RETURN WITH BID
PROPOSAL SUBMITTED BY
Contractor’s Name
Street
City
State
Zip
STATE OF ILLINOIS
COUNTY OF
Kane
City of Elgin
(Insert name of City, Village, Town or Road District)
ESTIMATE OF COST, SPECIFICATIONS, PLANS,
MATERIAL PROPOSAL, CONTRACT PROPOSAL,
CONTRACT AND CONTRACT BOND.
(Strike out that which does not apply)
FOR
THE IMPROVEMENT OF
STREET NAME OR ROUTE NO. South Street Roadway Extension
SECTION NO.
TYPE OF FUNDS: Local
TO BE CONSTRUCTED UNDER THE PROVISIONS OF
THE ILLINOIS HIGHWAY CODE
APPROVED
City of Elgin
Date
20
Engineer
BLR 5701 (Rev 1/94)
IL 494-0328
1
The following is a list of all information contained within this contract. If any of the listed
information is missing please contact Engineering Enterprises, Inc. at (630) 466-6700 for the
complete contract information.
-
Notice to Bidders (Letter)
-
Notice to Bidders (Form)
-
Information and Instructions to Bidders
-
Special Provision Index Sheet
-
Special Provisions
-
IDOT Construction Debris Guidance Memorandum
-
Special Provision For Construction Debris
o Sample Debris Manifest
-
Water Main Parts – Specifications
-
City of Elgin Hydrostatic Pressure Testing Procedure
-
Hydrant Meter Policy
-
City of Elgin Water Meter Fees and Water Rates
-
Insurance Supplemental Conditions
-
Elgin Procurement Ordinance
-
Elgin Residency Requirements for Construction Projects
-
Workforce Availability Information
-
Prevailing Wage Rates
-
Accounts Payable Schedule
-
Noise Ordinance
-
Contract Documents
o Certification Requirements
o Equal Employment Written Commitment Guideline
o Sexual Harassment Policy
o Bidders Utilization Form
o Responsible Bidder Affidavit
o Proposal Sheet
o Schedule of Prices (Bid Form)
o Proposal Signature Page
o Proposal Bid Bond
o Agreement
o Contract Bond
-
Appendix
o LPC - 662
o PSI Roadway Geotechnical Report Dated 1-19-2008
o Rubino Roadway Geotechnical Report Dated 7-29-2015
2
Notice to Bidders
Bid 15-038
Sealed bids will be received by the Purchasing Director of the City of Elgin, Illinois, until 11:00
A.M. local time, August 25, 2015, for the South Street Roadway Extension. At that time the bids will
be publicly opened and read at the Purchasing Department in the City Hall located at 150 Dexter
Court, Elgin, Illinois 60120.
The proposed improvement includes the following base bid quantities: 3.9 acres of tree removal, dual
box culvert removal and replacement, 2,700’ of water main, 1,700’ of sanitary sewer, 5,400’ of storm
sewer, 1.2 miles of new HMA roadway, 34,000 SF of sidewalk, street lights, HMA bike path, and 11
acres of restoration and all other appurtenant work and materials necessary to complete the project.
All potential bidders must attend the pre-bid meeting on August 19th, 2015 11:00 a.m. at the Elgin
Public Works Facility located at 1900 Holmes Road, Elgin, Illinois 60123. All proposals must be
accompanied by a Bid Bond, Certified or Cashier’s Check or a Bank Draft in an amount equal to at
least 5 percent of the bid, payable without condition to the City of Elgin, of Elgin, Illinois, which
sum shall be forfeited in case the successful bidder fails to enter into a binding contract and provide a
properly executed contract surety bond within 15 days after the date the contract is awarded by the
City Council.
The successful bidder shall be required to furnish a satisfactory contract bond to the City of Elgin by
a surety company authorized to do business in the State of Illinois covering the full amount of the
contract. The successful bidder shall pay prevailing wage, shall provide certified payrolls to the City
for the duration of the project and comply with the Responsible Bidder’s Ordinance and Elgin
Residency Ordinance for the duration of the project.
The bidder shall submit, if requested by the Engineering Division, a list of qualified references for
projects of similar size and scope of this project. Proposals withdrawn may not be re submitted at the
same letting.
Each bidder shall satisfy the City as to their ability, financially or otherwise, to carry out the work.
The right is reserved to reject any or all bids or to waive technicalities and any informality in any bid.
Electronic copies of specifications, proposal, and contract pre-loaded on a flash drive may be
obtained for a non-refundable fee of $10.00 from the Elgin Purchasing Department located at 150
Dexter Court, Elgin, Illinois 60120 between the hours of 8:00 a.m. and 5:00 p.m., Monday through
Friday. Hard copies will be made available upon request at the City of Elgin Purchasing Department
for a non-refundable fee of $175. Receiving a paper copy may take up to 2 business days. Checks
should be made payable to the City of Elgin, Illinois. Contract documents can be sent via First Class
mail for a fee TBD or overnight using the contractor's Federal Express account number. Bids are to
be submitted on the forms furnished within the contract document books, properly executed in
accordance with the directions contained in the Information for Bidders.
Questions regarding this bid package can be directed to Kurt Muth of Engineering Enterprises, Inc.
Mr. Muth can be reached at 630-466-6700.
Dated July 31, 2015
Daina DeNye, CPPO
Purchasing Director
City of Elgin
3
City of Elgin
150 Dexter Court
Elgin, IL 60123
Notice to Bidders
RETURN WITH BID
Route
County
Local Agency
Section
Time and Place of Opening of Bids
Sealed proposals for the improvement described below will be received at the office of
City of Elgin Purchasing Department, 150 Dexter Ct., Elgin, IL 60120
until
11
11
at
o’clock
o’clock
A
A
M.,
M.,
(address)
8/25/2015
8/25/2015
Department, 150 Dexter Ct, Elgin, IL 60120
Proposals will be opened and read publicly
(date)
at the office of
City of Elgin Purchasing
(date)
(address)
Description of Work
Name
South Street Roadway Extension
Length
N/A
feet (
N/A
Location
Proposed Improvement
3.9 acres of tree removal, dual box culvert removal and replacement, 2,700’ of water main, 1,700’ of sanitary sewer,
5,400’ of storm sewer, 1.2 miles of new HMA roadway, 34,000 SF of sidewalk, street lights, HMA bike path, and 11 acres of restoration
Bidders Instructions
1. Plans and proposal forms will be available in the office of
Purchasing Department, City of Elgin, 150 Dexter Ct,
Elgin, IL 60120
2.
If prequalification is required , the 2 low bidders must file within 24 hours after the letting an “Affidavit of Availability”
(Form BC 57), in triplicate, showing all uncompleted contracts awarded to them and all low bids pending award for
Federal, State, County, Municipal and private work. One copy shall be filed with the Awarding Authority and 2 copies
with the IDOT District Office.
3.
All proposals must be accompanied by a proposal guaranty as provided in BLRS Special Provision for Bidding
Requirements and Conditions for Contract Proposals contained in the “Supplemental Specifications and Recurring
Special Provisions”.
4.
The Awarding Authority reserves the right to waive technicalities and to reject any or all proposals as provided in
BLRS Special Provision for Bidding Requirements and Conditions for Contract Proposals contained in the
“Supplemental Specifications and Recurring Special Provisions”.
5.
Bidders need not return the entire contract proposal when bids are submitted unless otherwise required. Portions of
the proposal that must be returned include the following:
a. BLR 5701 - Contract Cover
b. BLR 5704 - Notice to Bidders
c. BLR 5705 - Contract Proposal
d. BLR 5706 - Contract Schedule of Prices
e. BLR 5707 - Signatures
f . BLR 5708 - Proposal Bid Bond (if applicable)
BLR 5704 (Rev. 3/02)
Page 1 of 2
4
miles)
6. The quantities appearing in the bid schedule are approximate and are prepared for the comparison of bids. Payment
to the Contractor will be made only for the actual quantities of work performed and accepted or materials furnished
according to the contract. The scheduled quantities of work to be done and materials to be furnished may be
increased, decreased or omitted as hereinafter provided.
7. Submission of a bid shall be conclusive assurance and warranty the bidder has examined the plans and understands
all requirements for the performance of work. The bidder will be responsible for all errors in the proposal resulting
from failure or neglect to conduct an in depth examination. The Awarding Authority will, in no case be responsible for
any costs, expenses, losses or changes in anticipated profits resulting from such failure or neglect of the bidder.
8. The bidder shall take no advantage of any error or omission in the proposal and advertised contract.
9. If a special envelope is supplied by the Awarding Authority, each proposal should be submitted in that envelope
furnished by the Awarding Agency and the blank spaces on the envelope shall be filled in correctly to clearly indicate
its contents. When an envelope other than the special one furnished by the Awarding Authority is used, it shall be
marked to clearly indicate its contents. When sent by mail, the sealed proposal shall be addressed to the Awarding
Authority at the address and in care of the official in whose office the bids are to be received. All proposals shall be
filed prior to the time and at the place specified in the Notice to Bidders. Proposals received after the time specified
will be returned to the bidder unopened.
10. Permission will be given to a bidder to withdraw a proposal if the bidder makes the request in writing or in person
before the time for opening proposals.
By Order of
City of Elgin
(Awarding Authority)
Senior Engineer/ City Engineer
Note: All proposal documents, including Proposal Guaranty Checks or Proposal Bid Bonds, should be stapled together to prevent loss when bids are
processed.
BLR 5704 (Rev. 3/02)
Page 2 of 2
5
INFORMATION FOR AND INSTRUCTIONS TO BIDDERS
1.
DEFINITIONS AND TERMINOLOGY
Definitions, of the General Terms and Conditions of the Contract (“General Terms and
Conditions”) included in the Project Manual are incorporated by reference as if fully rewritten herein. In
the event of a conflict between the definitions herein and those found in the General Terms and
Conditions, the former shall govern for the purpose of this section only. All other terms which are not
herein defined have their ordinary dictionary meaning.
ADDENDUM (ADDENDA, PLURAL)-An Addendum is a document issued by the City prior to the
opening of the General Bids which clarifies, amends, or modifies the Bidding Documents or the Contract
Documents.
ALTERNATE BID-An Alternate Bid (or An Alternate) is a proposal for work which is bid
alternatively to the original bid proposal pursuant to instructions contained in the Bid Form. Such
alternative bids may include proposals for work that is different in scope from that contained in the Base
Bid.
BASE BID-A Base Bid is the sum proposed by a Bidder to perform the Work and does not
include any Alternate Bids.
BID-A Bid is a proposal to do the Work for a specified sum and includes accompanying forms
which are required to be submitted.
BIDDER-A Bidder is an entity that submits a Bid.
BIDDING DOCUMENTS-The Bidding Documents are comprised of the entire Project Manual,
which includes, but is not limited to, the Invitation to Bid (advertisement), the Instructions to Bidders, all of
the forms (e.g., Bid forms, sample Agreement form, bond forms), the wage rates, the General Terms and
Conditions of the Contract, any supplementary terms and conditions thereto, the Drawings, the
Specifications, and all addenda.
BUSINESS DAYS-Business days are defined as all days of the week excluding Saturdays,
Sundays, and those holidays for which the City offices are closed for observance.
CONTRACT DOCUMENTS- The Contract Documents consist of the Agreement, the Certificates
of Insurance, Bonds, Notice of Award, Notice to Proceed, General Conditions, Supplementary Conditions,
Specifications, Drawings, Addenda, Contractor’s Bid, City Forms, and any subsequent written
amendments to the documents listed herein.
PROJECT-The Project is the total Construction to be provided under the Contract Documents
and the Work may be the whole or a part of the Project as indicated elsewhere in the Contract
Documents and may include construction by the City or by separate contractors. The Project is the Work
described in the Bidding Documents.
PURCHASING DEPARTMENT-The Purchasing Department refers to the City of Elgin
Purchasing Department located at 150 Dexter Court, Elgin IL.
Instructions to Bidders
Page 6
WORK-Work refers to the services and the entire completed construction or the various separately
identifiable parts thereof required by the Contract Documents, including all labor, materials, and equipment
furnished, furnished and incorporated into the Project, or to be provided by the Contractor to fulfill the
Contractor's obligations. The Work may constitute the whole or a part of the Project.
2.
COPIES OF BIDDING DOCUMENTS
A Bidder may obtain complete sets of Bidding Documents upon payment of a nonrefundable fee,
the amount of which is set forth in the Invitation to Bid.
No partial sets of Bidding Documents shall be issued.
It is the responsibility of the Bidder to ensure that it has obtained a complete set of Bidding
Documents. Complete sets of Bidding Documents shall be used in preparing Bids. The City shall not be
liable for errors or misinterpretations resulting from the use of incomplete sets of Bidding Documents, or
any other reason, in preparing the Bids.
Distribution of the Bidding Documents is for the sole purpose of obtaining Bids and does not
confer a license or grant permission for any other use of the Bidding Documents.
3.
STATE WAGE RATE REQUIREMENTS
The minimum prevailing wage rates are included with the Bidding Documents and apply to this
Project. Bidder shall comply with all statutory requirements regarding prevailing wage rates.
Bidder, if awarded the contract, will keep accurate records showing the name, address, telephone
number, social security number, occupation, hourly wages (including itemized hourly cash and fringe
rates), hours worked each day, gross and net weekly wages for each laborer, worker and mechanic
employed on the Work. The records shall be provided on a weekly basis to the City. The bidder shall
collect and forward to the City the certified payrolls of all its subcontractors. The prevailing wage for any
trade may change during the life of the Project. The selected Bidder and all its subcontractors shall be
responsible for checking the Illinois Department of Labor web page (http://www.state.il.us/agency/idol/) to
ensure that they are paying the current rate. If the City discovers any discrepancies between the
prevailing wage rates as apply to the Work and the Bidder’s payrolls, or if the Bidder or a subcontractor
fails to submit payrolls, no further payments shall be made to the Bidder until the discrepancy is corrected.
4.
QUESTIONS AND INTERPRETATIONS
All questions about the meaning or intent of the Bidding Documents shall be submitted in writing to
the City’s Purchasing Director or applicable department contact specified in the Invitation no later than five
calendar days prior to the date set for the opening of Bids. Any questions received after such time shall be
answered at the discretion of the City.
Written clarifications or interpretations shall be issued by the Purchasing Department in the form of
an Addendum. Only questions answered by an Addendum shall be binding. Oral clarifications or
interpretations shall be without legal effect. Addenda shall either be faxed or emailed to all persons having
received Bidding Documents from the Purchasing Department.
Each Bidder shall be responsible for determining that it has received all Addenda issued.
5.
THE BID
BIDDER’S REPRESENTATIONS.
In submitting a Bid, the Bidder represents that:
- it has read and examined the Bidding Documents thoroughly;
- it understands the Bidding Documents;
- the Bid is made in accordance with the Bidding Documents;
- it has visited the site, has become familiar with the conditions of the site and
the surrounding area, and has familiarized itself with local conditions that may
in any manner affect cost, progress, or performance of the Work;
- it has correlated its own observations with the Bidding Documents;
7
-
-
-
it has found no errors, conflicts, ambiguities, or omissions in the Bidding
Documents, except for those that it has brought to the City’s attention either
orally at a pre-bid conference or in writing at least five (5) calendar days prior
to submitting its Bid;
it is familiar with all of the applicable Federal, State, and City laws, rules,
regulations, and procedures affecting its Bid and its Bid is in conformity with
those laws, rules, regulations, and procedures;
the Bidder has complied with every requirement of these Instructions and that
the Bidding Documents are sufficient in scope and detail to indicate and
convey an understanding of all terms and conditions for the performance of
the Work; and
Bidder hereby waives and releases any and all rights it may have pursuant to
the Public Construction Contract Act, 30 ILCS 557/1 et.seq.
BID CONTENTS.
The checklists below are included for the bidders’ convenience only and shall not be construed to
constitute a waive or abridgement of the City’s right to reject any or all bids.
A Bid shall include:
-
a completed Bid form
a Bid deposit;
Certification Requirements
Bidder’s Employee Utilization
Sexual Harassment Forms
Responsible Bidder’s Affidavit
RIGHT TO WAIVE INFORMALITIES AND PERMIT CURATIVE MEASURES.
The City reserves the right to waive any Bid informalities. The City may permit bidders who fail to
include forms not otherwise required by law to cure such omission(s) within five days of bid opening, in the
City’s sole discretion.
Bid Deposits: Unless otherwise stated, every Bid shall be accompanied by a Bid deposit in the
form of a Bid bond, certified check or a treasurer’s, or cashier’s check issued by a responsible bank or
trust company, payable to the City of Elgin. The Bid bond shall be (a) in a form satisfactory to the City; (b)
with a surety company qualified to do business in the state of Illinois and satisfactory to the City; and (c)
conditioned upon the faithful performance by the bidder of the terms contained in the Bid. The Bid deposit
shall be not less than
percent ( 5 %) of the value of the Bid.
Bids Forms. Each Bid shall be submitted on the Bid form included in the Project Manual. In the
case of a conflict between dollar figures and words, written amounts shall control over dollar figures. All
blank spaces shall be filled. Any and all blank spaces shall constitute sufficient cause to reject any bid.
The Bid form shall be completed in ink or by typewriter.
Acknowledgment of Addenda. Each Bidder shall acknowledge the receipt of all Addenda (the
numbers of which are to be filled in on the Bid form by the Bidder). A Bidder’s failure to acknowledge any
Addendum shall constitute sufficient cause for rejection of a bid at the City’s sole discretion.
