Geotechnical Engineering Report - oakton.edu · Geotechnical Engineering Report ... 1.0...
-
Upload
truongcong -
Category
Documents
-
view
275 -
download
13
Transcript of Geotechnical Engineering Report - oakton.edu · Geotechnical Engineering Report ... 1.0...
1 Responsive Resourceful Reliable
Geotechnical Engineering Report Circle Drive Pavement Improvements
Oakton Community College Des Plaines, Illinois
March 14, 2013 Terracon Project No. 11135015
Prepared for:
Manhard Consulting Ltd. Lombard, Illinois
Prepared by: Terracon Consultants, Inc.
Naperville, Illinois
TABLE OF CONTENTS Page
1.0 INTRODUCTION ...............................................................................................................1 2.0 PROJECT INFORMATION ................................................................................................1
2.1 Project Description ................................................................................................1 2.2 Site Location and Description ................................................................................2
3.0 SUBSURFACE CONDITIONS ...........................................................................................2 3.1 Typical Profile ........................................................................................................2 3.2 Water Level Observations ......................................................................................2
4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION .........................................3 4.1 Existing Asphalt Pavement Condition .....................................................................3 4.2 Pavement Core Thickness Summary .....................................................................3 4.3 Pavement Design Recommendations ....................................................................3
APPENDIX A – FIELD EXPLORATION
Exhibit A-1 Field Exploration Description Exhibit A-2 Boring Location Plan Exhibits A-3 to A-11 Boring Logs
APPENDIX B – LABORATORY TESTING Exhibit B-1 Laboratory Testing
APPENDIX C – SUPPORTING DOCUMENTS Exhibit C-1 General Notes Exhibit C-2 Unified Soil Classification
Responsive Resourceful Reliable 1
GEOTECHNICAL ENGINEERING REPORT CIRCLE DRIVE PAVEMENT IMPROVEMENTS
OAKTON COMMUNITY COLLEGE DES PLAINES, ILLINOIS Terracon Project No. 11135015
March 14, 2013 1.0 INTRODUCTION Terracon Consultants, Inc. (Terracon) has completed a subsurface exploration for the proposed pavement improvements planned at the Oakton Community College campus in Des Plaines, Illinois. Nine (9) borings were performed at the site to depths of about 5 feet below the existing ground surface. Boring logs and a Boring Location Plan are included in Appendix A. This report describes the subsurface conditions encountered at the boring locations, presents the test data, and provides geotechnical engineering recommendations regarding the following items:
site preparation and earthwork pavement subgrade preparation recommended minimum pavement sections
2.0 PROJECT INFORMATION 2.1 Project Description
ITEM DESCRIPTION Site layout See Appendix A, Exhibit A-2 Boring Location Plan
Pavements
We understand that currently the Science and Health Careers Center is under construction at the west side of the Circle Drive and pavement improvements are planned along with the eastern part of Circle Drive after the construction traffic is over. Traffic in the drive reportedly consists of personal vehicles and occasional trucks (delivery trucks and trash collection trucks).
Grading No cuts or fills are planned.
Geotechnical Engineering Report Circle Drive Pavement Improvements Des Plaines, Illinois March 14, 2013 Terracon Project No. 11135015
2 Responsive Resourceful Reliable
2.2 Site Location and Description
ITEM DESCRIPTION
Location Oakton Community College campus, 1600 East Golf Road, Des Plaines, Illinois
3.0 SUBSURFACE CONDITIONS 3.1 Typical Profile Subsurface conditions at each boring location are described on the individual boring logs in Appendix A. The stratification boundaries shown on the boring logs represent the approximate depths where changes in material types occur. In-situ, transitions between material types can be more gradual. Based on the results of the borings, subsurface conditions on the project site can be generalized as follows:
Description Approximate Depth to Bottom of Stratum Material Encountered Consistency/Density
