace of gravel
with gravel
trace of gravel with gravel
trace of gravel
with gravel gravelly
RANGE 2-14%
15-49%
2-14% 15-29%
2-14%
15-24% 25-49%
Boulder Cobble Gravel
Coarse Fine Sand
Coarse Medium
Fine Silt & Clay
Over 12” 3” - 12”
3/4” - 3” #4 – 3/4”
#4 - #10
#10 - #40 #40- #200
- # 200, Based on Plasticity
Group
Symble
Coarse-Grained Soils Gravels Clean Gravels Less
than 5% fines C
Cu≥ 4 and 1≤ Cc ≤3E GW Well graded gravel
F
More than 50% retained on More than 50% coarse Less than 5% fines C
Cu< 4 and/or 1> Cc >3E GP Poorly graded gravel
F
No. 200 sieve fraction retained on Gravels with Fines
More than 12% fines C
GM Silty gravel F.G.H.
No. 4 sieve more than 12% fines C GC Clayey gravel
F.G.H.
Sands Clean sandss Cu≥ 6 and 1≤ Cc ≤3E SW Well graded sand
I
50% or more of coarse Less than 5% fines D
Cu< 6 and/or 1> Cc >3E SP Poorly graded sand
I
fraction passes No. Sands with Fines
More than 12% fines D
SM Silty sand G.H.I
4 sieve more than 12% fines D SC Clayey sand
G.H.I
Fine-Grained Soils Silts and Clays inorganic PI >7 and plots on or above
50% or more passes the Liquid Limit less than 50 " A" line
No. 200 sieve PI<4 or plots below " A "
line
organic OL Organic clay K.L.M.N
Organic Silt K.L.M.O
Silts and Clays inorganic PI plots on or above " A " line CH Fat clay K.L.M
Liquid Limit 50 or more PI plots below " A " line MH Elastic silt K.L.M
Organic OH Organic clay K.L.M.P
Organic Silt K.L.M.Q
Highly organic Soils Primarily organic matter, dark in color, and organic odor PT Peat
Fibric Peat > 67% Fibers Hemic Peat 33 % - 67 % Fiberssapric Peat < 33% Fibers
ABased on the material passing the 3-in (75- mm)sieve
E ( D30 )2 J
If Atterberg limits plot in hatched area, soil is a CL_ML
BIf field sample contained cobbles or boulders, or both. add D10 x D60 silty clay
with cobbles or boulders, or both to group name If soil contains 15 to 29% plus No. 200, add, "with sand"
CGravels with 5 to 12 % fines require dual symbols:
FIf soil contains ≥ 15% sand, add "with sand" to group or " with gravel", whichever is predominent
GW - GM well-graded gravel with silt name LIf soil contains ≥ 30% plus No.200, predominantly sand,
GW - GC well-graded gravel with clayG
If fines classify as CL-ML, use dual symbol GC-GM. or add "sandy" to the group name
GP - GM poorly-graded gravel with Silt SC-SM MIf soil contains ≥ 30% plus No.200, predominantly
GP - GC poorly-graded gravel with clayH
If fines are organic, add "with organic fines" to group gravel add "gravelly" to the group name
DSands with 5 to 12 % fines require dual symbols: name. N
PI ≥4 and plots on or above "A" Line
SW -SM well-graded sand with siltI
If soil contains ≥15% gravel, add "with gravel" to O
PI < 4 or plots below "A" Line
SW - SC well-graded sand with clay group name. PPI plots on or above "A" Line
SP - SM poorly-graded sand with SiltQ
PI plots below "A" Line
SP - SC poorly-graded sand with clay
< 0.75
Cc =
Liquid limit - not dried
"A" l
ine
"U" li
ne
Liquid limit - oven dried< 0.75
Liquid limit - not dried
Fines Classify as ML or MH
Fines classify as CL or CH
Lean clay K.L.M
ML Silt K.L.M
Liquid limit - oven dried
CL
SOIL ENGINEERING
Soil ClassificationB
Group NameCriteria for Assigning GroupSymbols and Group Names Using Laboratory Tests A
SOILS CLASSIFICATION FOR ENGINEERING PURPOSES
ASTM Designation: D 2487 - 83
(Based on Unified Soil Classification System)
Fines Classify as ML or MH
Fines classify as CL or CH
"A" l
ine
"U" li
ne
CH OR O
H
CH OR O
H
CL OR O
L
MH OR OH
D60
D10
Geotechnical -Structural- Pavement - Construction Materials
ML or OL
CL OR O
L
Cu=
0
10
20
30
40
50
60
0 10 20 30 40 50 60 70 80 90 100 110
PL
AS
TIC
ITY
IN
DE
X (
PI)
LIQUID LIMIT (LL)
47 CL - ML
For classification of fine grained soilsand fine-grained fraction of coarse - grainedSoils.