SUBMISSION OF A BID.
Prior to the deadline for receipt of Bids, each Bid shall be submitted to the Purchasing Department
in a sealed envelope which is plainly marked on the outside with the name and address of the Bidder, the
title of the Project, and the date and time of the Bid opening. Any Bid received after the deadline shall not
be accepted. Any Bid submitted to any other office or department of the City and received by the
Purchasing Department after the deadline for receipt of Bids shall not be accepted. It is the responsibility
of the Bidder to ensure that its Bid is received by the Purchasing Department in a timely fashion. The
deadline for receipt of Bids can be extended by Addendum only.
Bids may not be submitted orally, by facsimile, by telephone, or by any other method except for
the method described above.
8
MODIFICATION OF A BID.
A Bid may be modified only by submitting any such modification in the form of a document
executed in the same manner as a Bid, delivered in a sealed envelope in the same manner as a Bid,
designated as a modification to the original Bid and submitted to the Purchasing Department prior to the
time designated for the opening of Bids.
WITHDRAWAL OF A BID.
Prior to Bid opening. A Bid may be withdrawn before the time designated for opening Bids. All
requests for withdrawal of a bid shall be in writing. Withdrawal of a Bid prior to the Bid opening time shall
not prejudice the right of a Bidder to resubmit a Bid. A Bid cannot be withdrawn after the Bid opening time
except as provided in the Bidding Documents.
After Bid opening. In the case of death, disability, or clearly apparent clerical error, a Bidder may
withdraw its Bid after the time designated for Bid opening, if within five (5) days of the date designated for
opening its Bid, such Bidder submits a statement under the penalties of perjury to the Purchasing
Department detailing the basis for withdrawal. The City shall then make a determination as to whether
such Bidder shall be permitted to withdraw such bid. Such a determination shall be in the City’s sole
discretion. In such case, the Bid Deposit shall be returned to the Bidder.
BID OPENING.
All Bids received prior to the date and time designated for the Bid opening shall be opened publicly
and read aloud at a location designated by the Purchasing Department.
PUBLIC BID REVIEW AND INSPECTION.
Upon opening, all Bids become public records except for any portions thereof that are not subject
to public disclosure as a matter of law.
Bids may be reviewed by the public in a manner set forth by the Purchasing Department.
Any Bidder who objects to a Bid may protest the Bid. Bid protests shall be governed by Elgin
Municipal Code Chapter 5.26.
LOCAL PURCHASING PREFERENCE: Bids from responsible and responsive local businesses that do
not exceed the lowest bid price from a responsive and responsible nonlocal business by more than two
percent (2%) but no more than $500 for contracts of $25,000 or less or by more than one percent (1%) but
no more than $2,500 for contracts in excess of $25,000 shall be awarded to the local businesses. A local
business is a business authorized to do business under the laws of the City of Elgin, a business with its
principal place of business located within the corporate limits of the City of Elgin, which has the majority of
its regular, full-time workforce located within the City of Elgin and is subject to City of Elgin taxes including,
but not limited to, sales taxes.
6.
RESERVATION OF RIGHTS TO REJECT BIDS
The City reserves the right to reject any or all Bids, if it is in the public interest to do so.
The City reserves the right to reject the Bid of any Bidder who, either in its own right or through an
affiliation with another entity which the City has determined has not completed a prior project, whether with
the City or elsewhere, because of the fault of the Bidder, its Subcontractors or employees; has been
declared in default on a prior contract whether with the City or elsewhere; has failed to complete a prior
project in a timely fashion whether with the City or elsewhere; based on its work record, is not capable of
performing the within Contract whether due to lack of sufficient prior experience, as determined by the
City, or any other reason; has a work record of its Subcontractors demanding direct payment from the
owner; has a work record of its Subcontractors, employees or material suppliers complaining to the City or
other awarding authority regarding the Bidder’s failure to pay them; has a record of complaints made to the
City or other awarding authority by persons offended by the behavior of the Bidder, its Subcontractors or
employees; or has a record of its failure to comply with State of Illinois and/or City laws or requirements.
“Work record” or “record” constitutes a minimum of one event in the work history of the Bidder.
9
The City shall reject every Bid that is not accompanied by a Bid deposit.
7.
AWARD OF CONTRACT
The City shall award the contract to the lowest responsible (as defined in Elgin Municipal Code
Chapter 5.04) and responsive (as defined in Elgin Municipal Code Chapter 5.04) Bidder within
60
days after the date of the opening of the Bids. If the successful Bidder fails to execute a contract in
accordance with the terms of its Bid and to furnish all applicable bonds, an award shall be made to the
next lowest responsible and responsive Bidder. The time limit provided above shall not be applicable to a
second or subsequent award.
Any Bidder who fails to execute a contract and furnish applicable bonds shall forfeit its Bid deposit
which shall become the property of the City. The amount retained by the City shall not exceed the
difference between the lowest Bid price and the Bid price of the next lowest responsible and eligible
bidder.
The City shall notify the selected Bidder and all other Bidders of the award.
The City shall submit to the selected Bidder a Notice of Award and at least four (4) unsigned
copies of the Agreement between the City and the Contractor. The Bidder shall return all executed copies
of the Agreement, all bonds and insurance certificates to the City’s Purchasing Director within 10 Business
Days of the notice of the notice of award.
The selected Bidder shall also provide a written substance abuse program that conforms with the
requirements of Public Act 095-0635, or a copy of its union contract that establishes a drug/alcohol testing
program, prior to the performance of the Work.
Failure of the selected Bidder to submit such documents in a timely fashion as provided above
may result in the withdrawal of the award, at the City’s discretion. The City shall return one executed copy
of the Agreement to the Contractor. Time is of the essence in the performance of the Agreement.
ALL certified payroll must be submitted with an Application for Payment. All invoices go to
City of Elgin Engineering Department, 1900 Holmes Road, Elgin, IL 60123. All certified payroll
should be submitted on a flash drive and mailed to City of Elgin Purchasing Department, 150
Dexter Court, Elgin, IL 60120.
8.
COMPLETION TIME
All improvements shall be completed by November 18, 2016. If any conflict exists between the
date provided in the Agreement and these Instructions, the Agreement shall prevail. Selected Bidder shall
also pay as liquidated damages the sum of $2,300 for each consecutive calendar day thereafter that the
work remains unfinished. Selected Bidder agrees that such liquidated damages constitute a reasonable,
good faith estimate of damages actually incurred by the City and do not constitute a penalty. Such
aforementioned liquidated damages shall constitute the sole recourse for the City for violation of this
paragraph.
DAINA L. DENYE
PURCHASING DIRECTOR
END OF INFORMATION FOR AND INSTRUCTIONS TO BIDDERS
10
SOUTH STREET ROADWAY EXTENSION
INDEX OF SPECIAL PROVISIONS
PREQUALIFICATION OF BIDDERS
SUBCONTRACTOR APPROVAL
CONSTRUCTION SCHEDULING
SUBMISSION FOR PAYMENT
DRIVEWAY, SIDEWALK ACCESS, & STAGING
HOLIDAY ACCESS
RIGHT-OF-WAY RESTRICTIONS
J.U.L.I.E
USE OF HYDRANTS
PORTLAND CEMENT CONCRETE TESTING
CONSTRUCTION STAKING AND MARKING
EXISTING UTILITIES
CONFINED SPACE ENTRY
VANDALISM
INSPECTION SCHEDULING
EQUIPMENT STORAGE
PROJECT SIGN
HOUSEKEEPING
STATE OF ILLINOIS BONDING & INSURANCE
GUARANTEE
PROTECTION AND RESTORATION OF PROPERTY
PREVAILING WAGE RATE
COMPLIANCE WITH LAWS
WAIVER OF PUBLIC CONSTRUCTION CONTRACT ACT
SEVERABILITY
INDEPENDENT CONTRACTOR STATUS
CHOICE OF LAW
BREACH OF CONTRACT
NO PERSONAL LIABILITY
CLAIMS
NON-DISCRIMINATION
LOCAL PURCHASING PREFERENCE
ASSIGNMENT AND SUCCESSORS
HEADINGS
MODIFICATION OR AMENDMENT
RECORD DRAWING
STANDARDS (ORDER OF PRECEDENCE)
MOBILIZATION
DEWATERING
CONSTRUCTION ACCESS
MISCELLANEOUS ADDITIONS TO PROJECT AT CITY’S DISCRETION
TREE REMOVAL
TREE ROOT PRUNING
REMOVAL OF EXISTING LIGHTING UNIT, SALVAGE
TEMPORARY FENCE
TEMPORARY EROSION CONTROL SEEDING
TEMPORARY DITCH CHECK
ROCK CHECK DAM
INLET AND PIPE PROTECTION
STONE RIPRAP, CLASS A3
PAVEMENT REMOVAL
HOT-MIX ASPHALT SURFACE REMOVAL, 2.5 INCH
HOT-MIX ASPHALT SURFACE REMOVAL, BUTT JOINT
PAVEMENT PATCHING, 6 INCH
TOPSOIL STRIP
EARTH EXCAVATION
11
Page Numbers
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15
16
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Page Numbers
TOPSOIL PLACEMENT, 4”
26
RESTORATION
27
SOIL MODIFICATION
27
UNSUITABLE MATERIAL, REMOVAL AND REPLACEMENT, CA-1, 100% CRUSHED STONE 28
GEOTECHNICAL FABRIC FOR GROUND STABILIZATION
29
POROUS GRANULAR EMBANKMENT (SPECIAL)
29
GRANULAR BACKFILL FOR STRUCTURES
30
COMBINATION CURB AND GUTTER REMOVAL
30
COMBINATION CONCRETE CURB AND GUTTER
31
PORTLAND CEMENT CONCRETE SPLASH PAD, SPECIAL
32
SIDEWALK REMOVAL
34
SIDEWALK REMOVAL AND REPLACEMENT, SPECIAL
34
PORTLAND CEMENT CONCRETE SIDEWALK, 5 INCH
35
DETECTABLE WARNINGS
36
PORTLAND CEMENT CONCRETE DRIVEWAY PAVEMENT – 8 INCH, PORTLAND CEMENT
CONCRETE TEMPORARY PAVEMENT – 4 INCH
37
AGGREGATE BASE COURSE, TYPE B, 8” (BIKE PATH)
38
SUB- BASE GRANULAR MATERIAL, TYPE B, 6”
38
BITUMINOUS MATERIALS (PRIME COAT), SS-1
39
STRUCTURE ADJUSTMENTS
39
STRUCTURE TO BE CLEANED (NOT ADJUSTED OR RECONSTRUCTED)
41
DUST CONTROL – MECHANICAL SWEEPING
41
DUST CONTROL – WATERING WITH CALCIUM CHLORIDE
41
TRAFFIC CONTROL & PROTECTION
42
TRENCH BACKFILL
43
FOUNDATION MATERIAL
43
WATER MAIN
44
DUCTILE IRON FITTINGS
44
POLYETHYLENE WRAP
45
VALVES AND VAULTS
45
FIRE HYDRANT, COMPLETE
46
FIRE HYDRANTS TO BE ADJUSTED
46
FIRE HYDRANTS TO BE RELOCATED
46
PRESSURE CONNECTION
47
NON-PRESSURE CONNECTION
47
WATER SERVICE
47
DISINFECTION
47
STEEL CASING PIPE
48
EXPLORATORY TRENCH
49
FIELD TILE
49
MANHOLES TO BE ABANDONED
50
STORM SEWER CONSTRUCTION
50
STORM SEWER REMOVAL
51
TYPE A SANITARY MANHOLE
52
SANITARY SEWER CONSTRUCTION
52
UTILITY STRUCTURE UNDERCUT
53
SOIL CERTIFICATION
54
CONTAMINATED WASTE DISPOSAL
55
TELESCOPING STEEL SIGN SUPPORT
55
EPOXY PAVEMENT MARKING
55
LIGHTING UNIT COMPLETE, SPECIAL
56
DRILLED SOLDIER PILE RETAINING WALL
57
FLOW DIVERSION (CULVERT)
61
UNDERWATER STRUCTURE EXCAVATION PROTECTION
64
ORNAMENTAL METAL FENCE
64
ARCHITECTURAL FORM LINER
66
ANTI-GRAFFITI COATING
67
PIPE UNDERDRAINS FOR STRUCTURES
69
WEEP HOLE DRAINS FOR ABUTMENTS, WING WALLS, RETAINING WALLS
AND CULVERTS
69
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Page Numbers
IRRIGATION SYSTEM
NICOR GAS INSURANCE REQUIREMENTS
DRAINAGE AND INLET PROTECTION UNDER TRAFFIC (DISTRICT 1)
FINE AGGREGATE FOR HOT-MIX ASPHALT (HMA) (D-1)
FRICTION SURFACE AGGREGATE (D-1)
KANE COUNTY DEPARTMENT OF TRANSPORTATION REQUIREMENTS
TRAFFIC SIGNAL SPECIFICATIONS FOR DETECTOR REPLACEMENT AND/OR
INSTALLATION ON ROADWAY GRINDING, RESURFACING, & PATCHING OPERATIONS
RECLAIMED ASPHALT PAVEMENT AND RECLAIMED ASPHALT SHINGLES (D-1)
HMA MIXTURE DESIGN REQUIREMENTS (D-1)
HOT-MIX ASPHALT – QUANTITY CORRECTION (BMPR)
13
70
70
72
73
73
75
76
78
88
99
CITY OF ELGIN
COOK & KANE COUNTY, ILLINOIS
SPECIAL PROVISIONS
This project shall be completed in the manner, amount and location as set forth in the Contract, Request
for proposals or Bid Documents, as well as the Illinois Highway Code’s “Standard Specifications for Road
and Bridge Construction”, the special provisions attached hereto and expressly made a part thereof as well
as all documents or exhibits attached hereto preferred to by any of the above listed documents including
but not limited to drawings, specifications or sketches of the project.
The following special provisions supplement the “Standard Specifications for Water and Sewer Main
Construction in Illinois”, Seventh Edition, adopted in 2014, the “Standard Specifications for Road and
Bridge Construction”, adopted January 1, 2012, the latest edition of the Illinois Manual on “Uniform Traffic
Control Devices for Streets and Highways” in effect on the date of invitation for bids, and the
“Supplemental Specifications and Recurring Special Provisions” which apply to and govern the proposed
improvement designated as SOUTH STREET ROADWAY EXTENSION and in case of conflict with any
part or parts of said specifications, the said Special Provisions shall take precedence and shall govern.
Inclusive of the General Contractor and the Subcontractors, an English-speaking foreman shall be present
on the job site at all times.
All rules and regulations of the Army Corps of Engineers, the Illinois Department of Natural Resources, the
Illinois Environmental Protection Agency, NICOR, and the Kane DuPage Water and Soil Conservation
district apply to this project. Any fines, damages, or additional costs due to the contractor’s failure to abide
by these rules and regulations shall be the sole expense of the contractor.
PREQUALIFICATION OF BIDDERS
In accordance with Article 102.01 of the Standard Specifications and Recurring Special Provision LRS 6
(revised January 1, 2015), prequalification by IDOT will be required of all bidders on this project. The City
may choose to waive this requirement if, in the City’s determination, the contractor has demonstrated
the ability to perform work of a similar nature and scope to that set forth in this contract.
SUBCONTRACTOR APPROVAL
Prior to awarding the contract to the lowest qualified bidder, the selected general contractor must submit a
list of all subcontractors and material suppliers for approval by the City of Elgin’s Engineering Division.
The City reserves the right to reject any subcontractor or material supplier for any reason. This same
requirement applies to any subcontractor or material supplier being substituted by another after
construction has started.
CONSTRUCTION SCHEDULING
The removal and replacement of the Otter Creek box culverts should be made the top priority. The Illinois
Department of Natural Resources and the United States Army Corps of Engineers both have permits
covering the replacement of the existing culverts which are set to expire at the end of 2015. Requests to
extend the termination date of both permits have been submitted and approval is anticipated prior to their
termination. All improvements shall be completed by November 18, 2016. Liquidated damages, as
outlined in the “Standard Specifications for Road and Bridge Construction,” latest edition, will be assessed
if the contract completion date is exceeded without authorized extensions. Any additional construction
requirements for hot and/or inclement weather conditions shall be included in the price of the contract.
The contractor shall submit final waivers, a final invoice, and request final payment and acceptance of the
improvements within 60 days from the completion of all work. Failure to do so will result in the City
processing the final payment based on project quantities developed by the Engineer. Any claims for
additional contract time and costs will be waived if the above schedule is not met.
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SUBMISSION FOR PAYMENT
An Accounts Payable Schedule for 2015 is included with this contract. A schedule for 2016 will provided
near the end of 2015. Payments to the contractor will be subject to this schedule. Requests for payment
shall be submitted to the Engineer at least 2 days prior to the “Paperwork to Purchasing by” date.
DRIVEWAY, SIDEWALK ACCESS & STAGING
Driveway access to the existing commercial properties at the east end of South Street must remain open
at all times. Staging plans are included within the improvement plans which detail how the contractor is to
provide continuous access to the commercial entrances affected by this project. Access to sidewalks at
cross walks and to homes and/or businesses shall be provided when deemed necessary by the engineer.