Surface 1 5½ to 12½ inches Asphalt N/A
Surface 2 1 6 inches Crushed stone aggregate N/A
Stratum 1 2 2 to 3½ feet Fill: lean clay with variable
amounts of sand and gravel N/A
Stratum 2 3 to 8 feet Lean clay, trace sand and gravel Medium stiff to hard
1. Encountered in Boring 1 only. 2. Encountered in Borings 1 and 2.
3.2 Water Level Observations The borings were observed during and after the completion of drilling for the presence and level of water. Water was not observed in the borings at these times. It should be noted that the absence of water at the boring locations does not necessarily mean that the borings terminated above the subsurface water level. Due to the relatively low permeability of the cohesive soils encountered in the borings, longer term observations in cased holes or piezometers, sealed from the influence of surface water, would be required for a better evaluation of the groundwater conditions on this site. Water levels may fluctuate due to seasonal variations in the amount of rainfall, runoff, and other factors not evident at the time the borings were performed. Trapped or “perched” water could occur above lower permeability soil layers. Water level fluctuations and perched water should be considered when developing design and construction plans and specifications for the project.
Geotechnical Engineering Report Circle Drive Pavement Improvements Des Plaines, Illinois March 14, 2013 Terracon Project No. 11135015
3 Responsive Resourceful Reliable
4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION 4.1 Existing Asphalt Pavement Condition The existing pavement condition was evaluated through a visual observation performed at the site. Based on our field visit, the pavement generally appears to be in fair condition. We observed some cracks at parts of the pavement. Most of the asphalt pavement distress appeared to be moderate longitudinal and transverse cracking. Based on the degree of the distress we observed and the thickness of the existing asphalt at the core locations, mill and overlay can be considered to repair the existing pavement once the construction traffic is over. 4.2 Pavement Core Thickness Summary
Boring/ Core Asphalt Thickness (inches)
B-1 5½ B-2 11½ B-3 12½ B-4 12 B-5 12 B-6 11 B-7 11 B-8 11½ B-9 11½
4.3 Pavement Design Recommendations Pavement thickness design is dependent upon:
the anticipated traffic conditions, subgrade and paving material characteristics, and climate conditions at the project site.
Specific information regarding anticipated vehicle types, axle loads and traffic volumes was not provided. In developing our recommendations, we have considered that traffic will consist primarily of automobile traffic and a maximum of five delivery trucks/trash collection trucks per day. If heavier vehicle types or higher traffic volumes are expected, Terracon should be notified and these recommendations should be reviewed.
Geotechnical Engineering Report Circle Drive Pavement Improvements Des Plaines, Illinois March 14, 2013 Terracon Project No. 11135015
4 Responsive Resourceful Reliable
Mill and Overlay
In our opinion, a pavement section with 2-inch mill and overlay of asphalt concrete will meet traffic criteria for a design period of about 10 years. Any large cracks (greater than ½ inch wide) after milling should be sealed prior to placement of the overlay. 5.0 GENERAL COMMENTS We recommend the geotechnical engineer be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. We further recommend that a geotechnical engineer be retained for observation and testing services during pavement construction. The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between borings, across the site, or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. The scope of services for this project does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this report in writing.
APPENDIX A FIELD EXPLORATION
Geotechnical Engineering Report Circle Drive Pavement Improvements Des Plaines, Illinois March 14, 2013 Terracon Project No. 11135015
Responsive Resourceful Reliable Exhibit A-1
Field Exploration Description The borings were drilled at the approximate locations indicated on the attached Boring Location Plan (Exhibit A-2). Terracon personnel laid out the boring locations in the field by determining distances from available reference features with a measuring wheel and estimating right angles. Surface elevations at the boring locations (rounded to the nearest ½-foot) were obtained by the drill crew using a surveyor's level and rod. The elevations were referenced to the finish floor elevation of the building located north of Boring 1 which was assigned a reference elevation of 100 feet, site datum. The boring locations and elevations should be considered accurate only to the degree implied by the methods used to define them. The pavements were cored with a rotary drill equipped with a diamond bit, water cooled core barrel. The borings were drilled with a truck-mounted rotary drill rig using continuous flight augers to advance the boreholes. Soil samples were obtained using split-barrel sampling procedures, in which a standard 2-inch (outside diameter) split-barrel sampling spoon is driven into the ground with a 140-pound automatic hammer falling a distance of 30 inches. The number of blows required to advance the sampling spoon the last 12 inches of a normal 18-inch penetration is recorded as the Standard Penetration Test (SPT) resistance value. These values, also referred to as SPT N-values, are an indication of soil strength and are provided on the boring logs at the depths of occurrence. The samples were sealed and transported to the laboratory for testing and classification. Upon completion of drilling, the boreholes were backfilled with auger cuttings and the pavement surface was patched with asphalt patching compound. The drill crew prepared a field log of each boring. These logs included visual classifications of the materials encountered during drilling and the driller’s interpretation of the subsurface conditions between samples. The boring logs included with this report represent the engineer's interpretation of the field logs and include modifications based on laboratory observation and tests of the samples.
