Glencoe Golf Club Driving Range Protective Netting Addendum 1

Village of Glencoe
26-011 2026 Glencoe Golf Club Driving Range Protective Netting
Addendum 1
The attached geotechnical report was completed in 2023 by Construction & Geotechnical
Material Testing, Inc. for the design and construction of the new Glencoe Golf Club Clubhouse.
Bidders should coordinate with their licensed engineer to determine if the information
provided in the report is adequate for the design and calculations for the driving range netting
pole and foundations. The Village does not have any additional soil information available. Any
further soil investigations warranted should be included in the price of your proposal.
Written acknowledgment of this addendum will be required to be submitted with the sealed
bid/proposal.
Signed: ________________________________________
Contractor: ____________________________________
Date: __________________________________________
Submitted: Stella Nanos
General Manager
Village of Glencoe
May 19, 2026

60 Martin Lane, Elk Grove Village, Illinois 60007
Telephone (630) 595-1111 Fax (630) 595-1110
November 17, 2023
Stella Nanos
Village of Glencoe | Glencoe Colf Club
675 Village Court
Glencoe, Illinois 60022
CGMT Project No. 23G0482A
Reference: Report of Subsurface Exploration and Geotechnical Engineering Services, Proposed
New Clubhouse, 621 Westley Road, Glencoe, Illinois
Dear Ms. Nanos:
CGMT, Inc. has completed the subsurface exploration and geotechnical engineering analyses for the proposed New
Clubhouse to be located at 621 Westley Road, in Glencoe, Illinois. This report describes the subsurface exploration
procedures, laboratory testing, and geotechnical recommendations for project construction. A Boring Location Plan is
included in the Appendix of this report along with the Boring Logs performed for the exploration.
We appreciate this opportunity to be of service to the Village of Glencoe | Glencoe Colf Club during the design phase of
this project. If you have any questions with regard to the information and recommendations presented in this report, or
if we can be of further assistance to you in any way during the planning or construction of this project, please do not
hesitate to contact us.
Respectfully,
CONSTRUCTION AND GEOTECHNICAL MATERIAL TESTING, INC.
Pratik Patel, P.E.
Vice President
3pc: Encl.

REPORT OF
SUBSURFACE EXPLORATION AND
GEOTECHNICAL ENGINEERING SERVICES
NEW CLUBHOUSE
621 WESTLEY ROAD
GLENCOE, ILLINOIS
CGMT PROJECT NO. 23G0482A
FOR
VILLAGE OF GLENCOE | GLENCOE COLF CLUB
GLENCOE, ILLINOIS
NOVEMBER 17, 2023

CGMT Project No. 23G0482A
New Clubhouse
Glencoe, Illinois
TABLE OF CONTENTS
EXECUTIVE SUMMARY
PAGE
PROJECT OVERVIEW 1
Introduction 1
Project Description 1
Scope of Work 1
EXPLORATION RESULTS 2
Site Description 2
Soil Conditions 2
Groundwater Observations 3
Seismic Zone 4
ANALYSIS AND RECOMMENDATIONS 5
Overview 5
Subgrade Preparation and Engineered Fill 5
Subgrade Preparation 5
Engineered Fill 7
Footing Foundations 7
Rammed or Vibro-Compacted Aggregate Piers 8
Floor Slab Design 9
Pavements 10
General Construction Considerations 12
EXPLORATION PROCEDURES 14
Subsurface Exploration Procedures 14
Laboratory Testing Program 14
CLOSING 15
APPENDIX