HOLIDAY ACCESS
The contractor shall, in an effort to minimize the inconvenience of residents and business owners, ensure
that driveway access is provided to every business and residence from 3:00 pm on the Friday through 7:00
am the day after the following holidays: Easter, Mothers Day, Memorial Day, Fathers Day, Fourth of July
and Labor Day. The sole exception to this will be to allow for cure time on concrete poured prior to 3:00
p.m. on that Friday. Any gravel or other labor and material required for providing this access shall be
included in the price of the contract and shall not be considered for payment.
RIGHT-OF-WAY RESTRICTIONS
No construction equipment, materials or contractors’ vehicles shall be placed or driven on the “TREE
BANKS” OR “PARKWAYS” without written authorization from the Engineer. For example, concrete trucks
have to be equipped with enough chutes so that it is NOT necessary to drive over the tree bank area to
reach the item being poured. Failure to comply with this item will result in job suspension until the
Engineer receives acceptable documentation that the Contractor agrees to restore the area in question at
their expense, and that they specify the steps that will be implemented to insure it will not happen again.
J.U.L.I.E.
The Contractor shall notify J.U.L.I.E. (1-800-892-0123), and the City of Elgin Public Works (847-697-3160)
for utility locations at least 48 hours prior to a construction start.
USE OF FIRE HYDRANTS
If the Contractor desires to use water from hydrants, he shall contact the City’s water department and
request a water meter. All water drawn from the City’s water supply shall be metered, and drawn only
from those hydrants approved for use by the City. A policy is included with this contract outlining the City’s
meter request and water usage fees.
PORTLAND CEMENT CONCRETE TESTING
All concrete used in this contract shall comply with the appropriate articles within this specification. The
contractor will be directed by the Engineer to prepare cylinders for testing purposes on a daily basis when
concrete is being poured. These cylinders will be made each time to test one 7-day break, and two 14-day
breaks. After the cylinders have sat on the jobsite for 24 hours, the contractor shall transport them to the
Public Works Facility at 1900 Holmes Road and deposit them into a water-filled, temperature controlled
tanks. Cylinders made from trucks not selected by the Engineer, will not be accepted.
Any concrete not reaching the 14-day strength requirement prescribed by these specifications will be
rejected. All rejected concrete will be replaced by the contractor. Coring, or any other means of testing
besides the prepared cylinders WILL NOT be an option to further test the concrete as these additional
tests would not represent the 14-day strength of the concrete.
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CONSTRUCTION STAKING AND MARKING
Construction staking and marking is the responsibility of the Contractor and shall conform to article 105.09
of the Standard Specifications. The City will provide survey / project control points. The Contractor shall
set all construction information stakes that mark the location, alignment, elevation and grade of the work.
Requests for staking must be made 48 hours prior to the date needed.
EXISTING UTILITIES
The Contractor shall exercise special care when working around existing utilities. The Contractor is
responsible for, and shall repair any damage to existing utilities at no additional cost to the Owner.
CONFINED SPACE ENTRY
The Contractor performing the work outlined in this contract must follow the guidelines as set forth by
OSHA and the City of Elgin for Confined Space Entry.
VANDALISM
Any work (finished concrete, asphalt, etc.) which has been vandalized, will be REPLACED, not repaired,
by the Contractor at their expense. It is recommended by the City of Elgin that the Contractor finish a
normal days’ concrete pour by 2:00 P.M. to allow the concrete to set up before the crew leaves the job.
INSPECTION SCHEDULING
The Contractor shall inform the Engineer 24 hours in advance of when they desire to work weekends and
holidays. Failure to notify may result in non-acceptance of any work performed during this period.
EQUIPMENT STORAGE
No permission shall be granted for the Contractor or sub-contractors to store equipment, materials or
employee’s cars on City of Elgin property. Equipment can be parked on City streets during the day and
overnight provided that the intersections and driveways are open and clear to traffic. The Engineer
reserves the right to have the contractor move equipment if a hazard exists. Any vandalism to equipment
or materials shall be the Contractor’s responsibility and no fault of the City of Elgin. Materials may not be
stockpiled overnight on the jobsite unless receiving verbal permission from the Engineer.
PROJECT SIGN
The contractor shall install two city furnished signs. The size of these signs are roughly 4’x8’. The signs
are to be installed in manner to be determined by the Engineer. The cost of installing and maintaining this
sign shall be included in the cost of the project. A project sign shall be erected at each end of the project.
HOUSEKEEPING
Equipment (shovel, form boards, tarps, etc.) shall not lay abandoned for a period of more than 24 hours.
The jobsite shall be maintained with a neat and orderly appearance.
The Contractor will be required to relocate or remove and replace all road signs which interfere with
construction operations and to temporarily reset all such signs during construction operations. This work
will be included in the cost of the contract. The loss or damage to any City of Elgin signs or post supports
by the Contractor or Sub-Contractor’s work shall result in a penalty deduction of $200 per sign, from the
contract amount.
The Contractor shall backfill with topsoil along all newly poured concrete (curbs, sidewalk, monolithic walk,
retaining walls, drives, and drive approaches) within ten (10) calendar days of pour. Failure to do so will
result in a deduction of $500 per day from the associated pay item (i.e. $500 per day from sidewalk
quantity when area adjacent to new walk is not backfilled).
16
Failure to backfill along new concrete within the allotted 10 days shall also result in the quantity of new
concrete items not backfilled being withheld from pay estimates until they have been backfilled to the
satisfaction of the Engineer.
All crosswalks are to be accessible throughout construction. When curb and/or side walk is removed,
temporary stone shall be placed to allow pedestrian traffic access across the curb opening and a stone
ramp to new or existing concrete walk. This temporary stone shall be included in the price of the
associated concrete items and its installation and removal shall not be considered for separate payment.
Access shall only be interrupted for the placing of form boards and the actual concrete pour. Failure to
provide this access shall result in a deduction of $500 per day per location of inaccessible cross walks.
This deduction shall come from the associated concrete pay items.
Prior to backfilling along new concrete, any affected areas adjacent to newly poured concrete shall be
protected with Type II barricades at each end, at drive approaches, and spaced at 25’ intervals at ALL
locations where the difference in grade along the concrete is greater than 2”.
STATE OF ILLINOIS BONDING & INSURANCE
The Contractor shall, at his expense, provide sufficient bonding and insurance for all work to be performed
in the State of Illinois Right of Way. Bonding and insurance shall be obtained prior to work done within the
State’s right of way, and the Contractor shall provide the City with documentation proving compliance with
the States requirements for this work.
GUARANTEE
All work performed shall be guaranteed for a period of one year after completion of the project. No extra
compensation will be permitted for this guarantee.
PROTECTION AND RESTORATION OF PROPERTY
The Contractor shall take all necessary precautions for the protection of public and private property. This
shall include the location and identification of property markers prior to and during construction. The
Contractor is responsible for the damage or destruction of property resulting from neglect, misconduct or
omission in his manner or method of execution or non-execution of the work, or caused by defective work
or the use of unsatisfactory materials and such responsibility shall not be released until the work has been
completed and accepted and the requirements of these specifications complied with.
Whenever public or private property is so damaged or destroyed, the contractor shall, at their expense,
restore such property to a condition equal to that which existed prior to such damage or injury by repairing
rebuilding or replacing it as may be directed, or he shall otherwise make good such damage or destruction
in an acceptable manner. If he fails to do so, the City will withhold any payouts toward completed work
until arrangements are made to correct any damage as described above.
PREVAILING WAGE RATE
All work under this contract shall comply with the Prevailing Wage Act, 820 ILCS 130/0.01 et seq. Copies
of the Prevailing Wage Rates are included in this Contract.
COMPLIANCE WITH LAWS
Notwithstanding any other provision of this CONTRACT it is expressly agreed and understood that in
connection with the performance of this CONTRACT that the CONTRACTOR shall comply with all
applicable Federal, State, City and other requirements of law, including, but not limited to, any applicable
requirements regarding prevailing wages, minimum wage, workplace safety and legal status of employees.
Without limiting the foregoing, CONTRACTOR hereby certifies, represents and warrants to the CITY that
all CONTRACTOR’S employees and/or agents who will be providing products and/or services with respect
to this CONTRACT shall be legal residents of the United States. CONTRACTOR shall also at its expense
secure all permits and licenses, pay all charges and fees and give all notices necessary and incident to the
due and lawful prosecution of the work, and/or the products and/or services to be provided for in this
CONTRACT. The CITY shall have the right to audit any records in the possession or control of the
17
CONTRACTOR to determine CONTRACTOR’S compliance with the provisions of this section. In the
event the CITY proceeds with such an audit, the CONTRACTOR shall make available to the CITY the
CONTRACTOR’S relevant records at no cost to the CITY.
WAIVER OF PUBLIC CONSTRUCTION CONTRACT ACT
Bidder (Bid Package) or Contractor (Agreement) represents he has made a reasonable inspection of the
construction site and hereby voluntarily waives the incorporation of the provisions of 30 ILCS 557/1 et seq.
and represents that the negotiated contract price is the sole consideration for the construction of the
improvement described in this contract. Further, the City of Elgin shall not be liable to the Contractor for
any amount of money over the negotiated contract price.
SEVERABILITY
The terms of this agreement shall be severable. In the event any of the terms or provisions of this
agreement are deemed to be void or otherwise unenforceable for any reason, the remainder of this
agreement shall remain in full force and effect.
INDEPENDENT CONTRACTOR STATUS
This agreement shall not be construed so as to create a partnership, joint venture, employment or other
agency relationship between parties.
CHOICE OF LAW
This agreement shall be subject to and governed by the laws of the State of Illinois. Venue for the
resolution of any disputes or the enforcement of any rights pursuant to this agreement shall be in the
Circuit Court of Kane County, Illinois.
BREACH OF CONTRACT
If either party breaches any of the terms of this Agreement, and falls within fifteen (15) days after notice
thereof by the non-breaching party to comply with the terms of this Agreement, the non-breaching party
may terminate this Agreement.
NO PERSONAL LIABILITY
No official, director, officer, agent or employee of the CITY shall be charged personally or held
contractually liable under any term or provision of this Agreement because of their execution, approval or
attempted execution of this Agreement.
The Contractor shall not be entitled to, and hereby waives, any and all rights that it might have to file suit
or bring any cause of action or claim for damages against the City of Elgin and/or its affiliates, officers,
employees, agents, attorneys, boards and commissions of whatsoever nature and in whatsoever forum
after (2) years from the date of this contract.
CLAIMS
The contractor agrees that any claims against the contractor and/or the City shall be properly forwarded to
the Contractor’s insurance company for their appropriate resolution of said clams. Unresolved claims may
affect/delay final payment.
NON-DISCRIMINATION
In all hiring or employment made possible or resulting from this Agreement, there shall be no
discrimination against any employee or applicant for employment because of sex, age, race, color, creed,
national origin, marital status, or the presence of any disability, unless based upon a bona fide
occupational qualification. This requirement shall apply, but not be limited to: Employment advertising,
layoff or termination, rates of pay or other forms of compensation and selection for training, including
apprenticeship.
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No person shall be denied or subjected to discrimination in receipt of the benefit of any services or
activities made possible by or resulting from this agreement on the grounds of sex, race, color, creed,
national origin, age except minimum age and retirement provisions, marital status or the presence of any
disability. Any violation of this provision shall be considered a violation of a material provision of this
Agreement and shall be grounds for cancellation, termination or suspension, in whole or in part, of the
Agreement by the CITY.
LOCAL PURCHASING PREFERENCE
Bids from responsible and responsive local businesses that do not exceed the lowest bid price from a
responsive and responsible non-local business by more than two percent (2%) but no more than $500 for
contracts of $25,000 or less or by more than one percent (1%) but no more than $2,500 for contracts in
excess of $25,000 shall be awarded to the local businesses. A local business is a business authorized to
do business under the laws of the City of Elgin, a business with its principal place of business located
within the corporate limits of the City of Elgin, which has the majority of its regular, full-time workforce
located within the City of Elgin and is subject to City of Elgin taxes including, but not limited to, sales taxes.
ASSIGNMENT AND SUCCESSORS
This Agreement and each and every portion thereof shall be binding upon the successors and the assigns
of the parties hereto; provided, however, that no assignment shall be made without the prior written
consent of the CITY.
HEADINGS
The headings of the several paragraphs of the Agreement are inserted only as a matter of convenience
and for reference, and are in no way intended to define, limit or describe the scope or intent of any
provision of this Agreement; nor shall they be construed to affect in any manner the terms and provisions
hereof or the interpretation or construction thereof.
MODIFICATION OR AMENDMENT
This Agreement, the documents it incorporates and its attachments constitutes the entire Agreement of the
parties on the subject matter hereof and may not be changed, modified, discharged or extended except by
written amendment duly executed by the parties. Each party agrees that no representations or warranties
shall be binding upon the other party unless expressed in writing herein or in a duly executed amendment
hereof, or change order as herein provided.
Notwithstanding anything to the contrary provided herein, any change to the total contract price, including
but not limited to a change in any quantities hereunder, shall constitute and necessitate a change order.
All Change orders shall be in writing and shall be submitted to the City council for approval prior to
authorization by the City of Elgin.
RECORD DRAWING
Engineering Enterprises, Inc. will produce record drawings under a contract with the City of Elgin.
STANDARDS (ORDER OF PRECEDENCE)
Standard Specifications for Water and Sewer Main Construction in Illinois, latest edition, American Water
Works Association (AWWA) Standard for the Installation of Ductile Iron WATER MAIN and Their
Appurtenances, latest edition. American National Standard Institute (ANSI), latest edition and the Illinois
Department of Transportation (IDOT) “Standard Specifications for Road and Bridge Construction” adopted
January 1, 2012.
MOBILIZATION
This Contract contains no provisions for Mobilization.
Specifications is deleted.
19
Therefore, Section 671 of the Standard
DEWATERING
Dewatering shall be included in the cost of the contract and will not be paid for separately. It shall not be
confused with flow diversion required for the construction of the Otter Creek culverts.
CONSTRUCTION ACCESS
Construction access shall not utilize Longcommon Parkway north of South Street or Londenderry Drive
south of the project limits. In addition, crossing the NICOR property from station 111+87 to station 112+53
with heavy machinery shall be limited as directed by NICOR. Nesler Road to South Street, Bowes Road to
Longcommon Parkway or Randall Road to South Street shall serve as the main access points for the
project.
MISCELLANEOUS ADDITIONS TO PROJECT AT CITY’S DISCRETION
Description of Work
This item is to provide for adequate budget to cover items not specifically included in the contract prior to
the bidding process.
Construction Requirements
All work shall conform to appropriate articles of the Standard Specifications, City ordinances, city details
and specifications that are considered industry standards or standards set forth by a governing body (i.e.
FRWRD, MUTCD, etc.) for the furnishing, fabrication, installation or removal of the included items.
Materials
All furnished material shall conform to appropriate articles of the Standard Specifications, City ordinances,
city details and specifications that are considered industry standards or standards set forth by a governing
body (i.e. FRWRD, MUTCD, etc.) for the furnishing, fabrication, installation or removal of the included
items.
Disposal of Material & Safety
All materials resulting from this extra work shall be disposed of at the contractor’s expense, outside the
limits of the job, at locations acceptable to the Engineer and in accordance with Section 107.01 of the
Standard Specifications, as amended by Public Act 90-761. A sample of the required load ticket is
included in this contract.
Method of Measurement
This item shall be measured for payment in the appropriate dimensions for the work performed.
Basis of Payment
The Contractor will include in his bid 125,000 units at $1/unit for miscellaneous additions to the project at
the City’s Discretion. Only additional work, not covered by existing Pay Items, indicated on the Drawings
or in the Project Specifications will be eligible for payment under the Cash Allowance. Additional work may
consist of other construction that may be deemed necessary by the City to add to the project.
TREE REMOVAL
Description of Work
This work shall be performed in accordance with Section 201 of the Standard Specifications (including
stump removal) and as indicated on the contract drawings. No tree shall be removed until it has been
marked for removal by the Engineer.
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The plans depict two types of tree removal. The overall site plans depict forested areas east of
Londonderry Drive located in the South Street right-of-way, drainage easements or temporary construction
easements with a tree line limit line type. A hatch is also shown which defines the limits of trees to be
removed in order to construct the improvements. The individual trees were not measured in these areas
so clearing these areas will be paid for as TREE REMOVAL, ACRES.
The plan and profile sheets depict the trees on-site outside of these forested areas and a removal X
denotes the individual trees that require removal. All tree removal shall be marked by the resident
engineer prior to removal. The removal of these individual trees will be paid for on a per unit of diameter
basis.
Basis of Payment
This work shall be performed in accordance with Section 201 of the Standard Specifications (including
stump removal) and as indicated on the contract drawings and shall be paid for at the contract unit price
per unit of diameter for TREE REMOVAL (6 TO 15 UNITS DIAMETER) or TREE REMOVAL (OVER 15
UNITS DIAMETER) depending on the size of the tree and if it is in an isolated location OR TREE
REMOVAL, ACRES which shall include and all material, equipment, and labor necessary to complete this
item to the satisfaction of the Engineer
TREE ROOT PRUNING
Description of Work
This work shall consist of pruning the roots of existing trees and bushes where construction will occur
within the root zone. This work shall be done in accordance with Section 201 of the Standard
Specifications, except as modified herein.
Prior to construction activities, a ten (10) foot length of tree roots shall be pruned behind the limits of
excavation at each tree for curb and gutter, or utility trenches as directed by the engineer.