Equation of "A" - LineHorizontal at PI = 4 to LL=25.5then PI = 0.73 (LL-20)
Equation of "U" - LineVertical at LL = 16 to PI=7then PI = 0.9 (LL-8)
16
0102030405060708090
100
0.0
1
0.11
10
3 2 1 1
/2
1 3/4
3/8
#4
#10
#40
#100
#200
100
80
60
40
20
00
SIEVE NO.SCREEN -in
PARTICLE SIZE IN MILIMETERS
SIEVE ANALYSIS
PE
RC
EN
T P
AS
SIN
G
PE
RC
EN
T R
ET
AIN
ED
D30= 2.5 mm
D10= 0.75 mm
D60 = 15 mm
═15
0.075 ═ 200 Cc =
(D30)2
D60X D10
= 15X 0.075
(2.5) 2
= 5.6
D60 = 15 mm
D60
D10
Cu =
GESTRA Engineering, Inc ASTM D2487-83, Classification.xls
APPENDIX II
LABORATORY TEST RESULTS
GE
ST
RA
En
gin
eeri
ng
, In
c
191 W
. E
dger
ton A
ve
Mil
wau
kee
, W
I 53207
Phone:
(414)
933-7
444; F
ax: (4
14)
933-7
844
Date:
Report To:
Project Location:
D2216,
D 2
974
TB
1T
B 1
TB
1T
B 1
12
34
PC
107
Y1
PC
571
PC
105
61.4
423.8
466.2
057.9
8
124.7
047.6
6106.4
4129.2
5
113.9
743.7
999.6
7117.7
5
111.4
598.1
6116.9
7
Wei
ght
of
Sam
ple
for
Den
sity
(lb
s)
20.4
19.4
20.2
19.2
4.8
4.5
1.3
TB
-2T
B-2
TB
-2
12
4
PC
701
B8
Q6
47.9
026.7
224.0
0
103.7
248.6
538.5
5
92.7
443.6
136.5
6
89.7
2
Wei
ght
of
Sam
ple
for
Den
sity
(lb
s)
24.5
29.8
15.8
6.7
Perform
ed by
BJB
Reviewed by NS
Dry
Den
sity
(pcf
)
Org
anic
Conte
nt
(%)
Wet
Den
sity
(pcf
)
Org
anic
Conte
nt
(%)
Wei
ght
of
Wet
Soil
and C
up (
g)
Wei
ght
of
Dry
Soil
and C
up (
g)
Wei
ght
of
Soil
and C
up A
fter
Burn
(g)
Bori
ng N
um
ber
Sam
ple
Num
ber
Dia
met
er (
in)
Len
gth
(in)
Mois
ture
Conte
nt
(%)
Wei
ght
of
Cup (
g)
Wet
Den
sity
(pcf
)
Dry
Den
sity
(pcf
)
Cup N
um
ber
Len
gth
(in)
Mois
ture
Conte
nt
(%)
May 5, 2016
GMIA
GMIA
Improvem
ent Project
16011-10
Sam
ple
Num
ber
Cup N
um
ber
Bori
ng N
um
ber
Wei
ght
of
Cup (
g)
Wei
ght
of
Wet
Soil
and C
up (
g)
Wei
ght
of
Dry
Soil
and C
up (
g)
Wei
ght
of
Soil
and C
up A
fter
Burn
(g)
Dia
met
er (
in)
Milwaukee, W
I
Project Nam
e:
Project Number:
ASTM Designation:
Lab
ora
tory
Tes
t R
esu
lts
of
Mois
ture
Con
ten
t, O
rgan
ic C
on
ten
t, a
nd
Den
sity
of
Soil
Geote
ch
nic
al-
Str
uctu
ral-
Pavem
en
t-C
on
str
ucti
on
Mate
ria
l
GE
ST
RA
En
gin
eeri
ng
, In
c
191 W
. E
dger
ton A
ve
Mil
wau
kee
, W
I 53207
Phone:
(414)
933-7
444; F
ax: (4
14)
933-7
844
Date:
Report To:
Project Location:
D2216,
D 2
974
TB-3
TB-3
TB-3
13
4
M10
P6
Q11
24.15
27.42
24.85
48.35
55.11
48.90
44.77
50.52
44.38
Wei
ght
of
Sam
ple
for
Den
sity
(lb
s)
17.4
19.9
23.1
TB-4
TB-4
TB-4
TB-4
TB-4
12
34A
4
A6
A7
Y9
V5
P8
23.99
25.11
25.32
22.37
26.52
44.97
49.54
36.85
50.93
50.25
41.88
45.50
35.25
46.13
47.58
Wei
ght
of
Sam
ple
for
Den
sity
(lb
s)
17.3
19.8
16.1
20.2
12.7
Perform
ed by
BJB
Reviewed by NS
Dry
Den
sity
(pcf
)
Org
anic
Conte
nt
(%)
Wet
Den
sity
(pcf
)
Org
anic
Conte
nt
(%)
Wei
ght
of
Wet
Soil
and C
up (
g)
Wei
ght
of
Dry
Soil
and C
up (
g)
Wei
ght
of
Soil
and C
up A
fter
Burn
(g)
Bori
ng N
um
ber
Sam
ple
Num
ber
Dia
met
er (
in)
Len
gth
(in)
Mois
ture
Conte
nt
(%)
Wei
ght
of
Cup (
g)
Wet
Den
sity
(pcf
)
Dry
Den
sity
(pcf
)
Cup N
um
ber
Len
gth
(in)
Mois
ture
Conte
nt
(%)
May 5, 2016
GMIA
GMIA
Improvem
ment project
16011-10
Sam
ple
Num
ber
Cup N
um
ber
Bori
ng N
um
ber
Wei
ght
of
Cup (
g)
Wei
ght
of
Wet
Soil
and C
up (
g)
Wei
ght
of
Dry
Soil
and C
up (
g)
Wei
ght
of
Soil
and C
up A
fter
Burn
(g)
Dia
met
er (
in)
Milwaukee Co., WI
Project Nam
e:
Project Number:
ASTM Designation:
Lab
ora
tory
Tes
t R
esu
lts
of
Mois
ture
Con
ten
t, O
rgan
ic C
on
ten
t, a
nd
Den
sity
of
Soil
Geote
ch
nic
al-
Str
uctu
ral-
Pavem
en
t-C
on
str
ucti
on
Mate
ria
l
GE
ST
RA
En
gin
eeri
ng
, In
c
191 W
. E
dger
ton A
ve
Mil
wau
kee
, W
I 53207
Phone:
(414)
933-7
444; F
ax: (4