BORING LOCATION DIAGRAM
A-2135 Ambassador Drive Naperville, Illinois 60540
P [630] 717 4263 F [630] 357 9489
11135015
Mar. 2013
AF
AF
KCB
KCB
N.T.S.
Project Manager:
Drawn by:
Checked by:
Approved by:
Project No.
Scale:
File Name:
Date:
Exhibit
11135015 BLDDIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR
CONSTRUCTION PURPOSES
CIRCLE DRIVE PAVEMENT IMPROVEMENTSOAKTON COMMUNITY COLLEGE
DES PLAINES, ILLINOIS
B-1B-2
B-3
B-4
B-5
B-6
B-7
B-8
B-9
0.5
1.0
2.0
5.0
ASPHALT, approximately 5.5"
CRUSHED STONE AGGREGATE, approximately 6"
FILL - LEAN CLAY , trace sand, gravel and organics, brown and gray
LEAN CLAY (CL), trace sand and gravel, medium stiff to stiff
Boring Terminated at 5 Feet
3000
98+/-
97.5+/-
96.5+/-
93.5+/-
18
36
3-3-3N=6
3-2-4N=6
See Exhibit A-2
Hammer Type: Automatic SPT HammerStratification lines are approximate. In-situ, the transition may be gradual.
LOCATION
DEPTH
GR
AP
HIC
LO
G
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
111
350
15.G
PJ
TE
RR
AC
ON
2012
.GD
T 3
/14
/13
Oakton Community College Des Plaines, ILSITE:
None, While Drilling
None, After Boring
WATER LEVEL OBSERVATIONS
PROJECT: Circle Drive PavementRehabilitation
Page 1 of 1
Advancement Method:Hollow Stem
Abandonment Method:Borings backfilled with auger cuttings upon completion.
135 Ambassador DriveNaperville, Illinois
Notes:
Project No.: 11135015
Drill Rig: GC
Boring Started: 3/1/2013
BORING LOG NO. 1Manhard Consulting Ltd.CLIENT:Lombard, IL
Driller: NJ
Boring Completed: 3/1/2013
Exhibit:
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).
See Appendix C for explanation of symbols andabbreviations.
A-3
HP
(ps
f)
ELEVATION (Ft.)
WA
TE
RC
ON
TE
NT
(%
)
FIE
LD T
ES
TR
ES
ULT
S
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
Approximate Surface Elev: 98.5 (Ft.) +/- DE
PT
H (
Ft.)
5
SA
MP
LE T
YP
E
1.0
3.5
5.0
ASPHALT, approximately 11.5"
FILL - LEAN CLAY , trace sand and gravel, brown and gray
LEAN CLAY (CL), trace sand and gravel, gray, very stiff
Boring Terminated at 5 Feet
7000
16
18
97+/-
94.5+/-
93+/-
15
15
7-11-11N=22
7-10-16N=26
See Exhibit A-2
Hammer Type: Automatic SPT HammerStratification lines are approximate. In-situ, the transition may be gradual.