The locations of the trees to be pruned shall be confirmed by the engineer prior to commencing the tree
pruning activities.
Basis of Payment
This work will be paid for at the contract unit price per each for TREE ROOT PRUNING, which price shall
be payment in full for completing the work as specified and which shall include and all material, equipment,
and labor necessary to complete this item to the satisfaction of the Engineer.
REMOVAL OF EXISTING LIGHTING UNIT, SALVAGE
Description of Work
This work shall consist of carefully removing existing lighting units as shown on the plans so that they may
be salvaged and delivered to the city for future reuse. Prior to beginning the removal activity, the city shall
be consulted to determine where they would like the lighting unit delivered so that it may be done
immediately following removal of the unit.
Basis of Payment
This work will be paid for at the contract unit price per each for REMOVAL OF EXISTING LIGHTING UNIT,
SALVAGE, which price shall be payment in full for completing the work as specified and which shall
include and all material, equipment, and labor necessary to complete this item to the satisfaction of the
city.
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TEMPORARY FENCE
Description of Work
This work shall be in accordance with Section 201 of the Standard Specifications and the Illinois Urban
Manual, except as modified herein.
This work will consist of installing temporary fence such as an orange snow fence as shown on the plans
and as directed by the Engineer. This fence will be used to delineate the limits of disturbance adjacent to
the existing wetland along the north side of South Street near station 150+00. It shall remain in place until
the grass has established on the adjacent finish grades of the ditch.
Basis of Payment
This work will be paid for at the contract unit price per foot for TEMPORARY FENCE, which price shall be
payment in full for completing the work as specified and which shall include all material, equipment, and
labor necessary to install, maintain, and remove this item to the satisfaction of the Engineer.
TEMPORARY EROSION CONTROL SEEDING
Description of Work
This work shall consist of the implementation of temporary erosion control seeding in accordance with
Sections 280 and 1081 of the Standard Specifications and Code 965 of the Illinois Urban Manual Practice
Standard, except as modified herein.
All areas of disturbance to be left inactive for more than 14 days shall receive temporary erosion control
seeding. Temporary erosion control seeding may also be installed at the direction of the engineer in areas
with a high potential for erosion.
Areas with insufficient growth of the temporary vegetation, as directed by the Engineer, shall be reseeded
at no additional compensation to the Contractor. Reseeding shall take place within 24 hours of notification
from the Engineer.
Basis of Payment
This work shall be measured and paid for at the contract unit price per pound of TEMPORARY EROSION
CONTROL SEEDING which shall include and all material, equipment, and labor necessary to complete
this item to the satisfaction of the Engineer. This price shall include the seed mixture, and all material,
equipment, and labor necessary to complete this item to the satisfaction of the Engineer.
TEMPORARY DITCH CHECK
Description of Work
This work shall be in accordance with Section 280 of the Standard Specifications and the Illinois Urban
Manual, except as modified herein.
This work will consist of installing ditch checks as shown on the detail sheets, at locations shown on the
plans and as directed by the Engineer. The ditch check shall cover the bottom of the ditch and extend up
the side slopes of the ditch a minimum of 1’ vertically.
Basis of Payment
This work will be paid for at the contract unit price per each for TEMPORARY DITCH CHECK, which price
shall be payment in full for completing the work as specified and which shall include all material,
equipment, and labor necessary to install, maintain, and remove this item to the satisfaction of the
Engineer.
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ROCK CHECK DAM
Description of Work
This work shall be in accordance with Section 280 of the Standard Specifications and the Illinois Urban
Manual, except as modified herein.
This work will consist of installing a rock check dam shown on the detail sheets, at the location shown on
the plans and as directed by the Engineer. The dam shall be constructed with a top less than one foot
below the top bank of the ditch. The contractor shall periodically inspect and clean the dam as necessary
to prevent clogging while maintaining the original permeability to the best of their ability.
Basis of Payment
This work will be paid for at the contract unit price per each for ROCK CHECK DAM, which price shall be
payment in full for completing the work as specified and which shall include all material, equipment, and
labor necessary to install and maintain this item to the satisfaction of the Engineer.
INLET AND PIPE PROTECTION
Description of Work
This work shall consist of constructing protective measures to prevent waterborne silt and sedimentation
from entering the storm sewer by installing filter baskets at the drainage structures shown on the plans.
This work shall be done in accordance with Sections 280 and 1081 of the Standard Specifications and the
Illinois Urban Manual, except as modified herein.
The inlet filters shall be periodically monitored for silt build up and should be emptied once the baskets are
over half full.
Basis of Payment
This work will be paid for at the contract unit price per each for INLET AND PIPE PROTECTION, which
price shall be payment in full for completing the work as specified and which shall include and all material,
equipment, and labor necessary to complete this item, to maintain it for the duration of project until to the
proposed has become established and to the satisfaction of the Engineer.
STONE RIPRAP, CLASS A3
Description of Work
This work shall be performed in accordance with Section 281 of the Standard Specifications, except as
modified herein. Filter fabric will not be measured separately for payment, but will be included in the price
of the stone riprap.
This work will be measured for payment in accordance with the provisions of Section 281 of the Standard
Specifications.
Basis of Payment
This work will be paid for at the contract unit price per square yard for STONE RIPRAP, CLASS A3 which
shall include and all material, equipment, and labor necessary to complete this item to the satisfaction of
the Engineer.
PAVEMENT REMOVAL
Description of Work
This work shall be performed in accordance with Section 440 of the Standard Specifications in the
locations specified on the plans and as directed by the Engineer.
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Removal of existing pavement shall be considered complete upon removal of any bituminous surfaces and
any aggregate base course for the placement of curb and gutter. Any removal below this level will not be
paid for and shall be included in the price of this pay item. All sawcuts made in order to remove the
pavement shall be considered included in the price of this pay item.
Prior to final edge preparation in advance of surface course placement, the Contractor shall saw-cut
behind the temporary transitions to a depth of at least two inches. The remaining material shall be
removed to a depth to allow for the placement of the surface course. After removal of the temporary
transition material, the contractor shall immediately place the surface course material, or shall provide
temporary ramps with a material as approved by the Engineer prior to installation. When temporary ramps
are necessary, they shall not be removed until immediately prior to surface course placement or as
otherwise directed by the Engineer. When deemed necessary by the Engineer, “Bump” signs shall be
placed at all transitions and temporary ramps
Basis of Payment
This work shall be paid for at the Contract unit price per square yard for PAVEMENT REMOVAL, which
shall include all labor, materials and equipment necessary to remove and dispose of the removed material.
Pavement removal during utility installation is considered as part of the overall pavement removal and will
not be paid for twice.
HOT-MIX ASPHALT SURFACE REMOVAL, 2.5”
Description of Work
This work shall be in accordance with Section 440 of the Standard Specifications, except as modified
herein. This work shall consist of removing the existing HMA pavement, to a depth as necessary to allow
for the placement of the planned thickness of HMA. Regardless of the existing relationship between the
edge of pavement and grade of the curb flag, the removal shall be down to 2.25 inches as measured from
the curb flag and continue towards the crown at 2% cross-slope (or as otherwise required to maintain the
existing drainage patterns). This will permit placement of the necessary amount of HMA surface course
and/or level binder with the planned quarter inch height differential between the edge of pavement and
curb flag.
Curb and gutter damaged during the removal process shall be replaced at the Contractor’s expense.
In the event that the Contractor removes excess material, when not directed by the Engineer, the
Contractor will be required to place additional material when installing the level binder or shall provide
additional aggregate base course as needed; the Contractor shall not be compensated for the placement
of this material unless the removal of excess material was ordered by the Engineer.
Basis of Payment
This work shall be measured and paid for at the contract unit price per square yard for HOT-MIX
ASPHALT SURFACE REMOVAL, 2.5” where specified. This price shall include all material, equipment,
and labor necessary to remove and dispose of the removed material.
HOT-MIX ASPHALT SURFACE REMOVAL, BUTT JOINT
Description of Work
This work shall be completed in accordance with Section 406 of the Standard Specifications for Road and
Bridge Construction, and as described herein.
This work shall consist of removing the existing hot-mix asphalt surface from those areas scheduled on the
plans and such other areas as directed by the Engineer in accordance with the detail in the plans.
HOT-MIX ASPHALT SURFACE REMOVAL - BUTT JOINT shall be measured in place and the areas
computed in square yards. The area measured shall be the actual areas required as directed by the
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Engineer. If additional pavement is removed or damaged due to negligence on the part of the Contractor,
the additional quantities shall not be measured for payment.
Basis of Payment
This work will be paid for at the contract unit price per square yard for HOT-MIX ASPHALT SURFACE
REMOVAL - BUTT JOINT, inclusive of all labor, materials and equipment necessary to complete the pay
item as described above and dispose of all excavated material.
PAVEMENT PATCHING, 6”
Description of Work
This work shall be in accordance with Section 442 of the Standard Specifications, except as modified
herein. The limits of the removal shall be as directed by the Engineer. The cost of pavement sawcutting is
included in the cost of the project. Replacement beyond the limits directed by the Engineer will NOT be
measured for payment and is included in the price of the patching.
This work includes patching areas of South Street or the adjacent commercial entrance that will be
resurfaced only. Roadway patching will take place after milling the roadway and prior to the installation of
the leveling binder course. The depth of the patch will be 6 inches of HMA binder course.
Basis of Payment
This work will be paid for at the contract unit price per square yard for PAVEMENT PATCHING, 6”, which
includes removing, furnishing, placing, and compacting all necessary materials. No differentiation will be
made between the types (i.e. area) of patching.
TOPSOIL STRIP
Description of Work
This work shall be in accordance with Section 202 of the Standard Specifications insofar as applicable and
the following provisions.
This work shall include the stripping of all topsoil within the South Street right-of-way, areas of ditch
construction and construction of the detention basin. The areas of topsoil stripping shall be limited to the
construction limits for the project which are equal to the location of the silt fence shown on the erosion
control and planting plans and the seed restoration areas also depicted on that plan. Removal of topsoil
outside of those areas will not be paid for.
Based on the soil boring logs an 8” thickness of topsoil was used from station 100+00 to station 121+00
and an average 14” thickness of topsoil was used from station 121+00 to the east end of the project. The
volume of topsoil to be striped is significantly greater than the volume of topsoil needed to place 4” of
topsoil on the areas to be restored with seed. Therefore, the excess shall be permanently stored as a
berm or mound on either the northwest third of the detention basin parcel at the east end of the site or the
landscape easement in the Waterford subdivision on the north side of South Street west of station 120+00.
All excess topsoil is intended to remain on-site. There is an existing topsoil stockpile on the south side of
the proposed South Street at station 128+00 which may be expanded and used as a temporary stockpile
area, but must be restored to its original condition following construction including restoration of an
disturbed areas. Temporary erosion control seeding may be required of any of the topsoil stockpiles if
they are to sit undisturbed for more than 7 days which will be paid for as TEMPORARY EROSION
CONTROL SEEDING.
Topsoil moved more than once due to construction staging, stockpiling, or procedures selected by the
Contractor will not be paid for separately but shall be considered included in the price for Topsoil Strip or
Topsoil Placement.
Payment shall be based on the area of excavation completed within the boundaries described above
without an adjustment in unit price due to an increase or decrease in actual topsoil thickness.
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Basis of Payment
This work shall be paid for at the contract unit price per square yard for TOPSOIL STRIP. This price shall
include all material, equipment, and labor necessary to complete the work.
EARTH EXCAVATION
Description of Work
This work shall be in accordance with Section 202 of the Standard Specifications insofar as applicable and
the following provisions.
This work shall not include removal of any existing hot-mix asphalt pavement; pavement removal shall be
paid for separately. All topsoil striping within the project limits shall be paid for separately as topsoil strip.
Excavation for the roadway has been computed on the basis of cut and fill to the subgrade of the proposed
topsoil. The cut volume was computed as less than the fill required to bring the improvements to the
proposed topsoil subgrade elevation. However, the excess topsoil striped from the project may be used as
fill in non-structural fill locations. A structural fill location shall be defined as within the median of the
roadway or within two foot of an impervious surface such as but not limited to the curb and gutter,
sidewalk, and bike path. If the cut volume is insufficient to cover the structural fill requirements, then
suitable soil may be borrowed from the detention basin parcel, but additional payment will not be made for
borrowed excavation and it shall be included in the price for EARTH EXCAVATION.
From approximately station 127+00 to station 150+00 it is anticipated that the 14” of average topsoil strip
will leave the exposed ground below the proposed sub-grade elevation. Porous Granular Embankment
shall be used to bring the ground up to sub-grade elevation when this situation occurs. Structural fill will
not be allowed in these locations and this volume is not included within the earth excavation volume.
Earth moved more than once due to construction staging, stockpiling, or procedures selected by the
Contractor will not be paid for separately but shall be considered included in the price for Earth Excavation.
Payment shall be based on actual volume of excavation completed without an adjustment in unit price due
to an increase or decrease in plan quantity unless the contractor and city formally agree to plan quantity
prior to the start of excavation.
Basis of Payment
This work shall be paid for at the contract unit price per cubic yard for EARTH EXCAVATION. This price
shall include all material, equipment, and labor necessary to complete the work.
TOPSOIL PLACEMENT, 4”
Description of Work
This work shall be in accordance with Section 202 of the Standard Specifications insofar as applicable and
the following provisions.
This work shall include the placement of all topsoil within the South Street right-of-way, areas of ditch
grading, construction of the detention basin and other areas of disturbance requiring grass restoration.
There is an existing topsoil stockpile on the south side of the proposed South Street at station 128+00
which may be expanded and used as a temporary stockpile area topsoil striping, but must make every
effort not to use any of the topsoil in the existing stockpile for topsoil placement.
Topsoil moved more than once due to construction staging, stockpiling, or procedures selected by the
Contractor will not be paid for separately but shall be considered included in the price for Topsoil Strip or
Topsoil Placement.
Basis of Payment
This work shall be paid for at the contract unit price per square yard for TOPSOIL PLACEMENT, 4”. This
price shall include all material, equipment, and labor necessary to complete the work.
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RESTORATION
Description of Work
This work shall be completed in accordance with Sections 250 & 251 of the Standard Specifications for
Road and Bridge Construction, and as described herein.
The Contractor shall restore all areas disturbed during construction of the improvements and related
appurtenances or as part of any of his activities to a condition equal to or better than the original condition.
Following the placement of topsoil, seeding and fertilizer shall be installed as set forth in Section 250 of the
Standard Specifications. The seeding mixture used shall be as depicted in the erosion control and
landscape plan sheets. Generally a Class 1A (salt tolerant lawn mixture) seed mixture shall be used within
the median and parkways between the back of curb and sidewalk. All other areas outside of the right-ofway, behind the sidewalk, in the ditch sections, or the detention basin shall be generally restored with a
Class 4a native seed mix. Fertilizer shall be applied in accordance with the requirements of Article 250.04.
All disturbed areas must be covered with an erosion control blanket immediately following installation of
the seed and fertilizer in accordance with section 251.04 of the Standard Specifications.
The Contractor shall be responsible for maintaining all restored areas until such a time as the city accepts
these areas. This acceptance will be granted after the Contractor has both fulfilled the minimum required
maintenance items and has established a stand of grass which meets the acceptance standards set forth
in these Special Provisions.
Acceptance of seeded areas will be determined by inspection by the City and Engineer. In order for an
area to be accepted, it shall conform the following:
a)
Grass shall display a reasonably uniform distribution of grass plants.
b)
Grass shall display vigorous growth and be green and healthy in appearance.
Areas having bare spots larger than one (1) square feet will not be accepted. In this situation, the bare
spots must be re-seeded in accordance with seeding and maintenance specifications. The Contractor
shall have a representative on the job at all time when work is being performed.
Basis of Payment
This work will be paid for at the contract unit price per acre for SEEDING of the class specified; at the
contract unit prices per pound for NITROGEN FERTILIZER NUTRIENT, PHOSPHORUS FERTILIZER
NUTRIENT, and POTASSIUM FERTILIZER NUTRIENT & at the contract unit price per square yard for
EROSION CONTROL BLANKET, which price shall be inclusive of all labor, materials and equipment
necessary to complete the pay item as described above.
SOIL MODIFICATION
Description of Work
This work shall be completed in accordance with Sections 302 of the Standard Specifications for Road
and Bridge Construction, and as described herein. Alternate one of the bid will include modification of the
existing soil either at the proposed sub-grade elevation or the elevation achieved after removal of the
topsoil as shown on the cross sections in the improvement plans. The limits of modification will be 5’
behind the back of the proposed curb for the entire length of the proposed roadway west of Otter Creek.
Bid prices are to be established for both lime and fly ash which will allow the City’s geotechnical
consultant to test mixes of both provided by the contractor to determine which chemical compound reacts
more favorably with the on-site soils. Once the preferred material is chosen, the other material will be
eliminated from the bid (if Alternate one is chosen).
After the soil has been modified, it will be tested by the City’s geotechnical consultant according to section
302 of the Standard Specifications. A minimum 48 hours notice for testing shall be provided to the
resident engineer so that proper arrangements can be made with the geotechnical consultant. If sections
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of the modified do not reach the minimum subgrade stability requirements detailed in section 302 then the
engineer may decide if the addition of a geogrid or an undercut of the unsuitable material will be required.