14)
933-7
844
Date:
Rep
ort T
o:
Pro
ject L
oca
tion:
D2216,
D 2
974
TB-5
TB-5
TB-5
13A
4
q3
y91
a5
26.69
26.24
26.84
49.76
52.92
48.98
46.62
49.48
45.59
Wei
ght
of
Sam
ple
for
Den
sity
(lb
s)
15.8
14.8
18.1
TB-6
TB-6
TB-6
12
3
y8
m8
v1
26.06
23.89
24.30
51.58
44.11
47.82
46.71
40.76
43.25
Wei
ght
of
Sam
ple
for
Den
sity
(lb
s)
23.6
19.9
24.1
Perfo
rmed
by
BJB
Rev
iewed
byNS
Pro
ject N
ame:
Pro
ject N
umber:
ASTM
Des
ignation:
Lab
ora
tory
Tes
t R
esu
lts
of
Mois
ture
Con
ten
t, O
rgan
ic C
on
ten
t, a
nd
Den
sity
of
Soil
Len
gth
(in)
Mois
ture
Conte
nt
(%)
May
5, 2016
GM
IA
GM
IA Impro
vem
men
t pro
ject
16011-1
0
Sam
ple
Num
ber
Cup N
um
ber
Bori
ng N
um
ber
Wei
ght
of
Cup (
g)
Wei
ght
of
Wet
Soil
and C
up (
g)
Wei
ght
of
Dry
Soil
and C
up (
g)
Wei
ght
of
Soil
and C
up A
fter
Burn
(g)
Dia
met
er (
in)
Milwau
kee
Co., W
I
Dry
Den
sity
(pcf
)
Org
anic
Conte
nt
(%)
Wet
Den
sity
(pcf
)
Org
anic
Conte
nt
(%)
Wei
ght
of
Wet
Soil
and C
up (
g)
Wei
ght
of
Dry
Soil
and C
up (
g)
Wei
ght
of
Soil
and C
up A
fter
Burn
(g)
Bori
ng N
um
ber
Sam
ple
Num
ber
Dia
met
er (
in)
Len
gth
(in)
Mois
ture
Conte
nt
(%)
Wei
ght
of
Cup (
g)
Wet
Den
sity
(pcf
)
Dry
Den
sity
(pcf
)
Cup N
um
ber
Geote
ch
nic
al-
Str
uctu
ral-
Pavem
en
t-C
on
str
ucti
on
Mate
ria
l
GE
ST
RA
En
gin
eeri
ng
, In
c
191 W
. E
dger
ton A
ve
Mil
wau
kee
, W
I 53207
Phone:
(414)
933-7
444; F
ax: (4
14)
933-7
844
Date:
Report To:
Project Location:
D2216,
D 2
974
TB
-7T
B-7
TB
-7T
B-7
23
45
PC
101
M7
Y4
T8
69.3
323.0
225.7
624.0
3
120.1
151.5
150.9
945.9
4
110.2
546.6
146.9
742.3
8
108.6
2
Wei
ght
of
Sam
ple
for
Den
sity
(lb
s)
24.1
20.8
19.0
19.4
4.0
TB
-8T
B-8
TB
-8T
B-8
TB
-8
12
34A
5
PC
CP
9Y
3J41
P7
65.5
523.7
726.3
724.9
227.7
7
122.3
350.1
643.7
046.5
051.1
0
112.8
045.5
541.0
442.6
247.1
2
111.3
1
Wei
ght
of
Sam
ple
for
Den
sity
(lb
s)
20.2
21.2
18.1
21.9
20.6
3.2
Perform
ed by
BJB
Reviewed by NS
Dry
Den
sity
(pcf
)
Org
anic
Conte
nt
(%)
Wet
Den
sity
(pcf
)
Org
anic
Conte
nt
(%)
Wei
ght
of
Wet
Soil
and C
up (
g)
Wei
ght
of
Dry
Soil
and C
up (
g)
Wei
ght
of
Soil
and C
up A
fter
Burn
(g)
Bori
ng N
um
ber
Sam
ple
Num
ber
Dia
met
er (
in)
Len
gth
(in)
Mois
ture
Conte
nt
(%)
Wei
ght
of
Cup (
g)
Wet
Den
sity
(pcf
)
Dry
Den
sity
(pcf
)
Cup N
um
ber
Len
gth
(in)
Mois
ture
Conte
nt
(%)
May 5, 2016
GMIA
GMIA
Improvem
ment project
16011-10
Sam
ple
Num
ber
Cup N
um
ber
Bori
ng N
um
ber
Wei
ght
of
Cup (
g)
Wei
ght
of
Wet
Soil
and C
up (
g)
Wei
ght
of
Dry
Soil
and C
up (
g)
Wei
ght
of
Soil
and C
up A
fter
Burn
(g)
Dia
met
er (
in)
Milwaukee Co., WI
Project Nam
e:
Project Number:
ASTM Designation:
Lab
ora
tory
Tes
t R
esu
lts
of
Mois
ture
Con
ten
t, O
rgan
ic C
on
ten
t, a
nd
Den
sity
of
Soil
Geote
ch
nic
al-
Str
uctu
ral-
Pavem
en
t-C
on
str
ucti
on
Mate
ria
l
GESTRA Engineering, Inc
191 W. Edgerton Ave
Milwaukee, WI 53207
Phone: (414) 933-7444; Fax: (414) 933-7844
Project Name: GMIA Improvement Project Date:
Project Number: 16011-10 Client: GMIA
Project Location: Milwaukee, WI
ASTM Designation: D4318
Sample InformationType of Sample Split SpoonBoring Number TB-1Sample Number 2Depth of Sample 4.5'-6'
Determination of Liquid Limit Determination of Plastic Limit
L4 G4 D24 Cup Number L19 D9
Weight of Cup (g) 14.47 14.92 14.33 Weight of Cup (g) 7.40 7.33
32.45 36.14 35.52 Weight of Wet Soil and Cup (g) 13.63 13.55
27.71 30.45 29.78 Weight of Dry Soil and Cup (g) 12.72 12.64
35.8 36.6 37.2 Moisture Content (%) 17.1 17.1
30 23 17
Compilation of Test Results
Liquid Limit 36
Plastic Limit 17
Plasticity Index 19
USCS Symbol CL
BJB NS
GESTRA Engineering, Inc.