LOCATION
DEPTH
GR
AP
HIC
LO
G
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
111
350
15.G
PJ
TE
RR
AC
ON
2012
.GD
T 3
/14
/13
Oakton Community College Des Plaines, ILSITE:
None, While Drilling
None, After Boring
WATER LEVEL OBSERVATIONS
PROJECT: Circle Drive PavementRehabilitation
Page 1 of 1
Advancement Method:Hollow Stem
Abandonment Method:Borings backfilled with auger cuttings upon completion.
135 Ambassador DriveNaperville, Illinois
Notes:
Project No.: 11135015
Drill Rig: GC
Boring Started: 3/1/2013
BORING LOG NO. 2Manhard Consulting Ltd.CLIENT:Lombard, IL
Driller: NJ
Boring Completed: 3/1/2013
Exhibit:
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).
See Appendix C for explanation of symbols andabbreviations.
A-4
HP
(ps
f)
RE
CO
VE
RY
(In
.)
ELEVATION (Ft.)
WA
TE
RC
ON
TE
NT
(%
)
FIE
LD T
ES
TR
ES
ULT
S
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
Approximate Surface Elev: 98 (Ft.) +/- DE
PT
H (
Ft.)
5
SA
MP
LE T
YP
E
1.0
5.0
ASPHALT, approximately 12.5"
LEAN CLAY (CL), trace sand and gravel, gray, very stiff
Boring Terminated at 5 Feet
6000
7000
16
18
97+/-
93+/-
16
13
11-10-9N=19
8-12-12N=24
See Exhibit A-2
Hammer Type: Automatic SPT HammerStratification lines are approximate. In-situ, the transition may be gradual.
LOCATION
DEPTH
GR
AP
HIC
LO
G
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
111
350
15.G
PJ
TE
RR
AC
ON
2012
.GD
T 3
/14
/13
Oakton Community College Des Plaines, ILSITE:
None, While Drilling
None, After Boring
WATER LEVEL OBSERVATIONS
PROJECT: Circle Drive PavementRehabilitation
Page 1 of 1
Advancement Method:Hollow Stem
Abandonment Method:Borings backfilled with auger cuttings upon completion.
135 Ambassador DriveNaperville, Illinois
Notes:
Project No.: 11135015
Drill Rig: GC
Boring Started: 3/1/2013
BORING LOG NO. 3Manhard Consulting Ltd.CLIENT:Lombard, IL
Driller: NJ
Boring Completed: 3/1/2013
Exhibit:
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).
See Appendix C for explanation of symbols andabbreviations.
A-5
HP
(ps
f)
RE
CO
VE
RY
(In
.)
ELEVATION (Ft.)
WA
TE
RC
ON
TE
NT
(%
)
FIE
LD T
ES
TR
ES
ULT
S
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
Approximate Surface Elev: 98 (Ft.) +/- DE
PT
H (
Ft.)
5
SA
MP
LE T
YP
E
1.0
5.0
ASPHALT, approximately 12"
LEAN CLAY (CL), trace sand and gravel, gray, very stiff to hard
Boring Terminated at 5 Feet
6000
9000
18
18
97+/-
93+/-
16
14
4-8-10N=18
6-12-12N=24
See Exhibit A-2
Hammer Type: Automatic SPT HammerStratification lines are approximate. In-situ, the transition may be gradual.
LOCATION
DEPTH
GR
AP
HIC
LO
G
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
111
350
15.G
PJ
TE
RR
AC
ON
2012
.GD
T 3
/14
/13
Oakton Community College Des Plaines, ILSITE:
None, While Drilling
None, After Boring
WATER LEVEL OBSERVATIONS
PROJECT: Circle Drive PavementRehabilitation
Page 1 of 1
Advancement Method:Hollow Stem
Abandonment Method:Borings backfilled with auger cuttings upon completion.
135 Ambassador DriveNaperville, Illinois
Notes:
Project No.: 11135015
Drill Rig: GC
Boring Started: 3/1/2013
BORING LOG NO. 4Manhard Consulting Ltd.CLIENT:Lombard, IL
Driller: NJ
Boring Completed: 3/1/2013
Exhibit:
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).
See Appendix C for explanation of symbols andabbreviations.