If a geogrid is added it should be within the PROPOSED GRANULAR EMBANKMENT, SPECIAL layer at
the manufacturer’s recommended distance above the modified soil layer. The geogrid shall consist of a
Tensar Biaxial 1100, Tensar Triaxial TX130, Mirafi 160N, Mirafi 180N, or approved equivalent.
If the soils require an undercut following modification, the undercut section shall be paid for with the
UNSUITABLE MATERIAL, REMOVAL AND REPLACEMENT, CA-1, 100% CRUSHED STONE pay item.
Basis of Payment
This work will be paid for at the contract unit price per square yard for PROCESSING MODIFIED SOIL
16”; at the contract unit prices per ton for LIME and FLY ASH and at the contract unit price per square yard
for GEOGRID, which price shall be inclusive of all labor, materials and equipment necessary to complete
the pay item as described above.
UNSUITABLE MATERIAL, REMOVAL AND REPLACEMENT, CA-1, 100 % CRUSHED
STONE
Description of Work
This work shall comply with the appropriate Articles of Section 207 of the Standard Specifications.
Materials
Material shall conform to the appropriate articles of Section 1004.01. Only crushed stone (CA-1) shall be
permitted.
Description of Work
This work shall consist of completely removing any unsuitable base or sub-base material as directed by
the Engineer, and replacing it with CA-1, 100% crushed stone. After excavation of unsuitable material and
prior to stone placement, the sub base shall be compacted by means of a vibratory mechanism. A
geotechnical fabric shall then be placed on top of the soil layer including the vertical walls and shall be
paid for separately. The stone is then to be placed and compacted by similar means. After the undercut
volume has been backfilled with CA-1, then it should be covered with geotechnical fabric and aggregate
base course placed if it is at sub-grade elevation or additional porous granular embankment CA-1 shall be
placed and payed for separately to reach the proposed sub-grade elevation. The contractor shall not
remove any more unsuitable material than can be replaced with stone and covered during that work day.
The porous granular material shall be placed in one lift when the total thickness to be placed is two feet or
less or as directed by the Engineer. Each lift of the porous granular material shall be rolled with a vibratory
roller meeting the requirements of Article 1101.01 of the Standard Specifications to obtain the desired
keying or interlock and compaction. The Engineer will determine if adequate keying has been obtained.
Construction equipment not necessary for the placement of the replacement material will not be allowed
on the undercut areas until the placement of the recommended thickness of the porous granular material is
completed.
Disposal of Material
All material resulting from the removal of Unsuitable Materials shall be disposed of, at the Contractor’s
expense, outside the limits of the job at locations acceptable to the Engineer. In accordance with Section
107.01 of the “Standard Specifications for Road and Bridge Construction” as amended by Public Act 90761.
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Basis of Payment
This work will be paid for at the contract unit price per cubic yard for UNSUITABLE MATERIAL, REMOVAL
AND REPLACEMENT, 100% CRUSHED STONE, which price shall be payment in full for all work required
to complete the work as described herein.
GEOTECHNICAL FABRIC FOR GROUND STABILIZATION
Description of Work
This work shall be performed in accordance with Section 210 of the Standard Specifications except as
modified herein.
This work shall consist of furnishing and installing geotechnical fabric at those locations where
undercutting of the subgrade is required by removing unsuitable materials, underneath any required
porous granular embankment to raise the ground to proposed sub-grade elevation that is placed on lime
stabilized or virgin soil or underneath the proposed aggregate base course, type B layer that is placed on
stabilized soil, virgin soil or open graded aggregate. A layer of fabric will be required between any layer of
porous granular embankment and soils at undercut or fill locations prior to placing the aggregate base
course of the roadway. The fabric shall be also placed along any vertical faces between soil and open
graded aggregate. Where fabric is required for other pay items such as drain tile, perforated storm sewer,
utility structure undercut, rip rap, foundation material, etc. it shall be included in the price for that pay item
and not be paid for separately.
Basis of Payment
This work will be paid for at the contract unit price per square yard for GEOTECHNICAL FABRIC FOR
GROUND STABILIZATION which shall include and all material, equipment, and labor necessary to
complete this item to the satisfaction of the Engineer.
POROUS GRANULAR EMBANKMENT (SPECIAL)
Description of Work
This work shall comply with the appropriate Articles of Section 207 of the Standard Specifications.
Materials
Material shall conform to the appropriate articles of Section 1004.01. Only crushed stone (CA-1) shall be
permitted.
Description of Work
This material shall be used in areas of fill where the exposed ground following earth excavation is below
the sub-grade such as approximately station 127+00 to the east and in backfill areas under the proposed
roadway adjacent to the culvert removal and replacement. Removal of any existing soils has been
included in the earth excavation quantity and will NOT be required as part of this pay item. A layer of
geotechnical fabric will be required prior to placing porous granular embankment on soils at fill locations.
The porous granular material shall be placed in one lift when the total thickness to be placed is two feet or
less or as directed by the Engineer. Each lift of the porous granular material shall be rolled with a vibratory
roller meeting the requirements of Article 1101.01 of the Standard Specifications to obtain the desired
keying or interlock and compaction. The Engineer will determine if adequate keying has been obtained.
Construction equipment not necessary for the placement of the replacement material will not be allowed
on the undercut areas until the placement of the recommended thickness of the porous granular material is
completed.
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Basis of Payment
This work shall be paid for at the contract unit price per ton for POROUS GRANULAR EMBANKMENT
(SPECIAL), which price shall include the placing and compacting the porous granular embankment
material.
GRANULAR BACKFILL FOR STRUCTURES (CULVERT)
Description of Work
This work shall consist of furnishing, transporting and placing granular backfill for abutment structures.
Materials
Materials shall be according to the following.
Item
Article/Section
(a) Fine Aggregate...................................................................................................................... 1003.04
(b) Coarse Aggregates ............................................................................................................... 1004.05
Construction Requirements
This work shall be done according to Article 502.10 except as modified below. The backfill volume shall
be backfilled, with granular material as specified in Article 586.02, to the required elevation as shown in the
contract plans. IDOT gradation CA-7 shall be used for this pay item. The backfill volume shall be placed
in convenient lifts for the full width to be backfilled. Unless otherwise specified in the contract plans,
mechanical compaction will not be required. A deposit of gravel or crushed stone placed behind drain
holes shall not be required. All drains not covered by geocomposite wall drains or other devices to prevent
loss of backfill material shall be covered by sufficient filter fabric material meeting the requirements of
Section 1080 and Section 282 with either 6 or 8 oz/sq yd (200 or 270 g/sq m) material allowed, with free
edges overlapping the drain hole by at least 12 in. (300 mm) in all directions.
The granular backfill shall be brought to the finished grade as shown in the contract plans. When concrete
is to be cast on top of the granular backfill, the Contractor, subject to approval of the Engineer, may
prepare the top surface of the fill to receive the concrete as he/she deems necessary for satisfactory
placement at no additional cost to the Department. A non-woven geotextile fabric shall be installed around
the granular backfill below the box culverts per the details on sheet 64 which shall be included with the
price for Granular Backfill for Structures.
Method of Measurement
This work will be measured for payment as follows.
(a) Contract Quantities. The requirements for the use of contract quantities shall conform to Article
202.07(a).
(b) Measured Quantities. This work will be measured for payment based on the load tickets of the
delivered material placed in the locations as described above.
Basis of Payment
This work will be paid for at the contract unit price per TON for GRANULAR BACKFILL FOR
STRUCTURES (CULVERT).
COMBINATION CURB AND GUTTER REMOVAL
Description of Work
This work shall consist of the removal and the satisfactory disposal of combination curb and gutter in
accordance with the appropriate articles of Section 440 of the Standard Specifications.
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Disposal of Material
All material resulting from the cub and gutter removal operations shall be disposed of, at the Contractor’s
expense, outside the limits of the job at locations acceptable to the Engineer. In accordance with Section
107.01 of the “Standard Specifications for Road and Bridge Construction” as amended by Public Act 90761. A sample of the required load ticket is included in this contract.
Construction Requirements
All segments of curb and gutter scheduled for removal, as directed by the Engineer, shall be saw cut full
depth or six inches, whichever is less, at all points where the limits of removal abut existing concrete to
remain in place. This work shall be done in such a manner that a straight joint will be secured. Any
adjacent concrete, damaged due to negligence by the Contractor shall be replaced at his expense.
It shall be the responsibility of the contractor to determine the thickness of the existing curb and gutter to
be removed, and the extent to which it is reinforced. No additional compensation will be allowed because
of variations from the assumed thickness shown on the plans, nor for variations in the amount of
reinforcement.
The depth of the excavation shall be equal to the proposed thickness of the new curb and gutter and an
additional four inches to allow for the placement of new granular bedding under the widened area.
No additional compensation will be allowed for any additional excavation below the curb and gutter being
removed whether it is due to the contractors operations or required by the plans or the Engineer, nor for
any material required to bring the sub-base to the proper grade.
Method of Measurement
Combination Curb and Gutter Removal will be measured for payment, at the face of curb prior to removal,
in lineal feet.
All saw cutting required herein will not be measured for payment, but shall be included in the cost of the
contract.
Basis of Payment
This work will be paid for at the contract unit price per lineal foot for COMBINATION CURB AND GUTTER
REMOVAL, which price shall be payment in full for all work required to complete the work, as herein
specified.
COMBINATION CONCRETE CURB AND GUTTER
Description of Work
This work shall conform to the appropriate articles of Section 606 of the Standard Specifications.
Dowelling
Where the proposed curb is adjacent to a concrete base, the ½” steel tie bars @ 2’-6” centers, as shown
on Standard Detail 2130-9 and contained herein, will not be required.
Sub-Grade Preparation
Any tree roots or other obstructions shall be removed to a depth of 2” below the proposed sub-grade.
Tree roots that need to be removed, as determined by the Engineer, shall be removed only after the
tree root has been saw-cut at both ends. The sub-grade shall be rolled and tamped until thoroughly
compacted. All soft or muddy areas shall be removed and replaced with approved sub-grade material. In
areas where the new curb and gutter is being installed, six inches of properly placed and compacted new
CA-6 granular subbase will be required; the price for the new granular bedding shall be considered
included in the price of the curb and gutter pay item. The granular subbase shall extend 2’ behind the back
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of curb as shown in the typical section which shall be included in the price for the combination concrete
curb and gutter.
Construction Requirements
If form boards are to be used for the manual placement of concrete, face boards shall be used to aid the
construction of the curb. A mechanical vibrator shall be used to eliminate voids in the concrete adjacent to
the face of the gutter. The mechanical vibrator shall conform to Article 1103.17 (a) of the Standard
Specifications.
Curb and gutter shall be reinforced with the use of #4 rebars. The bars are to run continuously throughout
the curb and gutter with a 12-inch overlap. The bars shall be placed 4 inches from the bottom of the curb
and gutter and spaced equal distant horizontally.
Two additional 10-foot-long #4 rebars shall be centered on all utility crossings. Expansion joints shall be
placed every 50 feet with two #4 bars centered at the joint. Construction joints shall be placed every 10
feet and cut to a depth of 3 inches. All joints shall be sealed with pre-molded bituminous joint filler or an
IDOT-approved alternate.
Thickness of Gutter Flag
The thickness of the new gutter flag shall be a minimum of 9 inches, regardless of the thickness of the
existing gutter flag.
Joints
1.
2.
3.
4.
Contraction Joints. Contraction joints shall be located every 10 lineal feet.
Longitudinal Construction Joints. Longitudinal construction joints will not be doweled
Longitudinal Curb Preformed joints. Longitudinal curb preformed joints will not be doweled
Transverse Expansion Joints. Transverse expansion joints shall be placed every 50 lineal
feet.
Method of Measurement
Any depressed or mountable curb will be paid for as barrier curb type with the same gutter flag width. All
curb and gutter shall be measured in the flowline of the gutter.
Basis of Payment
This work will be paid for at the contract unit price per lineal foot for COMBINATION CONCRETE CURB
AND GUTTER, of the type specified, which price shall include payment for furnishing and installing all
joints as required, all necessary excavation, installation of rebar and sub-bas material required to complete
the work to the lines and grades shown on the plans.
PORTLAND CEMENT CONCRETE SPLASH PAD, SPECIAL
Description of Work
This work shall consist of the construction of Portland Cement Concrete Splash Pad Special on a prepared
sub-grade in accordance with the appropriate articles of Section 424 of the Standard Specifications. The
splash pad shall be one foot wide by 5” thick with a 4” aggregate type B sub-base which shall be included
in the price for the splash pad. The splash pad shall be poured monolithically with the curb and gutter.
Sub-grade Preparation
The sub-grade shall be brought to the proper grade, as approved by the Engineer, by either excavation of
additional material or the addition of an approved sub-grade material. All soft or muddy areas shall be
removed and replaced with approved sub-grade material.
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Forms
Side forms shall be of good quality lumber of not less than 2 inch nominal thickness or of steel of equal
rigidity. They shall be held securely in place by stakes or braces. The splash pad is to be poured
monolithically with the curb and gutter so forms will only be required on one side. Under normal
circumstances, the top of the forms shall be the top of the poured concrete. Exceptions to this shall be
brought to the attention of the Engineer, for his approval, prior to the time of the concrete pour.
Placing and Finishing
Placing and finishing of the concrete shall be done in accordance with Article 424.06 of the Standard
Specifications.
Expansion Joints
Expansion joints of the thickness specified below shall consist of preformed joint filler. The top of the joint
shall be placed ¼ inch below the surface of the sidewalk and extend down to the bottom of the concrete
regardless of depth.
1. One-half inch thick expansion joint filler shall be placed between the sidewalk and all structures
such as light standards, traffic light standards, traffic poles and telephone or power poles, which
extend through the sidewalk. Water valves shall be boxed in (1’ 0” square) with 1/2 “ expansion
joint filler.
2. Three-fourth inch thick expansion joint filler shall be placed as follows:
a. Where the length of the new sidewalk is 15’ or less, one piece of expansion joint filler at
either end shall be required.
b. Where the length of the new sidewalk is greater than 15’, but less than 50’, one piece of
expansion joint filler at both ends shall be required.
c. Where the length of the new sidewalk is greater than 50’, one piece of expansion joint filler
at both ends, and one additional piece for every full 50’ increment thereof, placed at a
maximum of 50’ intervals shall be required.
3. Three-fourth inch wide preformed expansion joint filler shall be placed where the length of a new
sidewalk abuts concrete driveways, drive approaches, carriage walks, courtesy walks, retaining
walls, foundation walls or curb.
All locations where expansion joints are to be placed against existing concrete, the existing concrete shall
be neatly saw cut so that the expansion joint filler will lay flush against the existing concrete. Care shall be
taken when placing the concrete so that no concrete, stones, or other debris is allowed between the
existing concrete and the expansion joint filler.
Curing and Protection
Curing and protection shall be in accordance with the appropriate articles of Section 1020.13 of the
Standard Specifications as amended herein.
Method of Measurement
Portland Cement Concrete Splash Pad will be measured in place horizontally from the back of curb to the
edge of pavement and computed in square feet. Excavation, preparation of sub-grade including tree root
grinding or cutting, aggregate sub-grade materials, saw cutting, expansion joints and curing shall be
included in the price for PORTLAND CEMENT CONCRETE SPLASH PAD, SPECIAL.
Basis of Payment
This work will be paid for at the contract unit price per square foot for PORTLAND CEMENT CONCRETE
SPLASH PAD, SPECIAL, which price shall include all labor and materials necessary to complete the work
as described herein.
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SIDEWALK REMOVAL
Description of Work
This work shall consist of the removal and the satisfactory disposal of existing concrete sidewalk and
monolithic sidewalks in accordance with the appropriate articles of Section 440 of the Standard
Specifications.
Disposal of Material & Safety
All material resulting from the sidewalk removal operations shall be disposed of, at the Contractor’s
expense, outside the limits of the job at locations acceptable to the Engineer. In accordance with Section
107.01 of the “Standard Specifications for Road and Bridge Construction” as amended by Public Act 90761. A sample of the required load ticket is included in this contract. Every sidewalk gap shall be
adequately marked with a Type II barricade at each end after the sidewalk has been removed.
Construction Requirements
All segments of sidewalk scheduled for removal, as directed by the Engineer, shall be saw cut full depth at
all points where the limits of removal abut existing concrete to remain in place. This work shall be done in
such a manner that a straight joint will be secured. Any adjacent concrete, damaged due to negligence by
the Contractor shall be replaced at his expense. Any bituminous or P.C.C. driveways which break up, due
to contractor’s negligence, when the sidewalk is removed shall have their entire width saw cut laterally and
replaced in kind at the Contractor’s expense.
It shall be the responsibility of the contractor to determine the thickness of the existing sidewalk to be
removed, and the extent to which it is reinforced. No additional compensation will be allowed because of
variations from the assumed thickness shown on the plans or for variations in the amount of reinforcement.
No additional compensation will be allowed for any additional excavation below the sidewalk being
removed whether it is due to the contractor’s operations or required by the plans or the Engineer, nor for
any material required to bring the sub-base to the proper grade.
Method of Measurement
Sidewalk Removal will be measured for payment in square feet of surface, including the curb flag (where
applicable) and any asphalt that has been placed over the curb flag. In the event that additional pavement
is removed to include the placement of an 18 inch flag (in lieu of an existing 12 inch flag) that additional
material shall be measured and paid for as SIDEWALK REMOVAL, and shall be sawcut to the full depth of
the existing pavement.