Reviewed By:Performed by:
Cup Number
Blow Counts
Atterberg Limits of Soil
Laboratory Test Results of
Weight of Wet Soil and Cup (g)
Weight of Dry Soil and Cup (g)
Moisture Content (%)
May 12, 2016
CL
or
OL
CH
or
OH
MH
or
OH
CL-MLML
or
OL
PI=7
PI=40
10
20
30
40
50
60
70
0 10 20 30 40 50 60 70 80 90 100
Pla
sti
cit
y I
nd
ex
Liquid Limit
Geotechnical-Structural-Pavement-Construction Material
GESTRA Engineering, Inc
191 W. Edgerton Ave
Milwaukee, WI 53207
Phone: (414) 933-7444; Fax: (414) 933-7844
Project Name: GMIA Improvement Project Date:
Project Number: 16011-10 Client: GMIA
Project Location: Milwaukee, WI
ASTM Designation: D4318
Sample InformationType of Sample Split SpoonBoring Number TB-2Sample Number 2Depth of Sample 4.5'-6'
Determination of Liquid Limit Determination of Plastic Limit
D3 D11 D23 Cup Number B27 L10
Weight of Cup (g) 14.47 14.76 14.64 Weight of Cup (g) 7.17 7.14
34.77 36.96 34.80 Weight of Wet Soil and Cup (g) 13.22 13.62
31.00 32.73 30.65 Weight of Dry Soil and Cup (g) 12.53 12.92
22.8 23.5 25.9 Moisture Content (%) 12.9 12.1
34 28 15
Compilation of Test Results
Liquid Limit 24
Plastic Limit 12
Plasticity Index 12
USCS Symbol CL
BJB NS
GESTRA Engineering, Inc.
Reviewed By:Performed by:
Cup Number
Blow Counts
Atterberg Limits of Soil
Laboratory Test Results of
Weight of Wet Soil and Cup (g)
Weight of Dry Soil and Cup (g)
Moisture Content (%)
May 12, 2016
CL
or
OL
CH
or
OH
MH
or
OH
CL-MLML
or
OL
PI=7
PI=40
10
20
30
40
50
60
70
0 10 20 30 40 50 60 70 80 90 100
Pla
sti
cit
y I
nd
ex
Liquid Limit
Geotechnical-Structural-Pavement-Construction Material
GESTRA Engineering, Inc
191 W. Edgerton Ave
Milwaukee, WI 53207
Phone: (414) 933-7444; Fax: (414) 933-7844
Project Name: GMIA Improvement Project Date:
Project Number: 16011-10 Client: GMIA
Project Location: Milwaukee, WI
ASTM Designation: D4318
Sample InformationType of Sample Split SpoonBoring Number TB-6Sample Number 1Depth of Sample 1.5'-3.5'
Determination of Liquid Limit Determination of Plastic Limit
D10 B27 D8 Cup Number B4 D15
Weight of Cup (g) 14.88 14.30 14.40 Weight of Cup (g) 7.17 7.25
37.50 37.80 37.20 Weight of Wet Soil and Cup (g) 13.60 13.57
29.59 29.47 28.95 Weight of Dry Soil and Cup (g) 12.56 12.52
53.8 54.9 56.7 Moisture Content (%) 19.3 19.9
30 23 17
Compilation of Test Results
Liquid Limit 55
Plastic Limit 20
Plasticity Index 35
USCS Symbol CH
BJB NS
GESTRA Engineering, Inc.
Reviewed By:Performed by:
Cup Number
Blow Counts
Atterberg Limits of Soil
Laboratory Test Results of
Weight of Wet Soil and Cup (g)
Weight of Dry Soil and Cup (g)
Moisture Content (%)
May 12, 2016
CL
or
OL
CH
or
OH
MH
or
OH
CL-MLML
or
OL
PI=7
PI=40
10
20
30
40
50
60
70
0 10 20 30 40 50 60 70 80 90 100
Pla
sti
cit
y I
nd
ex
Liquid Limit
Geotechnical-Structural-Pavement-Construction Material
GE
ST
RA
Engi
neeri
ng,
Inc.
191 W
. E
dger
ton A
ve
Mil
wau
kee
, W
I 53207
Phone:
(414)
933-7
444; F
ax: (4
14)
933-7
844
Date:
Rep
ort T
o:
Pro
ject L
oca
tion:
Milwau
kee
, W
I
D1140 TB
-3T
B-5
22
2 h
r 40 m
in3 h
r
125.1
124.9
439.7
251.1
314.6
126.2
420.3
228.9
295.2
104.0
Wei
ght of
Soil
and P
an a
fter
Was
h (
g)
377.7
219.6
252.6
94.7
14.4
8.9
6.5
721.3
5
Wei
ght of
Soil
and P
an a
fter
Was
h (
g)
Perfo
rmed
by
BJB
Rev
iewed
by N
S
Pro
ject N
ame:
Pro
ject N
umber:
ASTM
Des
ignation:
La
bo
ra
tory
Test
Resu
lts
of
Am
ou
nt
of
So
il f
iner t
ha
n #
20
0 S
iev
e
May
10, 2016
GM
IA
GM
IA Impro
vem
ent
16011-1
0
Wei
ght of
Dry
Soil
and P
an (
g)
Wei
ght of
Dry
Soil
(g)
Per
centa
ge
of
Mat
eria
l P
assi
ng #
200 (
%)
Mois
ture
Conte
nt (%
)
Soak
Tim
e (t
o the
nea
rest
10 m
in.)
Wei
ght of
Soil
aft
er W
ash (
g)
Soak
Tim
e (t
o the
nea
rest
10 m
in.)