A-6
HP
(ps
f)
RE
CO
VE
RY
(In
.)
ELEVATION (Ft.)
WA
TE
RC
ON
TE
NT
(%
)
FIE
LD T
ES
TR
ES
ULT
S
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
Approximate Surface Elev: 98 (Ft.) +/- DE
PT
H (
Ft.)
5
SA
MP
LE T
YP
E
1.0
5.0
ASPHALT, approximately 12"
LEAN CLAY (CL), trace sand and gravel, gray, stiff to very stiff
Boring Terminated at 5 Feet
4500
7000
16
18
97+/-
93+/-
16
17
4-6-8N=14
7-11-12N=23
See Exhibit A-2
Hammer Type: Automatic SPT HammerStratification lines are approximate. In-situ, the transition may be gradual.
LOCATION
DEPTH
GR
AP
HIC
LO
G
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
111
350
15.G
PJ
TE
RR
AC
ON
2012
.GD
T 3
/14
/13
Oakton Community College Des Plaines, ILSITE:
None, While Drilling
None, After Boring
WATER LEVEL OBSERVATIONS
PROJECT: Circle Drive PavementRehabilitation
Page 1 of 1
Advancement Method:Hollow Stem
Abandonment Method:Borings backfilled with auger cuttings upon completion.
135 Ambassador DriveNaperville, Illinois
Notes:
Project No.: 11135015
Drill Rig: GC
Boring Started: 3/1/2013
BORING LOG NO. 5Manhard Consulting Ltd.CLIENT:Lombard, IL
Driller: NJ
Boring Completed: 3/1/2013
Exhibit:
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).
See Appendix C for explanation of symbols andabbreviations.
A-7
HP
(ps
f)
RE
CO
VE
RY
(In
.)
ELEVATION (Ft.)
WA
TE
RC
ON
TE
NT
(%
)
FIE
LD T
ES
TR
ES
ULT
S
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
Approximate Surface Elev: 98 (Ft.) +/- DE
PT
H (
Ft.)
5
SA
MP
LE T
YP
E
1.0
5.0
ASPHALT, approximately 11"
LEAN CLAY (CL), trace sand and gravel, gray, very stiff to hard
Boring Terminated at 5 Feet
9000
9000
18
16
97+/-
93+/-
13
15
9-13-15N=28
10-19-30N=49
See Exhibit A-2
Hammer Type: Automatic SPT HammerStratification lines are approximate. In-situ, the transition may be gradual.
LOCATION
DEPTH
GR
AP
HIC
LO
G
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
111
350
15.G
PJ
TE
RR
AC
ON
2012
.GD
T 3
/14
/13
Oakton Community College Des Plaines, ILSITE:
None, While Drilling
None, After Boring
WATER LEVEL OBSERVATIONS
PROJECT: Circle Drive PavementRehabilitation
Page 1 of 1
Advancement Method:Hollow Stem
Abandonment Method:Borings backfilled with auger cuttings upon completion.
135 Ambassador DriveNaperville, Illinois
Notes:
Project No.: 11135015
Drill Rig: GC
Boring Started: 3/1/2013
BORING LOG NO. 6Manhard Consulting Ltd.CLIENT:Lombard, IL
Driller: NJ
Boring Completed: 3/1/2013
Exhibit:
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).
See Appendix C for explanation of symbols andabbreviations.
A-8
HP
(ps
f)
RE
CO
VE
RY
(In
.)
ELEVATION (Ft.)
WA
TE
RC
ON
TE
NT
(%
)
FIE
LD T
ES
TR
ES
ULT
S
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
Approximate Surface Elev: 98 (Ft.) +/- DE
PT
H (
Ft.)
5
SA
MP
LE T
YP
E
1.0
5.0
ASPHALT, approximately 11"
LEAN CLAY (CL), trace sand and gravel, gray, stiff to hard
Boring Terminated at 5 Feet
6000
9000
16
18
97+/-
93+/-
15
14
4-7-7N=14
12-15-18N=33
See Exhibit A-2
Hammer Type: Automatic SPT HammerStratification lines are approximate. In-situ, the transition may be gradual.