Where no current sidewalk exists but material is excavated to allow for placement of new walk, the area to
be paid for removal shall be the same as the new walk placed. No additional measurements will be made
for over-digging for forms nor extra depth to allow for placement of new walk.
Basis of Payment
This work will be paid for at the contract unit price per square foot for SIDEWALK REMOVAL, which price
shall include payment for equipment, materials, and labor required to complete this work.
SIDEWALK REMOVAL AND REPLACEMENT, SPECIAL
Description of Work
This item shall be completed in accordance with Section 424 of the Standard Specifications with the
exception that the sidewalk shall be constructed on 4” of Aggregate Base Course, Type B. The aggregate
base course shall be included as part of Sidewalk Removal and Replacement, Special, and constructed in
accordance with Section 351. The thickness of the sidewalk shall be five inches, regardless of the
thickness of the walk removed. This pay item shall also include the removal and disposal of the existing
sidewalk in accordance with Section 440 and any excavation additionally required to allow for the
placement of the 4” aggregate base course.
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Construction Requirements
Whenever portions of sidewalk to be replaced are in areas experiencing any levels of vehicular traffic (i.e.
driveways) the sidewalk thickness shall be increased to eight inches, or the thickness of the adjacent
pavement, whichever is greater. No additional compensation will be granted for the additional thickness of
material used or material excavated.
When replacing sidewalk squares adjacent to existing aprons, driveways, sidewalk or pavement to remain
in place the Contractor shall take care to ensure that no damage is sustained to the adjacent material. Any
damage to such areas will be repaired at the Contractor’s expense, in a manner approved by the
Engineer.
Removal of the existing material is included in the cost, regardless of the current use or material type.
Existing HMA, PCC, Brick or other hard surface shall be removed to allow the placement of the new
sidewalk as necessary. No adjustment to the unit price of this pay item will be permitted based on the
existing surface. In the event that the existing surface is turf or some other vegetation (mulch bed, topsoil,
etc.) then the removal of that material and placement of the new sidewalk shall be in accordance with the
specification for PORTLAND CEMENT CONCRETE SIDEWALK, 5 INCH.
Basis of Payment
This work will be paid for at the Contract unit price per square foot for SIDEWALK REMOVAL AND
REPLACEMENT, SPECIAL which shall include the cost of all labor, material and use of all equipment and
tools required to complete the work, including the material and labor costs associated with excavation, the
placement of the aggregate base course, any required removal and disposal of surplus excavated
material.
PORTLAND CEMENT CONCRETE SIDEWALK, 5 INCH
Description of Work
This work shall consist of the construction of Portland Cement Concrete Sidewalk – 5 Inch on a prepared
sub-grade in accordance with the appropriate articles of Section 424 of the Standard Specifications.
Handicap ramps must be constructed in strict conformance with the attached detail. Failure to do so will
result in the contractor paying for its removal and replacement. It shall be the contractor’s responsibility to
notify the City in the event that a specific location cannot be constructed as specified.
Sub-grade Preparation
After the existing sidewalk has been removed, the sub-grade shall be brought to the proper grade, as
approved by the Engineer, by either excavation of additional material or the addition of an approved subgrade material. Any tree roots or other obstructions shall be removed to a depth of 2” below the proposed
sub-grade. Tree roots that need to be removed, as determined by the Engineer, shall be removed
only after the tree root has been saw cut at both ends. The sub-grade shall be rolled and tamped until
thoroughly compacted. All soft or muddy areas shall be removed and replaced with approved sub-grade
material.
At locations where the sidewalk is constructed at driveways/entrances, the sidewalk shall be poured to the
thickness 8” or as determined by the Engineer, based on the usage requirements of the driveway. If the
existing approach is thicker than 8”, then the new sidewalk is to be poured at the same thickness. This
work shall be included in the price for the P.C.C. SIDEWALK and no additional compensation will be
allowed.
Forms
Side forms shall be of good quality lumber of not less than 2 inch nominal thickness or of steel of equal
rigidity. They shall be held securely in place by stakes or braces. Under normal circumstances, the top of
the forms shall be the top of the poured concrete. Exceptions to this shall be brought to the attention of
the Engineer, for his approval, prior to the time of the concrete pour. Forms for the sidewalk aprons shall
be set so that the slab will have a uniform fall between the sidewalk proper and the curb grade.
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Placing and Finishing
Placing and finishing of the concrete shall be done in accordance with Article 424.06 of the Standard
Specifications. Handicap access ramps shall be installed at all intersections unless otherwise directed by
the Engineer. The finish of the concrete on the access ramp shall be as shown on IDOT Standard Detail
#424001-07 sheets one and two contained herein. No additional compensation shall be allowed for this
work.
Expansion Joints
Expansion joints of the thickness specified below shall consist of preformed joint filler. The top of the joint
shall be placed ¼ inch below the surface of the sidewalk and extend down to the bottom of the concrete
regardless of depth.
4. One-half inch thick expansion joint filler shall be placed between the sidewalk and all structures
such as light standards, traffic light standards, traffic poles and telephone or power poles, which
extend through the sidewalk. Water valves shall be boxed in (1’ 0” square) with 1/2 “ expansion
joint filler.
5. Three-fourth inch thick expansion joint filler shall be placed as follows:
a. Where the length of the new sidewalk is 15’ or less, one piece of expansion joint filler at
either end shall be required.
b. Where the length of the new sidewalk is greater than 15’, but less than 50’, one piece of
expansion joint filler at both ends shall be required.
c. Where the length of the new sidewalk is greater than 50’, one piece of expansion joint filler
at both ends, and one additional piece for every full 50’ increment thereof, placed at a
maximum of 50’ intervals shall be required.
6. Three-fourth inch wide preformed expansion joint filler shall be placed where the length of a new
sidewalk abuts concrete driveways, drive approaches, carriage walks, courtesy walks, retaining
walls, foundation walls or curb.
All locations where expansion joints are to be placed against existing concrete, the existing concrete shall
be neatly saw cut so that the expansion joint filler will lay flush against the existing concrete. Care shall be
taken when placing the concrete so that no concrete, stones, or other debris is allowed between the
existing concrete and the expansion joint filler.
Curing and Protection
Curing and protection shall be in accordance with the appropriate articles of Section 1020.13 of the
Standard Specifications as amended herein.
Method of Measurement
Portland Cement Concrete Sidewalk will be measured in place and computed in square feet. Excavation,
preparation of sub-grade including tree root grinding or cutting, aggregate sub-grade materials, saw
cutting, expansion joints and curing shall be included in the price for PORTLAND CEMENT CONCRETE
SIDEWALK, 5 INCH.
Basis of Payment
This work will be paid for at the contract unit price per square foot for PORTLAND CEMENT CONCRETE
SIDEWALK, 5 INCH, which price shall include all labor and materials necessary to complete the work as
described herein.
DETECTABLE WARNINGS
All sidewalk and path sections to be replaced at all roadway crossings, shall be installed with an ArmorTile “Brick Red” #22144, or approved equal detectable warning panel as directed by the Engineer, in
accordance with the most current IDOT Highway Standards and Section 424 of the Standard
Specifications for Road and Bridge Construction. Payment to furnish and install the panel will be paid for
as measured and directed by the Engineer.
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This work will be paid for at the Contract unit price per square foot for DETECTABLE WARNINGS which
price shall include the cost of all labor, material and use of all equipment and tools required to furnish and
install the detectable warning panel in conformance with this provision, the plans, and the manufacturer’s
instructions.
PORTLAND CEMENT CONCRETE DRIVEWAY PAVEMENT – 8 INCH, PORTLAND
CEMENT CONCRETE TEMPORARY PAVEMENT – 4 INCH
Description of Work
This work shall consist of the placement of Portland Cement Concrete, 8 Inch in thickness, and Portland
Cement Concrete, 4 Inch in thickness on a prepared sub-grade in accordance with the appropriate articles
in section 420 of the Standard Specifications. Construction shall be in accordance with appropriate
articles of section 423 and articles 606.06 and 424.06 of the Standard Specifications. Expansion joints
shall be of ¾” thick preformed joint filler.
Sub-grade Preparation
After the existing driveway has been removed, the sub-grade shall be brought to the proper grade, as
approved by the Engineer, by either excavation of additional material or the addition of an approved subgrade material. Any tree roots or other obstructions shall be removed to a depth of 2” below the proposed
sub-grade. Tree roots that need to be removed, as determined by the Engineering Division, shall be
removed only after the tree root has been saw cut at both ends. The sub-grade shall be rolled and
tamped until thoroughly compacted. All soft or muddy areas shall be removed and replaced with approved
sub-grade material. Following preparation of the sub-grade, an aggregate base course, type B lift of 6”
shall be placed and properly compacted. This aggregate base course shall be included in the price for the
P.C.C Driveway or Temporary Pavement.
Forms
Side forms shall be of lumber of not less than 2 inch nominal thickness or of steel of equal rigidity. They
shall be held securely in place by stakes or braces. Under normal circumstances, the top of the forms
shall be the top of concrete. Exceptions to this shall be brought to the attention of the Engineer, for his
approval, prior to the time of the concrete pour. Forms for the driveway aprons shall be set so that the
slab will have a uniform fall between the sidewalk proper and the curb to grade.
Placing and Finishing
The sub-grade shall be moistened just before the concrete is placed. The concrete shall be placed in
successive batches for the entire width of the slab, struck off, consolidated and finished to a true and even
surface with floats and trowels. The final troweling shall be done with a steel trowel, leaving a smooth,
even surface. After the water sheen has disappeared, the surface shall be given a final finish by brushing
with a whitewash brush. The brush shall be drawn across the driveway, parallel to the curb line, with
adjacent strokes slightly overlapping, producing a uniform, slightly roughened surface with parallel brush
marks.
Expansion Joints
Three-fourth inch preformed expansion joint filler shall be placed where the length of new driveways abuts
concrete sidewalks, courtesy walks, retaining walls, foundation walls or curb. The top of the joint shall be
placed ¼ inch below the surface of the driveway and extend to the bottom of the concrete regardless of
depth.
All locations where expansion joints are to be placed against existing concrete, the existing concrete shall
be neatly cut so that the expansion joint filler will lay flush against the existing concrete. The Contractor
shall box in all water valves (1’ 0” square) encountered with preformed expansion material. Care shall be
taken when placing the concrete so that no concrete, stones or other debris is allowed between the
existing concrete and the expansion joint filler.
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Curing and Protection
Curing and protection shall be in accordance with the appropriate articles of Section 1020.13 of the
Standard Specifications as amended herein which shall be included in the price for the concrete pavement
pay item.
Maintenance and Removal
All maintenance required to the temporary pavement during construction of the box culverts and removal
of the temporary pavement following completion of the box culverts will be included in the price for the
Portland Cement Concrete Temporary Pavement.
Method of Measurement
Portland Cement Concrete Driveway Pavement will be measured in place and computed in square yards.
Excavation, preparation of sub-grade including tree root removal, aggregate sub-grade materials, saw
cutting, expansion joints and curing will not be measured for payment.
Basis of Payment
This work will be paid for at the contract unit price per square yard for PORTLAND CEMENT CONCRETE
DRIVEWAY PAVEMENT, 8 INCH, per square yard for PORTLAND CEMENT CONCRETE TEMPORARY
PAVEMENT, 4 INCH, which price shall include all labor and materials necessary to complete the work as
described herein.
AGGREGATE BASE COURSE, TYPE B, 8” (BIKE PATH)
Description of Work
This work shall comply with the appropriate Articles of Section 351 of the Standard Specifications. This
pay item shall cover the aggregate base under the hot-mix asphalt bike path pavement only. The
aggregate base required under and extended behind the curb and gutter shall be included in the price for
the combination curb and gutter. The aggregate base required for the sidewalk shall be included with that
pay item. Any aggregate base course required under for Portland Cement Concrete driveway pavement
or Portland Cement Concrete Temporary Pavement shall be included with that pay item. The aggregate
base required for the bike path shall be paid for separately as AGGREGATE BASE COURSE, TYPE B, 8”
(BIKE PATH).
Materials
Materials shall conform to Article 1004.04 of the Standard Specifications.
Basis of Payment
This work will be paid for at the contract unit price per square yard for AGGREGATE BASE COURSE,
TYPE B, 8” (BIKE PATH).
SUB-BASE GRANULAR MATERIAL, TYPE B, 6”
Description of Work
This work shall comply with the appropriate Articles of Section 351 of the Standard Specifications. This
pay item shall cover the aggregate base under the hot-mix asphalt roadway pavement only from edge of
pavement to edge of pavement. The aggregate base required under and extended behind the curb and
gutter shall be included in the price for the combination curb and gutter. The aggregate base required for
the sidewalk shall be included with that pay item. Any aggregate base course required under for Portland
Cement Concrete driveway pavement or Portland Cement Concrete Temporary Pavement shall be
included with that pay item. The aggregate base required for the roadway shall be paid for separately as
SUB-BASE GRANULAR MATERIAL, TYPE B, 6”.
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Materials
Materials shall conform to Article 1004.04 of the Standard Specifications.
Basis of Payment
This work will be paid for at the contract unit price per square yard for SUB-BASE GRANULAR
MATERIAL, TYPE B, 6”.
BITUMINOUS MATERIALS (PRIME COAT), SS-1
Description of Work
This work shall conform to the appropriate articles of Section 406.05b of the Standard Specifications. The
prime coat shall be of the type specified, applied at a rate of 0.25 – 0.5 gallons per square yard on
aggregate surfaces and applied at a rate of 0.10 – 0.3 gallons per square yard on hot-mix asphalt
surfaces, except where otherwise directed by the Engineer. Aggregate placed immediately after the Prime
Coat shall conform to Articles 406.05b and 1003 of the Standard Specifications, with the exception that
prime shall NOT be placed more than 24 hours prior to paving. Placement of aggregate and aggregate
costs shall be paid for separate as aggregate (prime coat).
Basis of Payment
This work will be paid for at the contract unit price per gallon for BITUMINOUS MATERIALS (PRIME
COAT) SS-1 which price shall include all labor, equipment and materials necessary to complete the work
as described herein.
STRUCTURE ADJUSTMENTS
Description of Work
This work shall consist of the adjustment, coring connection of an existing manhole to a new pipe, and/or
the reconstruction of existing catch basins, manholes, inlets or valve vaults in accordance with the
appropriate articles of Section 602 of the Standard Specifications. All adjustment rings and castings shall
have an exterior rubber chimney gasket or a six inch wide (minimum) full depth collar of concrete to the top
of the binder course.
ALL STRUCTURES within the pavement shall have their frame and lids removed, the structure shall then
be plated and then topped off with an approved aggregate material just prior to any bituminous removal
operation.
Once removed, all frames and lids shall be delivered by the Contractor to the City of Elgin Public Works or
other place specified by the Engineer. The cost of this delivery shall be included in the cost of the contract.
Cleaning of Existing Structures
In addition to the requirements as described in Section 602 of the Standard Specifications, it shall be the
responsibility of the contractor to clean ALL existing structures that are to be adjusted or reconstructed.
The cleaning shall consist of the removal of all debris from inside the structure to the satisfaction of the
Engineer. Catch basins and manholes are to be cleaned immediately prior to the adjustment or
reconstruction to insure that all portions of the structure requiring repair are identified and repaired upon
completion of all work.
Damage to Castings
During the contract, should any casting be damaged by the Contractor or by traffic prior to the completion
of the contract, the contractor shall replace the damaged casting at no cost to the City. Castings
previously damaged or scheduled for replacement shall be supplied by the Contractor. It shall be the
responsibility of the Contractor to deliver used castings to the City’s maintenance yard located at 1900
Holmes Road, Elgin, IL.
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All determinations as to the suitability or the cause of damage to a casting shall be made by the Engineer,
and shall be binding. Tightened bolts with nuts and washers are to be used for catch basins or inlet frame
back adjustments (new or existing), the cost of which shall be included in the cost of the adjustment.
Manhole and Catch Basin Frames
Manhole frames shall be only Neenah R-1712-C (390 lbs) or East Jordan 1050Z1 frames with blind pick
hole solid lids. Sanitary manholes shall have a self sealing lid (i.e. East Jordan 1875 A) and “Cretex”
chimney seals, or approved equal, installed on all manholes which shall be included in the price for the pay
item. Types other than the two specified requires prior approval from the Engineer before use. Lids shall
be marked to identify the utility which passes through the structure and say “City of Elgin” on them.
Catch basin or inlet adjustments requiring a new frame and grate in B6.18 curb shall be done using only
Neenah R-3065, open box with 1.5 inch vertical radius or East Jordan 7010, with 2 inch vertical radius
frames. Catch basin or inlet adjustments requiring a new frame and grate in B6.12 curb shall be done
using only Neenah R-3281-C, open box with 1.5 inch vertical radius or East Jordan 7210, with 2 inch
vertical radius frames. Grates shall be either Neenah Type “A” standard, Type “L” directional or East
Jordan Type “M1” standard, Type “M4” directional as specified by the Engineer. Modified “B” curb shall
have Neenah R-3506-A2 or East Jordan 7281 and open drains shall be Neenah R-1712 with Type “D”
open grate or East Jordan 1051-2M1. All castings shall be set in full mortar beds. Castings shall be set
accurately to the finished elevation so that no subsequent adjustment will be necessary. All adjustment
rings and castings shall have a full depth collar of concrete to the top of the binder course.