CGMT Project No. 23G0482A
New Clubhouse
Glencoe, Illinois
EXECUTIVE SUMMARY
Construction & Geotechnical Material Testing, Inc. (CGMT) has completed your subsurface exploration and geotechnical
engineering project. The subsurface conditions encountered during our exploration and CGMT's conclusions and
recommendations are summarized below. This summary should not be considered apart from the entire text of the report with
all the qualifications and considerations mentioned herein. Details of our conclusions and recommendations are discussed in
the following sections and in the Appendix of this report.
The project site is located at 621 Westley Road in Glencoe, Illinois. A total of twelve (12) exploratory borings, B-1 through B-
7 and P-1 through P-5, were performed for this project. The soil conditions encountered at the borings performed at the site
are summarized as follows.
The surface materials were underlain by dark brown and brown, very stiff to hard silty clay fill soils that extended to depths of
approximately 312 to 812 feet below the existing ground surface. Beneath the clay fill, Borings B-4, B-5, B-6, P-4, and P-5
encountered brown, loose to medium dense sand that extended to depths of approximately 6 feet below existing grade. The fill
soils were underlain mainly by natural, stiff to hard silty clay soils that extended to depths of approximately 25 feet below the
existing ground surface. Within the clay profile, Borings B-1, B-3, B-4, B-6, P-3, and P-4 encountered 112 to 612 feet thick layers
of medium dense silt between depths of approximately 812 to 25 feet below the existing ground surface.
If available, records of compaction obtained during the mass earthwork phase of the project should be provided to CGMT for
our review. However, if records are not available, the existing fill soils appear to have been placed with some measure of control
of moisture content and density and it should be feasible to support floor slabs, pavements, and new fill.
If the Village of Glencoe is willing to accept some risk of total and differential settlement and associated long term maintenance,
the existing fill material similar to those encountered in the borings extending to depths of approximately 312 to 812 feet below
the surrounding grade may remain in place below floor slabs and pavements but the subgrade must pass a proofroll under the
observation of a CGMT geotechnical engineer or soils technician. However, if the Village of Glencoe is unwilling to accept the
risk, then the existing fill soils should be completely removed and replaced with new engineered fill.
Based on the anticipated structural loading and subsurface conditions, conventional shallow foundation systems consisting of
spread and/or continuous footings, extended through existing fill soils (encountered in the borings to depths of 312 to 812 feet
below the existing ground surface) bearing on the natural, stiff to hard silty clay, medium dense silt soils, or new properly
compacted engineered fill is considered feasible and appropriate to support the proposed clubhouse improvements. For
footings, extended through existing fill soils, bearing at depths of at least 312 feet below grade on natural, stiff to hard silty clay,
medium dense silt soils, or new, properly compacted engineered fill, we recommend a maximum net allowable soil bearing
pressure of 3,000 psf be used to proportion the footings.
Existing fill soils were encountered to depths of approximately 312 to 812 feet below the existing ground surface. Complete
removal and replacement discussed above may not be economical due to high construction cost. As an alternative, for ground
improvement techniques and construction of conventional shallow foundations, the use of compacted/rammed aggregate piers,
similar to Geopier(R) rammed aggregate piers and Vibro Piers can be considered for support of foundations for the new
clubhouse. It is our opinion that foundations supported on compacted/rammed aggregate piers or Vibro Piers as discussed
above will likely permit proportioning foundations for a net allowable soil bearing capacity of 3,000 psf, though this must be
verified by the rammed aggregate piers or Vibro Piers installer.
We recommend that the excavation of building foundations be monitored full-time by a CGMT geotechnical engineer or his
representative to verify that the exposed subgrade materials and the soil bearing pressure will be suitable for the proposed
structure.
Report Prepared By: Report Reviewed By:
Nicholas Wolff Pratik Patel
Nicholas P. Wolff, P.E. Pratik Patel, P.E.
Geotechnical Engineer Vice President

CGMT Project No. 23G0482A
New Clubhouse
Glencoe, Illinois
PROJECT OVERVIEW
Introduction
This report presents the results of our subsurface exploration and engineering services for the proposed clubhouse
improvements in Glencoe, Illinois. A General Location Plan included in the Appendix of this report, shows the
approximate location of this project.
Project Description
ITEM DESCRIPTION
Site Layout See Boring Location Diagram in the Appendix
We understand that the clubhouse project is considering two alternative designs. One
Proposed consists of renovation and rehabilitation of the existing clubhouse facility, but the other was
Construction a new clubhouse facility. We anticipate the new clubhouse will be a one or two story, wood
framed structure. We understand no basements or underground spaces are planned.
Max. column loads: 175 kips (Anticipated); Max. wall loads: 4 kips per lineal foot
Structural Loads
(Anticipated)
Grading and
We anticipate less than 2 to 3 feet of cuts and fills will be necessary to establish final site
Existing Site
grades for the project.
Considerations
Ancillary
Rehabilitated parking and drive areas are also planned.
Improvements
Scope of Work
The conclusions and recommendations contained in this report are based on the soil borings performed in the vicinity of
the proposed building and pavement areas, and associated laboratory testing of selected soil samples. The scope of the
subsurface exploration included the following.
Number of Borings Depth (feet)
7 25
5 15
The results of the soil borings, along with a Boring Location Plan showing the approximate locations where the borings
were performed, are included in the Appendix of this report. Once the samples were returned to our laboratory we
laboratory tests on selected representative soil samples from the borings to evaluate pertinent engineering properties, and,
we analyzed the field and laboratory data to develop appropriate engineering recommendations.
The purpose of this report is to provide information and geotechnical engineering recommendations with regard to:
* Subsurface Soil and Groundwater Conditions * Foundation Design and Construction
* Seismic Considerations * Floor Slab Design and Construction
* Site Preparation and Earthwork * Pavement Design and Construction