Bori
ng N
um
ber
Wei
ght of
Pan
(g)
Wei
ght of
Wet
Soil
and P
an (
g)
Wei
ght of
Wet
Soil
(g)
Sam
ple
Num
ber
Mois
ture
Conte
nt (%
)
Per
centa
ge
of
Mat
eria
l P
assi
ng #
200 (
%)
Wei
ght of
Wet
Soil
(g)
Wei
ght of
Dry
Soil
and P
an (
g)
Bori
ng N
um
ber
Sam
ple
Num
ber
Wei
ght of
Pan
(g)
Wei
ght of
Dry
Soil
(g)
Wei
ght of
Soil
aft
er W
ash (
g)
Wei
ght of
Wet
Soil
and P
an (
g)
Geote
ch
nic
al-
Str
uctu
ral-
Pavem
en
t-C
on
str
ucti
on
Mate
ria
l
GE
ST
RA
En
gin
eeri
ng
, In
c
191 W
. E
dger
ton A
ve
Mil
wau
kee
, W
I 53207
Phone:
(414)
933-7
444, F
ax: (4
14)
933-7
844
Date:
Report To:
Project Location:
D2166
Test
Data
Sam
ple
In
form
ati
on
Deform
ation
Sam
ple
dial
stress
Boring no.:
TB-7
Diameter (in)
1.36
reading
Sam
ple no.:
SS-3
Area (sq. in.):
1.45
(0.001 in.)
(psf)
Depth of Soil:
4.5'-6'
Height: (in.):
2.81
00
Description of Soil:
20
1003
Strain Rate (in/m
in):
0.050
40
1743
60
2307
80
2863
100
3086
150
3666
200
4223
250
4526
Sketch/photo
300
4663
350
4939
400
4983
421
5011
Remarks
UC Strength, Q
u (tsf)
2.51
Wet Density (pcf)
131.3
Dry Density (pcf)
108.7
Moisture Content (%)
20.8
BJB
Reviewed By: NS
GESTRA Engineering, Inc.
Perform
ed By:
Due Calibration: 06/2016
Updated on September 20, 2012
ASTM Designation:
Milwaukee, W
I
Lean clay, gray &
brown mottled, moist
GMIA
Improvem
ent
16011-10
Un
con
fin
ed
Com
press
ive S
tren
gth
of
Soil
Lab
orato
ry T
est
Resu
lts
of
GMIA
May 12, 2016
Project Nam
e:
Project Number:
0
1000
2000
3000
4000
5000
6000
0.0
2.0
4.0
6.0
8.0
10.0
12.0
14.0
16.0
Stress (psf)
Un
it S
train
, %
Geo
tech
nic
al-
Str
uctu
ra
l-P
avem
en
t-C
on
str
ucti
on
Ma
teria
l
GESTRA Engineering, Inc
191 W. Edgerton Ave
Milwaukee, WI 53207
Phone: (414) 933-7444; Fax: (414) 933-7844
Project Name: GMIA - Taxiway F Date:
Project Number: 16011-10 Client: GMIA
Projection Location: Milwaukee Co., WI
ASTM Designation: D1557 Method: A
Sample InformationType of Sample Lean Clay, trace to with sand, trace gravel, dark graySample Location Composite of Upper SoilSample Number 1
OPTIMUM MOISTURE: 10.8 %
Maximum Density: 125.0 lb/ft3
Maximum Dry Density 128.2 lb/ft3
Test Gravel Content: % Original Gravel Content 13 %
Corrected Optimum Moisture 9.5 %
Notes:
Performed by: JB Reviewed By: NS
GESTRA Engineering
¹The solid dot indicates uncorrected maximum density at test gravel content.
²Field density tests should be compared to the corrected maximum dry density, listed above,
which uses insitu gravel content
CORRECTEDUNCORRECTED
Laboratory Test Results of
Proctor Sample
May 12, 2016
95.0
105.0
115.0
125.0
135.0
145.0
155.0
165.0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Dry
De
ns
ity (
lb/f
t3)
Moisture Content (%)
Gs = 2.65
Gs = 2.75
Gs = 2.85
Geotechnical-Structural-Pavement-Construction Material
APPENDIX III
DCP TEST RESULTS
GM
IA I
mpr
ovem
ent P
roje
ct -
Tax
iway
FP
roje
ct L
ocat
ion
:D
ate:
Pro
ject
No:
1601
1-10
Bor
ehol
e:T
B-1
Rep
ort T
o:
Pav
emen
t Se
ctio
n
Asp
halt
Thi
ckne
ss:
10.5
0in
chC
oncr
ete
Thi
ckne
ss:
NA
inch
Bas
e C
ours
e T
hick
ness
:7.
00in
chO
ther:
inch
Rem
arks
:
Ref
eren
ce: 1
Gen
erat
ed u
sing
Fig
. 10,
pag
e- 1
6, "
Des
ign
of C
oncr
ete
Air
port
Pav
emen
t", P
ortla
nd C
emen
t Ass
ocia
tion,
197
3 S
. Mill
er2
Gen
erat
ed u
sing
cor
rela
tion
reco
mm
ende
d by
Wis
DO
T F
acili
ties
Dev
elop
men
t Man
ual 1
4-25
-15
(200
8)
3M
echa
nist
ic-E
mpi
rica
l Pav
emen
t Des
ign
Gui
de (
ME
PDG
) D
ocum
enta
tion,
Nat
iona
l Coo
pera
tive
Hig
hway
Res
earc
h Pr
ogra
m, 2
007
Milw
auke
e, W
I 53
207
Ph: (
414)
933
744
4 Fa
x: (
414)
933
784
5
May
4, 2
016
GM
IA
Sum
mar
y of
DC
P T
est
Res
ults
DC
P T
est
Milw
auke
e, W
I
GE
STR
A E
ngin
eeri
ng, I
nc
Pro
ject
Nam
e:
Rev
iew
ed b
y: N
. Sah
aG
ES
TR
A E
ngi
neeri
ng,
In
c
191
W. E
dger
ton
Ave
Per
form
ed b
y:
18
20
22
24
26
010
020
030
040
050
0
Depth Below Ground Surface (in.)
Mod
ulus
of
subg
rade
Rea
ctio
n (p
si/in
)
Dep
th v
s M
odul
us o
f Su
b-gr
ade
Rea
ctio
n1
18
20
22
24
26
110
10
0
Depth Below Ground Surface (in.)