All storm sewer structures shall have an approved ‘fish’ logo that indicates storm water from that structure
will flow to the river and no dumping shall be allowed. This logo/design must be approved by the City prior
to installation.
Curing and Protection
Curing and protection of concrete shall be in accordance with the appropriate articles of Sections 1022 and
1020.13 of the Standard Specifications as amended herein.
Basis of Payment
This work will be paid for at the contract unit price each for:
SANITARY MANHOLES TO BE ADJUSTED, SPECIAL
VALVE VAULTS TO BE ADJUSTED, SPECIAL
VALVE VAULTS TO BE RECONSTRUCTED
MANHOLES TO BE ADJUSTED, SPECIAL
MANHOLES TO BE RECONSTRUCTED
CATCH BASINS TO BE ADJUSTED, SPECIAL
CATCH BASINS TO BE RECONSTRUCTED
NEENAH R-1712-C / 390 LBS / CONCEALED PICK HOLES
NEENAH R-3065 / TY A Fr./ OPEN BOX
NEENAH R-3065-L / OPEN BOX
NEENAH R-3506-A2 FRAME AND GRATE
NEENAH R-4349-D GRATE
Where the frames are to be removed and structures plated prior to bituminous surface removal, no
additional compensation shall be considered for payment, as the contract unit price should reflect the need
for this additional process. All labor and material necessary to lower the structure and provide for proper
plating of the structure shall be considered included in the price of the structure adjustment or
reconstruction.
Once the new frames are installed, the contractor will be required to install filter baskets in all open frames
and curb boxes. The filter basket shall be “FleXstorm” or approved equal and shall be considered included
in the price for the pay item.
As the case may be, which shall be payment in full for all labor and materials necessary to complete the
work as specified herein including new frames and grates/lids if specified.
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STRUCTURE TO BE CLEANED (NOT ADJUSTED OR RECONSTRUCTED)
Description of Work
This work shall consist of the cleaning of structures (catch basin, or manhole) so designated by the
engineer, that are not be adjusted or reconstructed. These structures are to be within the project limits or
directly adjacent to the project limits (i.e. catch basin that drains water from existing project).
Basis of Payment
This work will be paid for at the contract unit price per each for STRUCTURE TO BE CLEANED (NOT ADJ
OR RECON), which price shall be payment in full for performing the work as specified herein.
DUST CONTROL – MECHANICAL SWEEPING
Description of Work
This work shall consist having a sweeper on the jobsite for removal of dust and loose gravel/dirt/debris for
purposes of dust control.
Construction Requirements
On a regular as needed basis, the contractor shall utilize a mechanical street sweeper to remove all dust,
gravel, sand, dirt from roadways to minimize the presence of construction dust nuisance on the jobsite.
The contractor should plan for a weekly sweeping at minimum just prior to the weekend, and additional
times during peak construction operations. Debris must be removed to the satisfaction of the Engineer.
Method of Measurement
This work will be measured on an each basis for each instance that the sweeper is needed on the jobsite.
Each instance is to be defined as the required time necessary to clean the job to the satisfaction of the
engineer (i.e. if the sweeper does not show up until 2pm on a Thursday, is unable to complete the cleaning
on Thursday and must return on Friday to satisfy the Engineer, only one instance would be paid)
To ensure prompt response to the Resident Engineer’s request for DUST CONTROL – MECHANICAL
SWEEPING, the Contractor shall conduct the dust control operation before the end of the day when
notified before 12 pm. Any subsequent notification will require operations to begin first thing the following
day. If the Contractor fails to comply with the Engineer’s request, the Engineer will impose a deduction of
$100 per hour beginning 8 hours after the Engineer’s initial request. The hourly deduction shall end with
the Engineer’s acceptance of the field conditions.
Basis of Payment
This work shall be paid for at the contract unit price per each for DUST CONTROL-MECHANICAL
SWEEPING.
DUST CONTROL – WATERING WITH CALCIUM CHLORIDE
Description of Work
This work shall consist of controlling construction dust on the jobsite by application of a water / calcium
chloride mixture.
Construction Requirements
Dust shall be controlled by uniform application of sprinkled water mixture applied only when directed by the
Engineer in a manner meeting his approval and shall be equipped with adequate measuring devices for
meeting the exact amount of water discharged. The concentration of calcium chloride in the water used
shall be properly documented by ticket or other approved means. If the ratio of calcium chloride to water is
insufficient to properly control the dust, the ratio may be adjusted at the Engineer’s discretion, with no
additional compensation for the extra chloride needed.
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Method of Measurement
This work will be measured in 1,000 gallon units of applied water.
To ensure prompt response to the Resident Engineer’s request for SUPPLEMENTAL WATERING – DUST
CONTROL, the Contractor shall apply the water within 4 hours of the Engineer’s request. If the Contractor
fails to comply with the Engineer’s request, the Engineer will impose a deduction of $100 per hour
beginning 4 hours after the Engineer’s initial request. The hourly deduction shall end with the Engineer’s
acceptance of the field conditions.
Basis of Payment
This work shall be paid for at the contract unit price per UNIT for DUST CONTROL – WATERING WITH
CALCIUM CHLORIDE.
TRAFFIC CONTROL & PROTECTION
Description of Work
This work shall be done in accordance with Part IV of Illinois Department of Transportation Reprint of the
“Manual on Uniform Traffic Control Devices” published by the Federal Highway Administration, the
appropriate articles of Section 1084 of the Standard Specifications. All applicable state standards for
traffic control devices, lane closures and traffic control staging shall conform to current IDOT standards at
all times.
This item of work shall include the furnishing, installing, maintaining, relocating and removing all traffic
control devices used for the purpose of regulating, warning, or directing traffic during the construction or
maintenance of this improvement, in accordance with the appropriate highway standards, the
“Housekeeping” provision and detail and any phasing plans and/or detour routes.
The governing factor in the execution and staging of work for this project is to provide the motoring public,
residents, and business owners with the safest possible conditions along the roadway and in the
construction zone. The Contractor shall so arrange his operations as to keep the closing of any lane of the
roadway to a minimum.
All operations which require a reduction in the number of lanes of traffic shall comply with the
aforementioned standards including a flagman posted at each end of the lane closure at all times. “stop”
and “slow” paddles shall be used to control traffic. Flags will NOT be allowed as the sole means of traffic
control. Minimum lane widths shall be 10 feet. Single lane roads will not be allowed without flagmen, and
under no circumstances will a one lane condition remain overnight. Type II barricades with working steady
burn light units shall be used whenever the change in pavement height exceeds 2 inches due to any
construction activity and at all butt joints, and in conformance with the Housekeeping detail. The Engineer
reserves the right to stop any construction activity when traffic control is neglected.
Traffic control devices include signs and their supports, signals, pavement markings, barricades (with
sandbags if necessary), channelization devices, warning lights, arrow boards, flaggers, or any other device
used for the purpose of guiding traffic through or detouring around the construction zone.
The Contractor will be responsible for the proper location, installation, and arrangement of all traffic control
devices. Special attention shall be given to advance warning signs during construction operations in order
to keep lane assignment consistent with barricade placement at all times. The Contractor shall cover or
remove all traffic control devices which are inconsistent with detour or lane assignment patterns during the
transition from one construction stage to another.
The Contractor shall ensure that all traffic control devices installed by him are operational 24 hours a day,
including Sundays and Holidays.
The Contractor shall be reachable on a 24 hour a day basis to receive notification of any deficiencies
regarding traffic control and protection and shall dispatch personnel, materials, and equipment to correct
any such deficiencies. The Contractor shall respond to any call from the City concerning a request for
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improving or correcting traffic control devices and begin making the requested repairs within two hours
from the time of notification.
When traveling in lanes open to public traffic, the Contractor’s vehicles shall always move with and not
against the flow of traffic. These vehicles shall enter and leave work areas in a manner which will not be
hazardous to or interfere with traffic and shall not park or stop except within designated work areas. Those
vehicles belonging to the Contractor or his employees shall remain on City property only and shall not pull
into, park, or block any access to private property.
Any drop off greater than three inches, but less than six inches, within eight feet of the pavement edge
shall be protected by Type I or II barricades equipped with mono-directional steady burn lights at 100-foot
center to center spacing. If the drop off within eight feet of the pavement edge exceeds six inches, the
barricades mentioned above shall be placed at 50-foot center to center spacing. Barricades that must be
placed in excavated areas shall have leg extensions installed such that the top of the barricade is in
compliance with the height requirement of Standard 702001. Vertical panels or other delineating devices
may be substituted for Type I or Type II barricades with the approval of the Engineer.
Basis of Payment
This work shall be paid for at the contract unit price per lump sum for TRAFFIC CONTROL &
PROTECTION. Delays to the Contractor caused by complying with these requirements will be considered
included in the price of the pay item TRAFFIC CONTROL & PROTECTION and no additional
compensation will be allowed. Any references to “TRAFFIC CONTROL” in the plans and/or specifications
shall be inferred to reference “TRAFFIC CONTROL & PROTECTION”.
TRENCH BACKFILL
Description of Work
Trench Backfill shall be required for all sewer and water main trenches lying under existing or proposed
streets, curb & gutter, sidewalks, bike paths or driveways and in all yards and parkways. In the case of
backfill being used in the parkway and yard, backfill shall be placed and compacted to within 4” of final
grade. All material placed in such trenches shall be mechanically compacted in maximum one foot
lifts. In addition to tamping, jetting of trenches may be required at the discretion of the Engineer. A pit run
sand and/or gravel, meeting the Illinois Department of Transportation gradation FA-6 shall be used for this
item.
All trenches are to be filled with approved granular material to within 8” of finish grade or to sub-grade
elevation as determined by the engineer. The remaining 8” is to be filled with a material deemed
acceptable by the engineer, but to be removed prior to paving operations to be replaced with appropriate
patching material. The top 4 inches of this material is to be of a granular material (grade 9 or approved
substitute) that is to be placed and graded in a way as to allow for the safe travel of traffic on top of the
trench. The placement of this material is to extend the entire length of the trench and all subsequent
crossings unless otherwise directed.
Basis of Payment
Trench Backfill will not be paid for but will be considered included in the price for DUCTILE IRON WATER
MAIN, SEWER CONSTRUCTION – PIPE SEWERS, and STORM SEWERS.
FOUNDATION MATERIAL
Description of Work
Foundation Material shall be in accordance with Section 20 of the Standard Specifications for Water &
Sewer Main construction in Illinois except that the foundation material shall be CA-11, meeting the
requirements of Section 1003 of the Standard Specifications. Foundation material shall be measured for
payment as described in Section 20 of the Standard Specifications for Water & Sewer Main construction in
Illinois.
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Basis of Payment
This work will be paid at the contract unit price per cubic yard for FOUNDATION MATERIAL, which shall
include all labor, miscellaneous materials, and equipment necessary to complete this pay item.
WATER MAIN
This item includes the installation of ductile iron pipe water main and all other appurtenant items. Upon the
completion of the water main, the Contractor shall completely clean the street and intersections of all sand,
gravel, or other excess excavated material. The cost of the cleanings of the affected areas shall be
considered included in the price of the pay item DUCTILE IRON PIPE of the size specified.
Description of Work
WATER MAIN pipe shall be ductile iron cement lined pipe conforming to the latest revision of ANSI
Specifications A21 Class 52 with 150 psi working pressure or American Water Works Association (AWWA)
Specification, C150 or ASTM C296 with “push-on” type joints. All water fittings shall be mechanical joint
cast iron ANSI Specification A21.10 or compact ductile iron fittings (AWWA C-153) with 250 psi working
pressure.
Poured in place concrete thrust blocks (Class “A” Concrete) are required to brace all tees, plugs, caps and
bends of 11 ¼ degree deflection or greater. Minimum cover for all WATER MAIN, including services,
shall be 5’6” from finished grades.
Bronze Wedges for Joint-to-Joint Conductivity
Bronze wedges are to be supplied and installed as per detail from Griffin Pipe Products unless otherwise
accepted by the Engineer. The furnishing and installation of these wedges is to be included in the price of
the ductile iron water main.
Plugs
Installed piping systems shall be temporarily plugged at the end of each day’s work. Plugging shall be
adequate to prevent entry of small animals or debris into the pipe.
Basis of Payment
WATER MAIN will be paid for at the contract unit price for DUCTILE IRON PIPE of the size specified, per
lineal foot including all fitting connections, blocking, bedding, trench backfill and abandonment of the
existing WATER MAIN.
DUCTILE IRON FITTINGS
Description of Work
This item includes all fittings used during the installation of the water main. This item shall include all tees,
crosses, bends, reducers, sleeves, caps plugs and wyes. Tee fittings required for fire hydrant connections
will not be paid for with this pay item but shall be included with the price for the FIRE HYDRANT,
COMPLETE. All glands, rubber gaskets, bolts, nuts, or any other items commonly referred to as
accessories for the installation of the primary fitting shall be considered included in the price of the fitting
that is necessary for their installation (i.e. the installation of an 8” x 6” tee may require three Mega-lugs and
all the nuts, bolts, and rubbers necessary to properly install them – where only the listed poundage for the
8”x6” tee shall be paid). Only the use of Mega-lug retainer glands shall be permitted for installation of
ductile iron fittings.
Basis of Payment
Items paid for under this specifications are, DUCTILE IRON FITTINGS per pound. Only the fittings
themselves will be measured for payment based on their weight. All items deemed accessories, as
described above, shall be considered included in the price for the fitting and shall NOT be considered nor
weighed for payment. All other materials and labor, including excavation and backfill, required to complete
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the work as specified will be considered included in the price for the applicable item (i.e. valve vault, gate
valve, hydrant, water main, etc.)
POLYETHYLENE WRAP
Description of Work
Polyethylene wrap shall be installed for all buried water main piping, fittings and valves as shown on the
plans. The Engineer shall have the right to delete polyethylene wrap where conditions warrant.
Materials
Encasement of piping shall be polyethylene film in tube or sheet form and shall be in accordance with
AWWA C-105/A21.5-82 suitable for the appropriate diameter water main.
Construction Requirements
The Contractor shall follow the installation guideline as set forth with AWWA Specification C-105.
Method of Measurement
Measurement shall be for actual length of polyethylene wrap measured along the center of the water main
pipe with no deduction for fittings and/or valves.
Basis of Payment
Payment for polyethylene wrap shall be made at the contract unit price per lineal foot for POLYEHTYLENE
WRAP of the size specified. Payment shall be full compensation for all materials, labor equipment and
other appurtenant items to complete this item as specified.
VALVES AND VAULTS
Description of Work
Valve vaults shall be constructed of reinforced pre-cast concrete ring construction with tongue and groove
joints in conformance with the latest revision of ASTM designation C-478. All joints between sections and
frames shall be sealed with mastic type bituminous jointing compound. The Contractor shall remove all
excess mastic on the inside of the structure and butter joints with mortar.
Valve vaults shall have concentric cones as shown in the details. Only concrete adjustment rings will be
permitted where necessary and shall be limited to two adjustment rings totaling not more than 8” in height.
All adjustment rings and frames shall be set in a full mortar bed. Brick patchwork in vault openings shall
be thoroughly finished with mortar both inside and out.
Frames and lids shall be Neenah R-1712/390lbs/concealed pick holes, or approved equal and shall be
imprinted “WATER” and “CITY OF ELGIN”. Valves shall be non-rising stem and shall close by turning
clockwise. All valves shall conform to the latest revision of AWWA Specification C500 with a rated working
pressure of 200 psi. All gate valves shall be AMERICAN FLOW CONTROL AWWA R/W RESILIENT
WEDGE VALVES or approved equals.
Basis of Payment
Valve vaults shall be paid for at the contract unit price each for VALVE VAULT of the diameter specified,
and unit price each for NEENAH R-1712-C/390 LBS/CONCEALED PICK HOLES, which price shall include
steps and any final structure adjustments. Valves shall be paid for at the contract unit price each for GATE
VALVE or PRESSURE REDUCING VALVE, size as specified installed.
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FIRE HYDRANT, COMPLETE
Description of Work
Fire hydrants shall be a “Waterous” hydrant of the “breakaway” type conforming to AWWA C502 with 6”
inlet and auxiliary valve and two 2-1/2” nozzles with a 4-1/2” steamer, threads to be national standard.
The centerline of the steamer connection shall be set 24” above finished grades. Fire hydrants shall be
located as shown in the details or as directed by the City and shall be painted in a manner acceptable to
the City.
Basis of Payment
Fire hydrants shall be paid for at the contract unit price each for FIRE HYDRANT, complete. This work
shall include the furnishing, excavation for, backfill around, thrust block, and all labor necessary to install
the hydrant. The hydrant itself, gate valve, the length of pipe between the valve and the hydrant and any
fittings necessary including the ductile iron tee necessary to assemble and attach to water main, are to be
considered part of a FIRE HYDRANT, COMPLETE, the entire assembled unit shall be paid for on an each
basis.
FIRE HYDRANTS TO BE ADJUSTED
Description of Work
This work shall be in accordance with Section 564 of the Standard Specifications insofar as applicable and
the following provisions.
This work shall consist of adjusting fire hydrants to an elevation that will provide 24 inches between the
hose nozzles and the proposed finished elevation.