CGMT Project No. 23G0482A
New Clubhouse
Glencoe, Illinois
2
EXPLORATION RESULTS
Site Description
ITEM DESCRIPTION
The clubhouse project will be located on the Glencoe Golf Course, located at 621 Westley
Project Location
Road, in Glencoe, Illinois.
Existing Site At the time of our exploration, the project site was covered with grass covered landscaped
Improvements areas with several clumps of moderate growth trees.
Elevations across the site were generally flat with the central portion of the site located
Existing
slightly higher than other portions of the site. Site grades across the site ranged from 635 feet
Topography
down to 630 feet (Per Google Earth).
Soil Conditions
A total of twelve (12) borings, B-1 through B-7 and P-1 through P-5, were performed for this project. The subsurface
conditions encountered at the borings performed at the site can be summarized as follows.
New or Renovated Clubhouse
Borings B-1 through B-7 were performed in the vicinity of the location of the existing clubhouse and the possible location
of the clubhouse replacement. At each of the borings, except B-5 and B-6, approximately 6 to 7 inches of topsoil was
encountered at the ground surface at the boring locations. Boring B-5 encountered approximately 5 inches of asphalt
pavement underlain by 6 inches of aggregate base course. Boring B-6 encountered approximately 8 inches of sand and
gravel wearing surface.
The surface materials were underlain by brown, very stiff to hard silty clay fill soils that extended to depths of approximately
312 to 6 feet below the existing ground surface. Beneath the clay fill, Borings B-4, B-5, and B-6 encountered brown, loose
to medium dense sand that extended to depths of approximately 6 feet below existing grade. The fill soils were underlain
mainly by natural, stiff to hard silty clay soils that extended to depths of approximately 25 feet below the existing ground
surface. Within the clay profile, Borings B-1, B-3, B-4, and B-6 encountered 112 to 612 feet thick layers of medium dense
silt between depths of approximately 812 to 25 feet below the existing ground surface.
New Pavements
Borings P-1 through P-5 were performed in planned pavement areas. Approximately 5 to 7 inches of topsoil was
encountered at the ground surface. Borings P-4 and P-5 encountered approximately 3 to 10 inches of asphalt pavement at
the ground surface. At Borings P-3, P-4, and P-5, the surficial materials were underlain by dark brown and brown, very
stiff silty clay that extended to depths of approximately 312 feet below the existing ground surface. The cohesive fill soils
at Boring P-4 and P-5 were underlain by brown, loose to medium dense sand soils that extended to depths of approximately
6 to 812 feet below the existing ground surface. Beneath the fill soils, each of the borings, except P-3, encountered natural,
stiff to hard silty clay that extended to depths of 1312 to 15 feet below the existing ground surface. Beneath the fill soils in
Boring P-3 and beneath the silty clay in Boring P-4, the borings encountered natural, brown and gray, loose to medium
dense silt soils that extended to the boring termination depths of approximately 15 feet below current grade.