CB
R (
%)
Dep
th v
s C
BR
2
18
20
22
24
26
010
20
30
40
50
Depth Below Ground Surface (in.)
Res
ilien
t M
odul
us (
ksi)
Dep
th v
s R
esili
ent M
odul
us 3
GM
IA I
mpr
ovem
ent P
roje
ct -
Tax
iway
FP
roje
ct L
ocat
ion
:D
ate:
Pro
ject
No:
1601
1-10
Bor
ehol
e:T
B-2
Rep
ort T
o:
Pav
emen
t Se
ctio
n
Asp
halt
Thi
ckne
ss:
14.0
0in
chC
oncr
ete
Thi
ckne
ss:
NA
inch
Bas
e C
ours
e T
hick
ness
:6.
00in
chO
ther:
inch
Rem
arks
:
Ref
eren
ce: 1
Gen
erat
ed u
sing
Fig
. 10,
pag
e- 1
6, "
Des
ign
of C
oncr
ete
Air
port
Pav
emen
t", P
ortla
nd C
emen
t Ass
ocia
tion,
197
3 S
. Mill
er2
Gen
erat
ed u
sing
cor
rela
tion
reco
mm
ende
d by
Wis
DO
T F
acili
ties
Dev
elop
men
t Man
ual 1
4-25
-15
(200
8)
3M
echa
nist
ic-E
mpi
rica
l Pav
emen
t Des
ign
Gui
de (
ME
PDG
) D
ocum
enta
tion,
Nat
iona
l Coo
pera
tive
Hig
hway
Res
earc
h Pr
ogra
m, 2
007
Milw
auke
e, W
I 53
207
Ph: (
414)
933
744
4 Fa
x: (
414)
933
784
5
May
4, 2
016
GM
IA
Sum
mar
y of
DC
P T
est
Res
ults
DC
P T
est
Milw
auke
e, W
I
GE
STR
A E
ngin
eeri
ng, I
nc
Pro
ject
Nam
e:
Rev
iew
ed b
y: N
. Sah
aG
ES
TR
A E
ngi
neeri
ng,
In
c
191
W. E
dger
ton
Ave
Per
form
ed b
y:
20
22
24
26
010
020
030
040
050
0
Depth Below Ground Surface (in.)
Mod
ulus
of
subg
rade
Rea
ctio
n (p
si/in
)
Dep
th v
s M
odul
us o
f Su
b-gr
ade
Rea
ctio
n1
20
22
24
26
110
10
0
Depth Below Ground Surface (in.)
CB
R (
%)
Dep
th v
s C
BR
2
20
22
24
26
010
20
30
40
50
Depth Below Ground Surface (in.)
Res
ilien
t M
odul
us (
ksi)
Dep
th v
s R
esili
ent M
odul
us 3
GM
IA I
mpr
ovem
ent P
roje
ct -
Tax
iway
FP
roje
ct L
ocat
ion
:D
ate:
Pro
ject
No:
1601
1-10
Bor
ehol
e:T
B-3
Rep
ort T
o:
Pav
emen
t Se
ctio
n
Asp
halt
Thi
ckne
ss:
12.0
0in
chC
oncr
ete
Thi
ckne
ss:
NA
inch
Bas
e C
ours
e T
hick
ness
:6.
00in
chO
ther:
inch
Rem
arks
:
Ref
eren
ce: 1
Gen
erat
ed u
sing
Fig
. 10,
pag
e- 1
6, "
Des
ign
of C
oncr
ete
Air
port
Pav
emen
t", P
ortla
nd C
emen
t Ass
ocia
tion,
197
3 S
. Mill
er2
Gen
erat
ed u
sing
cor
rela
tion
reco
mm
ende
d by
Wis
DO
T F
acili
ties
Dev
elop
men
t Man
ual 1
4-25
-15
(200
8)
3M
echa
nist
ic-E
mpi
rica
l Pav
emen
t Des
ign
Gui
de (
ME
PDG
) D
ocum
enta
tion,
Nat
iona
l Coo
pera
tive
Hig
hway
Res
earc
h Pr
ogra
m, 2
007
Rev
iew
ed b
y: N
. Sah
aG
ES
TR
A E
ngi
neeri
ng,
In
c
191
W. E
dger
ton
Ave
Per
form
ed b
y:
Pro
ject
Nam
e:
Milw
auke
e, W
I 53
207
Ph: (
414)
933
744
4 Fa
x: (
414)
933
784
5
May
4, 2
016
GM
IA
Sum
mar
y of
DC
P T
est
Res
ults
DC
P T
est
Milw
auke
e, W
I
GE
STR
A E
ngin
eeri
ng, I
nc
20
22
24
010
020
030
040
050
0
Depth Below Ground Surface (in.)
Mod
ulus
of
subg
rade
Rea
ctio
n (p
si/in
)
Dep
th v
s M
odul
us o
f Su
b-gr
ade
Rea
ctio
n1
20
22
24
110
10
0
Depth Below Ground Surface (in.)
CB
R (
%)
Dep
th v
s C
BR
2
20
22
24
010
20
30
40
50
Depth Below Ground Surface (in.)
Res
ilien
t M
odul
us (
ksi)
Dep
th v
s R
esili
ent M
odul
us 3
GM
IA I
mpr
ovem
ent P
roje
ct -
Tax
iway
FP
roje
ct L
ocat
ion
:D
ate:
Pro
ject
No:
1601
1-10
Bor
ehol
e:T
B-4
Rep
ort T
o:
Pav
emen
t Se
ctio
n
Asp
halt
Thi
ckne
ss:
14.5
0in
chC
oncr
ete
Thi
ckne
ss:
NA
inch
Bas
e C
ours
e T
hick
ness
:4.