LOCATION
DEPTH
GR
AP
HIC
LO
G
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
111
350
15.G
PJ
TE
RR
AC
ON
2012
.GD
T 3
/14
/13
Oakton Community College Des Plaines, ILSITE:
None, While Drilling
None, After Boring
WATER LEVEL OBSERVATIONS
PROJECT: Circle Drive PavementRehabilitation
Page 1 of 1
Advancement Method:Hollow Stem
Abandonment Method:Borings backfilled with auger cuttings upon completion.
135 Ambassador DriveNaperville, Illinois
Notes:
Project No.: 11135015
Drill Rig: GC
Boring Started: 3/1/2013
BORING LOG NO. 7Manhard Consulting Ltd.CLIENT:Lombard, IL
Driller: NJ
Boring Completed: 3/1/2013
Exhibit:
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).
See Appendix C for explanation of symbols andabbreviations.
A-9
HP
(ps
f)
RE
CO
VE
RY
(In
.)
ELEVATION (Ft.)
WA
TE
RC
ON
TE
NT
(%
)
FIE
LD T
ES
TR
ES
ULT
S
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
Approximate Surface Elev: 98 (Ft.) +/- DE
PT
H (
Ft.)
5
SA
MP
LE T
YP
E
1.0
5.0
ASPHALT, approximately 11.5"
LEAN CLAY (CL), trace sand and gravel, olive gray, very stiff to hard
turning gray
Boring Terminated at 5 Feet
9000
5000
16
18
97+/-
93+/-
21
27
5-6-9N=15
7-11-14N=25
See Exhibit A-2
Hammer Type: Automatic SPT HammerStratification lines are approximate. In-situ, the transition may be gradual.
LOCATION
DEPTH
GR
AP
HIC
LO
G
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
111
350
15.G
PJ
TE
RR
AC
ON
2012
.GD
T 3
/14
/13
Oakton Community College Des Plaines, ILSITE:
None, While Drilling
None, After Boring
WATER LEVEL OBSERVATIONS
PROJECT: Circle Drive PavementRehabilitation
Page 1 of 1
Advancement Method:Hollow Stem
Abandonment Method:Borings backfilled with auger cuttings upon completion.
135 Ambassador DriveNaperville, Illinois
Notes:
Project No.: 11135015
Drill Rig: GC
Boring Started: 3/1/2013
BORING LOG NO. 8Manhard Consulting Ltd.CLIENT:Lombard, IL
Driller: NJ
Boring Completed: 3/1/2013
Exhibit:
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).
See Appendix C for explanation of symbols andabbreviations.
A-10
HP
(ps
f)
RE
CO
VE
RY
(In
.)
ELEVATION (Ft.)
WA
TE
RC
ON
TE
NT
(%
)
FIE
LD T
ES
TR
ES
ULT
S
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
Approximate Surface Elev: 98 (Ft.) +/- DE
PT
H (
Ft.)
5
SA
MP
LE T
YP
E
1.0
5.0
ASPHALT, approximately 11.5"
LEAN CLAY (CL), trace sand and gravel, gray, stiff to hard
Boring Terminated at 5 Feet
9000
7000
16
18
97+/-
93+/-
14
18
5-5-8N=13
6-6-7N=13
See Exhibit A-2
Hammer Type: Automatic SPT HammerStratification lines are approximate. In-situ, the transition may be gradual.
LOCATION
DEPTH
GR
AP
HIC
LO
G
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
111
350
15.G
PJ
TE
RR
AC
ON
2012
.GD
T 3
/14
/13
Oakton Community College Des Plaines, ILSITE:
None, While Drilling
None, After Boring
WATER LEVEL OBSERVATIONS
PROJECT: Circle Drive PavementRehabilitation
Page 1 of 1
Advancement Method:Hollow Stem
Abandonment Method:Borings backfilled with auger cuttings upon completion.