CGMT Project No. 23G0482A
New Clubhouse
Glencoe, Illinois
3
SOILS SOIL CHARACTERISTICS
Unconfined Compressive Strengths: 2.0 to 4.5+ tsf
Silty Clay
Dry Density Determinations: 96.2 to 98.6 pcf
(Existing Fill)
Moisture Contents: 12.5 to 25.0 percent
Sand
Loose to medium dense; 6 to 12 blows per foot
(Existing Fill)
Silty Clay Unconfined Compressive Strengths: 1.5 to 4.5+ tsf
(Natural) Moisture Contents: 12.7 to 24.3 percent
Silt
Loose to medium dense; 11 to 24 blows per foot
(Natural)
The specific soil types observed at the borings are noted on the boring logs, enclosed in the Appendix.
Groundwater Observations
Observations for groundwater were made during sampling and upon completion of the drilling operations at the boring
locations. In auger drilling operations, water is not introduced into the boreholes, and the groundwater position can often
be obtained by observing water flowing into or out of the boreholes. Furthermore, visual observation of the soil samples
retrieved during the auger drilling exploration can often be used in evaluating the groundwater conditions. Groundwater
levels were observed during drilling and immediately the completion of drilling. Groundwater measurements are
summarized in the table below.
GROUNDWATER LEVELS (FEET)
BORINGS DURING IMMEDIATELY AFTER
DRILLING COMPLETION
P-3 12 9
Other Borings None None
Glacial till soils in the Midwest frequently oxidize from gray to brown above the level at which the soil remains saturated.
The long-term groundwater level is often interpreted to be near this zone of color change. Based on the results of this
exploration, the long-term groundwater level may be located at a depth of approximately 812 to 1812 feet below current
grade.
It should be noted that the groundwater level can vary based on precipitation, evaporation, surface run-off and other factors
not immediately apparent at the time of this exploration. Surface water runoff will be a factor during general construction,
and steps should be taken during construction to control surface water runoff and to remove any water that may
accumulate in the proposed excavations as well as floor slab and pavement areas. Precipitation generally varies seasonally.
To assist in anticipating groundwater fluctuations changes throughout the year, average monthly precipitation is provided
in the table below. Average precipitation levels were obtained from WeatherDB.com.

CGMT Project No. 23G0482A
New Clubhouse
Glencoe, Illinois
4
Seasonal Precipitation
Month yraunaJ yraurbeF hcraM lirpA yaM enuJ yluJ tsuguA rebmetpeS rebotcO rebmevoN rebmeceD latoT
Normal
Precipitation 1.73 1.79 2.50 3.38 3.68 3.45 3.70 4.90 3.21 3.15 3.15 2.25 36.89
(inches)
Seismic Zone
Based on the 2015 International Building Code, Table 1615.1.1 Site Class Definitions, the site soils can be characterized
as Site Class D. Site Class D is described as Stiff Soil Profile for the top 100 ft of the site soil profile. Since we drilled to
a maximum depth of 25 feet for this exploration, based on our experience with the soils in this area, the available geologic
maps and following the direction of IBC 2015 when there are no borings to 100 feet deep, it is our opinion the site would
be defined as Site Class D.
CGMT also calculated the spectral response factors based on the site class as well as the latitude and longitude of the
project location using United States Geological Survey (USGS) seismic calculator software. The calculated values are
presented in the table below.
Seismic Design Criteria
Glencoe Golf Club Clubhouse Improvements
Glencoe, Illinois
Latitude 42.148583 Longitude -87.779271 Site Class D
S 0.123g S 0.197g S 0.131g
s MS DS
S 0.058g S 0.139g S 0.093g
1 M1 D1

CGMT Project No. 23G0482A
New Clubhouse
Glencoe, Illinois
5
ANALYSIS AND RECOMMENDATIONS
Overview
The following recommendations have been developed on the basis of the previously described project characteristics and
subsurface conditions encountered. If there are any changes to the project characteristics or if different subsurface
conditions are encountered during construction, CGMT should be consulted so that the recommendations of this report
can be reviewed.
A summary of results of the exploration is provided in the table below.
Preliminary Bearing Table
Depth to Groundwater (feet) Approximate Depth to Soils
Boring
Suitable for a Net Allowable
Boring Depth During After
Bearing Pressure of 3,000
(feet) Drilling Completion
psf*
B-1 25 None None 6
B-2 25 None None 3.5
B-3 25 None None 3.5
B-4 25 None None 6
B-5 25 None None 6
B-6 25 None None 6
B-7 25 None None 3.5
P-1 15 None None 1
P-2 15 None None 1
P-3 15 12 9 3.5
P-4 15 None None 6
P-5 15 None None 8.5
* To be used a minimum of 312 feet below adjacent outside grade.
Subgrade Preparation and Engineered Fill
Subgrade Preparation
We anticipate the renovated clubhouse will be of slab-on-grade construction and will not include a below grade space or
basement area. Initial subgrade preparation should consist of complete stripping/removal of topsoil, asphalt pavement
course, existing base course materials, vegetation, and any other soft or unsuitable/deleterious materials from the location
of the new/renovated clubhouse, as well as, pavement areas. Unsuitable materials, such as topsoil/buried topsoil or
organic soils, should either be stockpiled for later use in landscaping fills or placed in approved disposal areas either on-
site or off-site.
We recommend that the project geotechnical engineer or his representative should be on site to monitor stripping and site
preparation operations and observe that unsuitable soils have been satisfactorily removed and to observe proofrolling.