00in
chO
ther:
inch
Rem
arks
:
Ref
eren
ce: 1
Gen
erat
ed u
sing
Fig
. 10,
pag
e- 1
6, "
Des
ign
of C
oncr
ete
Air
port
Pav
emen
t", P
ortla
nd C
emen
t Ass
ocia
tion,
197
3 S
. Mill
er2
Gen
erat
ed u
sing
cor
rela
tion
reco
mm
ende
d by
Wis
DO
T F
acili
ties
Dev
elop
men
t Man
ual 1
4-25
-15
(200
8)
3M
echa
nist
ic-E
mpi
rica
l Pav
emen
t Des
ign
Gui
de (
ME
PDG
) D
ocum
enta
tion,
Nat
iona
l Coo
pera
tive
Hig
hway
Res
earc
h Pr
ogra
m, 2
007
Milw
auke
e, W
I 53
207
Ph: (
414)
933
744
4 Fa
x: (
414)
933
784
5
May
4, 2
016
GM
IA
Sum
mar
y of
DC
P T
est
Res
ults
DC
P T
est
Milw
auke
e, W
I
GE
STR
A E
ngin
eeri
ng, I
nc
Pro
ject
Nam
e:
Rev
iew
ed b
y: N
. Sah
aG
ES
TR
A E
ngi
neeri
ng,
In
c
191
W. E
dger
ton
Ave
Per
form
ed b
y:
20
22
24
26
010
020
030
040
050
0
Depth Below Ground Surface (in.)
Mod
ulus
of
subg
rade
Rea
ctio
n (p
si/in
)
Dep
th v
s M
odul
us o
f Su
b-gr
ade
Rea
ctio
n1
20
22
24
26
110
10
0
Depth Below Ground Surface (in.)
CB
R (
%)
Dep
th v
s C
BR
2
20
22
24
26
010
20
30
40
50
Depth Below Ground Surface (in.)
Res
ilien
t M
odul
us (
ksi)
Dep
th v
s R
esili
ent M
odul
us 3
GM
IA I
mpr
ovem
ent P
roje
ct -
Tax
iway
FP
roje
ct L
ocat
ion
:D
ate:
Pro
ject
No:
1601
1-10
Bor
ehol
e:T
B-5
Rep
ort T
o:
Pav
emen
t Se
ctio
n
Asp
halt
Thi
ckne
ss:
12.5
0in
chC
oncr
ete
Thi
ckne
ss:
NA
inch
Bas
e C
ours
e T
hick
ness
:6.
00in
chO
ther:
inch
Rem
arks
:
Ref
eren
ce: 1
Gen
erat
ed u
sing
Fig
. 10,
pag
e- 1
6, "
Des
ign
of C
oncr
ete
Air
port
Pav
emen
t", P
ortla
nd C
emen
t Ass
ocia
tion,
197
3 S
. Mill
er2
Gen
erat
ed u
sing
cor
rela
tion
reco
mm
ende
d by
Wis
DO
T F
acili
ties
Dev
elop
men
t Man
ual 1
4-25
-15
(200
8)
3M
echa
nist
ic-E
mpi
rica
l Pav
emen
t Des
ign
Gui
de (
ME
PDG
) D
ocum
enta
tion,
Nat
iona
l Coo
pera
tive
Hig
hway
Res
earc
h Pr
ogra
m, 2
007
Milw
auke
e, W
I 53
207
Ph: (
414)
933
744
4 Fa
x: (
414)
933
784
5
May
4, 2
016
GM
IA
Sum
mar
y of
DC
P T
est
Res
ults
DC
P T
est
Milw
auke
e, W
I
GE
STR
A E
ngin
eeri
ng, I
nc
Pro
ject
Nam
e:
Rev
iew
ed b
y: N
. Sah
aG
ES
TR
A E
ngi
neeri
ng,
In
c
191
W. E
dger
ton
Ave
Per
form
ed b
y:
18
20
22
24
26
28
010
020
030
040
050
0
Depth Below Ground Surface (in.)
Mod
ulus
of
subg
rade
Rea
ctio
n (p
si/in
)
Dep
th v
s M
odul
us o
f Su
b-gr
ade
Rea
ctio
n1
18
20
22
24
26
28
110
10
0
Depth Below Ground Surface (in.)
CB
R (
%)
Dep
th v
s C
BR
2
18
20
22
24
26
28
010
20
30
40
50
Depth Below Ground Surface (in.)
Res
ilien
t M
odul
us (
ksi)
Dep
th v
s R
esili
ent M
odul
us 3
GM
IA I
mpr
ovem
ent P
roje
ct -
Tax
iway
FP
roje
ct L
ocat
ion
:D
ate:
Pro
ject
No:
1601
1-10
Bor
ehol
e:T
B-6
Rep
ort T
o:
Pav
emen
t Se
ctio
n
Asp
halt
Thi
ckne
ss:
10.5
0in
chC
oncr
ete
Thi
ckne
ss:
NA
inch
Bas
e C
ours
e T
hick
ness
:8.
50in
chO
ther:
inch
Rem
arks
:
Ref
eren
ce: 1
Gen
erat
ed u
sing
Fig
. 10,
pag
e- 1
6, "
Des
ign
of C
oncr
ete
Air
port
Pav
emen
t", P
ortla
nd C
emen
t Ass
ocia
tion,
197
3 S
. Mill
er2
Gen
erat
ed u
sing
cor
rela
tion
reco
mm
ende
d by
Wis
DO
T F
acili
ties
Dev
elop
men
t Man
ual 1
4-25
-15
(200
8)
3M
echa
nist
ic-E
mpi
rica
l Pav
emen
t Des
ign
Gui
de (
ME
PDG
) D
ocum
enta
tion,
Nat
iona
l Coo
pera
tive
Hig
hway
Res
earc
h Pr
ogra
m, 2
007
Rev
iew
ed b
y: N
. Sah
aG
ES
TR
A E
ngi
neeri
ng,
In
c
191
W. E
dger
ton
Ave
Per
form
ed b
y:
Pro
ject
Nam
e:
Milw
auke
e, W
I 53
207
Ph: (
414)
933
744
4 Fa
x: (
414)
933
784
5
May
4, 2
016
GM
IA
Sum
mar
y of
DC
P T
est
Res
ults
DC
P T
est
Milw
auke
e, W
I
GE
STR
A E
ngin
eeri
ng, I
nc
18
20
22
24
26
28
30
010
020
030
040
050
0
Depth Below Ground Surface (in.)