135 Ambassador DriveNaperville, Illinois
Notes:
Project No.: 11135015
Drill Rig: GC
Boring Started: 3/1/2013
BORING LOG NO. 9Manhard Consulting Ltd.CLIENT:Lombard, IL
Driller: NJ
Boring Completed: 3/1/2013
Exhibit:
See Exhibit A-3 for description of field procedures.
See Appendix B for description of laboratoryprocedures and additional data (if any).
See Appendix C for explanation of symbols andabbreviations.
A-11
HP
(ps
f)
RE
CO
VE
RY
(In
.)
ELEVATION (Ft.)
WA
TE
RC
ON
TE
NT
(%
)
FIE
LD T
ES
TR
ES
ULT
S
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
Approximate Surface Elev: 98 (Ft.) +/- DE
PT
H (
Ft.)
5
SA
MP
LE T
YP
E
APPENDIX B LABORATORY TESTING
Geotechnical Engineering Report Circle Drive Pavement Improvements Des Plaines, Illinois March 14, 2013 Terracon Project No. 11135015
Responsive Resourceful Reliable Exhibit B-1
Laboratory Testing The soil samples obtained from the borings were tested in the laboratory to measure their water contents. The dry densities of the recovered tube samples were measured. Unconfined compressive strength tests were performed on selected tube samples, and a pocket penetrometer was used to help estimate the unconfined compressive strength of other native cohesive samples. The test results are provided on the boring logs in Appendix A. The soil samples were classified in the laboratory based on visual observation, texture, plasticity, and the limited laboratory testing described above. The soil descriptions presented on the boring logs for native soils are in accordance with the enclosed General Notes (Exhibit C-1) and Unified Soil Classification System (USCS). The estimated USCS group symbols for native soils are shown on the boring logs, and a brief description of the USCS (Exhibit C-2) is included with this report.
APPENDIX C SUPPORTING DOCUMENTS
TraceWithModifier
Water Level Aftera Specified Period of Time
GRAIN SIZE TERMINOLOGYRELATIVE PROPORTIONS OF SAND AND GRAVEL
TraceWithModifier
Standard Penetration orN-Value
Blows/Ft.
Descriptive Term(Consistency)
Loose
Very Stiff
Exhibit C-1
Standard Penetration orN-Value
Blows/Ft.
Ring SamplerBlows/Ft.
Ring SamplerBlows/Ft.
Medium Dense
Dense
Very Dense
0 - 1 < 3
4 - 9 2 - 4 3 - 4
Medium-Stiff 5 - 9
30 - 50
WA
TE
R L
EV
EL
Auger
Shelby Tube
Ring Sampler
Grab Sample
8 - 15
Split Spoon
Macro Core
Rock Core
PLASTICITY DESCRIPTION
Term
< 1515 - 29> 30
Descriptive Term(s)of other constituents
Water InitiallyEncountered
Water Level After aSpecified Period of Time
Major Componentof Sample
Percent ofDry Weight
(More than 50% retained on No. 200 sieve.)Density determined by Standard Penetration Resistance
Includes gravels, sands and silts.
Hard
Very Loose 0 - 3 0 - 6 Very Soft
7 - 18 Soft
10 - 29 19 - 58
59 - 98 Stiff
less than 500
500 to 1,000
1,000 to 2,000
2,000 to 4,000
4,000 to 8,000> 99
LOCATION AND ELEVATION NOTES
SA
MP
LIN
G
FIE
LD
TE
ST
S
(HP)
(T)
(b/f)
(PID)
(OVA)
DESCRIPTION OF SYMBOLS AND ABBREVIATIONS
Descriptive Term(Density)
Non-plasticLowMediumHigh
BouldersCobblesGravelSandSilt or Clay
10 - 18
> 50 15 - 30 19 - 42
> 30 > 42
_
Hand Penetrometer
Torvane
Standard PenetrationTest (blows per foot)
Photo-Ionization Detector
Organic Vapor Analyzer
Water levels indicated on the soil boringlogs are the levels measured in theborehole at the times indicated.Groundwater level variations will occurover time. In low permeability soils,accurate determination of groundwaterlevels is not possible with short termwater level observations.