Mod
ulus
of
subg
rade
Rea
ctio
n (p
si/in
)
Dep
th v
s M
odul
us o
f Su
b-gr
ade
Rea
ctio
n1
18
20
22
24
26
28
30
110
10
0
Depth Below Ground Surface (in.)
CB
R (
%)
Dep
th v
s C
BR
2
18
20
22
24
26
28
30
010
20
30
40
50
Depth Below Ground Surface (in.)
Res
ilien
t M
odul
us (
ksi)
Dep
th v
s R
esili
ent M
odul
us 3
GM
IA I
mpr
ovem
ent P
roje
ct -
Tax
iway
FP
roje
ct L
ocat
ion
:D
ate:
Pro
ject
No:
1601
1-10
Bor
ehol
e:T
B-7
Rep
ort T
o:
Pav
emen
t Se
ctio
n
Asp
halt
Thi
ckne
ss:
8.50
inch
Con
cret
e T
hick
ness
:N
Ain
chB
ase
Cou
rse
Thi
ckne
ss:
8.00
inch
Oth
er:
inch
Rem
arks
:
Ref
eren
ce: 1
Gen
erat
ed u
sing
Fig
. 10,
pag
e- 1
6, "
Des
ign
of C
oncr
ete
Air
port
Pav
emen
t", P
ortla
nd C
emen
t Ass
ocia
tion,
197
3 S
. Mill
er2
Gen
erat
ed u
sing
cor
rela
tion
reco
mm
ende
d by
Wis
DO
T F
acili
ties
Dev
elop
men
t Man
ual 1
4-25
-15
(200
8)
3M
echa
nist
ic-E
mpi
rica
l Pav
emen
t Des
ign
Gui
de (
ME
PDG
) D
ocum
enta
tion,
Nat
iona
l Coo
pera
tive
Hig
hway
Res
earc
h Pr
ogra
m, 2
007
Milw
auke
e, W
I 53
207
Ph: (
414)
933
744
4 Fa
x: (
414)
933
784
5
May
4, 2
016
GM
IA
Sum
mar
y of
DC
P T
est
Res
ults
DC
P T
est
Milw
auke
e, W
I
GE
STR
A E
ngin
eeri
ng, I
nc
Pro
ject
Nam
e:
Rev
iew
ed b
y: N
. Sah
aG
ES
TR
A E
ngi
neeri
ng,
In
c
191
W. E
dger
ton
Ave
Per
form
ed b
y:
18
20
22
24
26
010
020
030
040
050
0
Depth Below Ground Surface (in.)
Mod
ulus
of
subg
rade
Rea
ctio
n (p
si/in
)
Dep
th v
s M
odul
us o
f Su
b-gr
ade
Rea
ctio
n1
18
20
22
24
26
110
10
0
Depth Below Ground Surface (in.)
CB
R (
%)
Dep
th v
s C
BR
2
18
20
22
24
26
010
20
30
40
50
Depth Below Ground Surface (in.)
Res
ilien
t M
odul
us (
ksi)
Dep
th v
s R
esili
ent M
odul
us 3
GM
IA I
mpr
ovem
ent P
roje
ct -
Tax
iway
FP
roje
ct L
ocat
ion
:D
ate:
Pro
ject
No:
1601
1-10
Bor
ehol
e:T
B-8
Rep
ort T
o:
Pav
emen
t Se
ctio
n
Asp
halt
Thi
ckne
ss:
8.00
inch
Con
cret
e T
hick
ness
:N
Ain
chB
ase
Cou
rse
Thi
ckne
ss:
10.0
0in
chO
ther:
inch
Rem
arks
:
Ref
eren
ce: 1
Gen
erat
ed u
sing
Fig
. 10,
pag
e- 1
6, "
Des
ign
of C
oncr
ete
Air
port
Pav
emen
t", P
ortla
nd C
emen
t Ass
ocia
tion,
197
3 S
. Mill
er2
Gen
erat
ed u
sing
cor
rela
tion
reco
mm
ende
d by
Wis
DO
T F
acili
ties
Dev
elop
men
t Man
ual 1
4-25
-15
(200
8)
3M
echa
nist
ic-E
mpi
rica
l Pav
emen
t Des
ign
Gui
de (
ME
PDG
) D
ocum
enta
tion,
Nat
iona
l Coo
pera
tive
Hig
hway
Res
earc
h Pr
ogra
m, 2
007
Rev
iew
ed b
y: N
. Sah
aG
ES
TR
A E
ngi
neeri
ng,
In
c
191
W. E
dger
ton
Ave
Per
form
ed b
y:
Pro
ject
Nam
e:
Milw
auke
e, W
I 53
207
Ph: (
414)
933
744
4 Fa
x: (
414)
933
784
5
May
4, 2
016
GM
IA
Sum
mar
y of
DC
P T
est
Res
ults
DC
P T
est
Milw
auke
e, W
I
GE
STR
A E
ngin
eeri
ng, I
nc
18
20
22
24
26
010
020
030
040
050
0
Depth Below Ground Surface (in.)
Mod
ulus
of
subg
rade
Rea
ctio
n (p
si/in
)
Dep
th v
s M
odul
us o
f Su
b-gr
ade
Rea
ctio
n1
18
20
22
24
26
110
10
0
Depth Below Ground Surface (in.)
CB
R (
%)
Dep
th v
s C
BR
2
18
20
22
24
26
010
20
30
40
50
Depth Below Ground Surface (in.)
Res
ilien
t M
odul
us (
ksi)
Dep
th v
s R
esili
ent M
odul
us 3