CONSISTENCY OF FINE-GRAINED SOILS
(50% or more passing the No. 200 sieve.)Consistency determined by laboratory shear strength testing, field
visual-manual procedures or standard penetration resistance
DESCRIPTIVE SOIL CLASSIFICATION
> 8,000
Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracyof such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey wasconducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographicmaps of the area.
Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dryweight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils haveless than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, andsilts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may beadded according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are definedon the basis of their in-place relative density and fine-grained soils on the basis of their consistency.
Plasticity Index
01 - 1011 - 30
> 30
RELATIVE PROPORTIONS OF FINES
Descriptive Term(s)of other constituents
Percent ofDry Weight
< 55 - 12> 12
No Recovery
RELATIVE DENSITY OF COARSE-GRAINED SOILS
Particle Size
Over 12 in. (300 mm)12 in. to 3 in. (300mm to 75mm)3 in. to #4 sieve (75mm to 4.75 mm)#4 to #200 sieve (4.75mm to 0.075mmPassing #200 sieve (0.075mm)
ST
RE
NG
TH
TE
RM
S Unconfined CompressiveStrength, Qu, psf
4 - 8
GENERAL NOTES
Exhibit C-2
UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A
Soil Classification
Group
Symbol Group Name
B
Coarse Grained Soils:
More than 50% retained
on No. 200 sieve
Gravels:
More than 50% of
coarse fraction retained
on No. 4 sieve
Clean Gravels:
Less than 5% fines C
Cu 4 and 1 Cc 3 E
GW Well-graded gravel F
Cu 4 and/or 1 Cc 3 E
GP Poorly graded gravel F
Gravels with Fines:
More than 12% fines C
Fines classify as ML or MH GM Silty gravel F,G,H
Fines classify as CL or CH GC Clayey gravel F,G,H
Sands:
50% or more of coarse
fraction passes No. 4
sieve
Clean Sands:
Less than 5% fines D
Cu 6 and 1 Cc 3 E
SW Well-graded sand I
Cu 6 and/or 1 Cc 3 E
SP Poorly graded sand I
Sands with Fines:
More than 12% fines D
Fines classify as ML or MH SM Silty sand G,H,I
Fines classify as CL or CH SC Clayey sand G,H,I
Fine-Grained Soils:
50% or more passes the
No. 200 sieve
Silts and Clays:
Liquid limit less than 50
Inorganic: PI 7 and plots on or above “A” line
J CL Lean clay
K,L,M
PI 4 or plots below “A” line J ML Silt
K,L,M
Organic: Liquid limit - oven dried
0.75 OL Organic clay
K,L,M,N
Liquid limit - not dried Organic silt K,L,M,O
Silts and Clays:
Liquid limit 50 or more
Inorganic: PI plots on or above “A” line CH Fat clay
K,L,M
PI plots below “A” line MH Elastic Silt K,L,M
Organic: Liquid limit - oven dried
0.75 OH Organic clay
K,L,M,P
Liquid limit - not dried Organic silt K,L,M,Q
Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat
A Based on the material passing the 3-inch (75-mm) sieve
B If field sample contained cobbles or boulders, or both, add “with cobbles
or boulders, or both” to group name. C
Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded
gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly
graded gravel with silt, GP-GC poorly graded gravel with clay. D
Sands with 5 to 12% fines require dual symbols: SW-SM well-graded
sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded
sand with silt, SP-SC poorly graded sand with clay
E Cu = D60/D10 Cc =
6010
2
30
DxD
)(D
F If soil contains 15% sand, add “with sand” to group name.
G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.
H If fines are organic, add “with organic fines” to group name.
I If soil contains 15% gravel, add “with gravel” to group name.
J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.
K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,”
whichever is predominant. L
If soil contains 30% plus No. 200 predominantly sand, add “sandy” to
group name. M
If soil contains 30% plus No. 200, predominantly gravel, add
“gravelly” to group name. N
PI 4 and plots on or above “A” line. O
PI 4 or plots below “A” line. P
PI plots on or above “A” line. Q
PI plots below “A” line.