Adjustment of the hydrants will be accomplished by inserting barrel spool and stem extensions pieces into
the hydrant. Materials used for this work shall conform to AWWA Standard C-502.
If an auxiliary valve has been installed to serve the hydrant, its valve box shall be adjusted so that its cover
is flush with the proposed finished ground elevation.
The work shall be performed in a manner approved by the Engineer.
Basis of Payment
This work will be paid for at the contract unit price each for FIRE HYDRANTS TO BE ADJUSTED, which
price will be payment in full for all material, equipment, and labor required to make a completed installation
including the adjusting of the auxiliary valve box.
FIRE HYDRANTS TO BE RELOCATED
Description of Work
This work shall consist of the relocation of existing fire hydrants, as shown on the plans, along with all
associated hardware such as valves, pipe and fittings necessary to completely eliminate the conflict
between other utilities, in accordance with the appropriate sections of the Standard Specifications.
The centerline of the steamer connection shall be set 24” above finished grades.
Basis of Payment
Fire hydrants to be relocated shall be paid for at the contract unit price each for FIRE HYDRANT TO BE
RELOCATED. This work shall include the excavation for, FA-06 trench backfill around, thrust block, and
all labor necessary to relocate the hydrant. The length of pipe between the valve and the hydrant and any
fittings necessary to assemble and attach to water main, are to be considered part of a FIRE HYDRANT
TO BE RELOCATED.
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PRESSURE CONNECTION
Description of Work
Pressure connections shown in the details are to be constructed in conformance with the Standard
Specification for Water and Sewer Main Construction in Illinois, latest edition, Section 46. The tapping
fitting shall be a CLOW F-5205, “Mechanical Joint Sleeve,” or an approved equal.
Basis of Payment
Pressure connections will be paid for at the contract unit price, each, for (size as specified in the details)
PRESSURE CONNECTION which price shall include all labor, fittings and other materials necessary to
complete the connection in conformance with Section 46 above.
NON-PRESSURE CONNECTION
Description of Work
This work shall include all labor and materials necessary to connect the new water main to an existing
main. This shall involve the saw cutting and removal of pavement, excavation of all material necessary to
remove old fittings, the removal of existing connection fittings and pipe (tee, cross, sleeves, valves, valve
vaults, etc), and all backfill necessary to restore excavated area to previous grade.
Method of Measurement
Measurement for this item shall be on an EACH basis per location of connection.
Basis of Payment
This item shall be paid for per each for NON-PRESSURE CONNECTION of the size specified, which shall
include any saw cutting of pavement, pavement removal, excavations, cutting and removal of fittings and
pipe, cleaning and prepping pipe for connection, and all backfill necessary to bring hole to original grade.
All newly installed water main and fittings shall be paid for as WATER MAIN and DUCTILE IRON
FITTINGS respectively.
WATER SERVICE
Description of Work
The Contractor shall inquire from Utility Maintenance Supervisor, Colby Basham (847-931-5978), as to the
exact style, type and manufacturer of Corporation stops, ground key stops and Buffalo Boxes preferred by
the City and furnish the same. Water services shall be 1 1/2” type K copper and shall be constructed past
the sidewalk to the Right-of-Way. Type K copper pipe required past the Right-of-Way shall be included in
the cost of the irrigation system. Upon completion of water service construction, all boxes are to be
adjusted up to the existing grade and should not be located in the sidewalk.
Basis of Payment
Water services shall be paid for at the contract unit price, each, for WATER SERVICE which price shall
include the tap, 1 1/2” copper tube, couplings, corporation stop, ground key stop, buffalo box, and selected
granular backfill complete.
DISINFECTION
Description of Work
DISINFECTION shall be in accordance with the Standard Specifications for Water and Sewer main
Construction in Illinois, latest edition, and shall meet all of the requirements of the State of Illinois,
47
Environmental Protection Agency, Public Water Supplies Division. Methods of disinfection for all water
containment devices and piping shall conform to AWWA C601.
The Contractor shall submit a detailed outline of the proposed sequence of operation, the manner of filling
and flushing units, source and quality of water to be used, and disposal of wasted water. Chlorine gaswater solution or direct chlorine feed is preferred for disinfection.
The safe quality of the water supply shall be demonstrated by bacteriological analysis of samples collected
at sampling taps on at least two consecutive days following disinfection of the mains. Testing will be
performed by the City of Elgin Water Department Laboratory. Testing fees shall be waived for the first two
sets of samples. Any further testing necessary due to unsafe samples will be charged at the rate of $30
per sample. Twenty-four hour notice shall be given to the laboratory.
Basis of Payment
Disinfection will not be paid for but will be considered included in the price of the WATER MAIN
installation.
STEEL CASING PIPE
Description of Work
The Contractor shall furnish and install steel casing pipe of the diameter and minimum wall thickness
specified at the location(s) shown and in accordance with the notes and specifications on the drawings.
Steel casing pipe shall be installed by auger boring or setting in place, as specified in the drawings.
The steel shall be in accordance with ASTM A-139, Grade ‘B’, except that hydrostatic and production weld
tests are not required. Casing joints shall be welded in accordance to AWWA C-206.
The work for steel casing pipe installed by auger boring will be paid for at the contract unit price per foot for
STEEL CASING PIPE, AUGER BORING AND JACKING, of the diameter and wall thickness specified.
The cost of all equipment, excavations, dewatering, work shafts, receiving shafts, sheeting, bracing,
backfilling, grouting and all other miscellaneous work to complete the work item are considered
INCLUDED in the price for Steel Casing Pipe, Auger Boring and Jacking.
The work for steel casing pipe installed by setting in place will be paid for at the contract unit price per foot
for STEEL CASING PIPE, WATER MAIN PROTECTION, of the diameter and wall thickness specified. The
cost of all equipment, excavations, dewatering, work shafts, receiving shafts, sheeting, bracing, backfilling,
grouting and all other miscellaneous work to complete the work item are considered INCLUDED in the
price for Steel Casing Pipe, Water Main Protection.
Water main within the casing pipe shall be installed with field lok gaskets. Water main shall be centered
within the casing pipe and be supported by stainless steel casing spacers as manufactured by Cascade
Manufacturing Co. Casing spacers are considered as INCLUDED in the price of the Steel Casing Pipe.
The ends of the casing pipe shall be sealed with casing end seals as manufactured by Cascade
Manufacturing Co. Casing end seals are considered as INCLUDED in the price of the Steel Casing Pipe.
Annular spacing between casing and sewer pipe shall be backfilled with sand or approved qual.
Basis of Payment
This work for steel casing pipe installed will be paid for at the contract unit price per Foot for STEEL
CASING PIPE, AUGER BORING AND JACKING or WATER MAIN PROTECTION where applicable, of
the diameter and wall thickness specified, which price shall include all labor, material, and equipment
needed to properly install the casing pipe.
The cost of installing the water main inside the casing pipe shall be paid for at the contract unit price per
foot for WATER MAIN of the diameter and class specified. Bedding stone required to the spring line of the
water main (within the boring pit) is considered INCLUDED in the price for Steel Casing Pipe.
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EXPLORATORY TRENCH
Description of Work
This item shall consist of excavating a trench at locations as directed by the Engineer and shown on the
plans for the purpose of locating existing water services, sanitary sewer lines, or utility conflicts within the
construction limits of the proposed improvements.
Construction Requirements
The trench shall be deep enough to expose the existing utility to be located. The width of the trench shall
be sufficient to allow proper investigation to determine the depth and condition of the utility.
The Contractor shall familiarize himself with the locations of all underground utilities of facilities as outlined
in Article 107.31 of the Standard Specifications and shall save such facilities from damage.
The exploration trench shall be backfilled with trench backfill meeting the requirements of the Standard
Specifications, the cost of which shall be included in the item EXPLORATORY TRENCH.
This item shall include ALL labor and material necessary to saw cut and remove the pavement, excavate
and backfill the hole with approved backfill material, and to maintain the trench so as to be safely passable
to the motoring public.
Materials
All materials used to backfill the excavated area, top off the trench, or repair any damaged utilities shall
conform to the appropriate specifications as noted by this contract or as approved by the Engineer.
Disposal of Material & Safety
All materials resulting from this work shall be disposed of at the contractor’s expense, outside the limits of
the job, at locations acceptable to the Engineer and in accordance with Section 107.01 of the Standard
Specifications, as amended by Public Act 90-761.
Method of Measurement
This item shall be measured for payment per each location as designated by the Engineer regardless of
length of the trench or the depth necessary to obtain the required data for the existing utility. No additional
compensation will be allowed for any delays, inconvenience or damage sustained by the Contractor in
performing the work.
FIELD TILE
Description of Work
This item shall consist of rerouting any field tile encountered to the nearest storm sewer structure. A
connection to the field tile should be made where it enters the project limits at its upstream end with at
Type A inlet and a Neenah R-1712-C frame and closed lid. The tile should then be routed to the nearest
storm structure with 6” ADS N-12 pipe or an approved equal. The tile should be routed the shortest
distance possible while avoiding conflicts with other proposed or existing utilities.
Any trench backfill required for either connection or the installation of the rerouted field tile shall be
included in the cost of the pay item.
Method of Measurement
The connection to the existing file tile including the structure and lid shall be paid for at the contract unit
price per each for FIELD TILE CONNECTION WITH TY A INLET which price shall include all labor,
equipment and materials necessary to complete the work as described herein. The installation of the new
field tile shall be paid for at the contract unit price per foot for FIELD TILE 6” which price shall include all
labor, equipment and materials necessary to complete the work as described herein. The connection to
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the existing storm sewer shall be paid for at the contract unit price per each for FIELD TILE STORM
SEWER CONNECTION which price shall include all labor, equipment and materials necessary to
complete the work as described herein.
MANHOLES TO BE ABANDONED
This work shall be done in accordance with Section 502.10 of Standard Specifications.
This work shall be considered included in the cost of the project.
STORM SEWER CONSTRUCTION
Description of Work
This work shall consist of constructing storm sewer of the size and type specified and installation of catch
basins and manholes of the type and size specified, along with all excavation, backfill, service connections
and associated work, as shown on the enclosed plans. All work shall conform to Section 550 of the
Standard Specifications. Trench backfill shall be FA-06 exclusively. No alternatives will be
accepted. Material removed from the trench shall be removed from the site and shall not be used
for trench backfill regardless of it suitability.
Where storm lines pass above water main, storm pipe shall be of water quality extending 10’ minimum on
either side of crossing.
All RCP pipe to be installed with O-Ring gaskets only. RCP with O-Ring gaskets shall be considered
water quality when crossing the water main perpendicularly.
All catch basins shall have an open bottom, as shown in the detail included in the plans and/or
specifications.
Core drilling of existing storm manholes shall be included in the cost of the contract.
Manhole and Catch Basin Frames
Manhole frames shall be heavy duty 9” and lids to be self sealing with concealed pick holes. Neenah R1712/390 lbs and frame and lids are acceptable. Types other than the type specified, requires prior
approval from the Engineer before use. Lids shall be marked to identify the utility as STORM. Catch basin
Frame and Grates shall be Neenah R-3065 / 410 lbs / Open Box, frame and Type “A” Grate or Type L
Grate, as specified by the Engineer, and all catch basin frames regardless of type shall have the
environmental friendly “Fish” logo on it. All frames, grates, and lids shall be labeled “City of Elgin”.
Materials
Pipe used for the repair and installation of said storm sewers shall be in accordance with Section 1040 of
the Standard Specifications. All storm pipe and structures shall be of the size specified on the plans and
of the following type:
(a)
(b)
(c)
(d)
(e)
(f)
(g)
Ductile Iron Pipe (ANSA A21.51)
Reinforced Concrete Pipe (Type 2 Class II)
Precast Concrete Manhole, Type “A” w/Frame & Grate, Neenah R-1712-C (390 lbs)
Precast Concrete Catch Basin, 4’ Dia, Ty “A: w/Ty II Frame & Grate, Neenah R-3065 / 410 lbs
Precast Concrete Catch Basin, 4’ Dia, Ty “A: w/Ty II Frame & Grate, Neenah R-3506-A2
Precast Concrete Catch Basin, 4’ Dia, Ty “A: w/Ty II Frame & Grate, Neenah R-4349-D
Precast concrete Catch Basin, Type “C” w/Type II Frame & Grate, Neenah R-3065
Note that 16” ductile iron pipe may be substituted for 15” Reinforced Concrete Pipe.
Method of Measurement & Payment
Storm sewer construction shall be measured for payment as follows:
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(a) Storm sewer of the size specified shall be measured for payment in lineal feet at the contract unit
price for:
30” RCP Storm Sewer
24” RCP Storm Sewer
21” RCP Storm Sewer
18” RCP Storm Sewer
15” RCP Storm Sewer
12” RCP Storm Sewer
12” PVC C-900
12” Perforated ADS N-12
Where the pipe connects to a structure, the measurement shall be to the inside edge of said structure.
(b) Granular cradle will be considered INCLUDED in the cost of the contract and will not be measured
for payment.
(c) Selected trench backfill shall be INCLUDED in the cost of the contract and will not be measured
for payment.
(d) Filter fabric required along the bottom and side trench walls shall be INCLUDED in the cost of the
contract and will not be measured for payment.
(e) Pavement removal and replacement will be measured for payment in square yards at the contract
unit price for “PAVEMENT REMOVAL” or “AGGREGATE BASE COURSE”; measured for
payment in tons for “HMA BASE COURSE”, “HMA BINDER COURSE, IL-19.0, N50” or “HMA
SURFACE COURSE, MIX “D”, N50”.
(f) Combination Curb & Gutter Removal and Replacement will be measured for payment in linear feet
at the contract unit price for COMBINATION CURB AND GUTTER REMOVAL and any
replacement will be measured for payment in linear feet at the contract unit price for
COMBINATION CURB & GUTTER of the size specified.
(g) Manholes will be measured for payment on a per each basis at the contract unit price for:
Storm Manhole – 4’ Dia.
Storm Manhole – 5’ Dia.
Storm Manhole – 6’ Dia.
(h) Catch basins of the type specified will be measured for payment on a per each basis at the
contract unit price for CATCH BASIN TYPE A, of the size specified ,OPEN BOTTOM.
(i) Catch basins and inlets removed shall be measured for payment on a per each basis at the
contract unit price for CATCH BASIN REMOVAL or INLET REMOVAL.
(j) Sidewalk will be measured for payment in square feet, in accordance with the details contained
herein and paid for at the contract unit price for SIDEWALK REMOVAL AND REPLACEMENT
(SPECIAL).
(k) Frames and grates of the type specified will be measured for payment on a per each basis at the
contract unit price for FRAME AND GRATE of the type specified.
(l) Seeding will be measured for payment in acres and paid for at the contract unit rice for SEEDING,
CLASS 1A OR 4A.
These prices shall include all labor and materials necessary to complete the work.
STORM SEWER REMOVAL
Description of Work
This work shall consist of removing storm sewers as shown in the plans and in accordance with applicable
sections 502.10 of the Standard Specifications.
The length of any attached flared end sections to be removed shall be added to the length of the storm
sewer to be removed.
If any portion of the pipe is outside the limits of construction it may be abandoned at that point and the end
of the storm sewer must be plugged with brick and mortar which shall be included in the price for storm
sewer removal.
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Basis of Payment
This work shall be paid for at the contract unit price per foot for STORM SEWER REMOVAL, of the size
specified, which shall include all labor, trench backfill, and equipment necessary to completely remove the
storm sewer, block and mortar the ends of the storm sewer, and block and mortar the pipe at the
structures.
TYPE A SANITARY MANHOLE
Description of Work
All sanitary sewer manholes shall be precast reinforced concrete ASTM designation C-478 provided with
approved cast in place rubber boots (flexible manhole sleeve) having a normal wall thickness of
three/sixteenths (3/16) inches with a ribbed concrete configuration and with stainless steel binding straps
properly sized.
All sanitary sewer manholes shall be set in butyl rope joint sealant, including all component parts, bottoms,
barrels, adjusting rings and castings. The outside joints shall be provided with a four (4) inch wide strip of
butyl-resin sealant completely around each joint with vertical lap of one (1) inch and horizontal lap of six (6)
inches.
“Cretex” chimney seals or approved equal shall be installed on all manholes outside of the pavement.
Concrete collars shall be poured on all structures located in pavement.
Additional depth of the manhole will not be paid for separately and shall be included in the cost of this pay
item which shall include all material, labors, and equipment to make and install the additional depth of
manhole.
Any applicable drop manhole connections will not be paid for separately and shall be included in the cost
of this pay item which shall include all material, labors, and equipment to make and install the drop
manhole connection.
Basis of Payment
This work shall be paid for at the contract unit price per each for TYPE A SANITARY MANHOLE, of the
diameter specified, which price shall include providing and installing the manhole, and backfill material as
detailed on the plans.
SANITARY SEWER CONSTRUCTION
Description of Work
This work shall consist of constructing sanitary sewer of the size and type specified and installation of
manholes of the type and size specified, connecting to existing manholes, along with all clearing,
excavation, backfill and associated work, as shown on the enclosed plans. All work shall conform to
applicable sections of the Standard Specifications for Water & Sewer Main Construction in Illinois. Trench
backfill shall be FA-06 exclusively. No alternatives will be accepted. Material removed from the
trench shall be removed from the site and shall not be used for trench backfill regardless of its
suitability.
Where sanitary lines pass above water main, sanitary pipe shall be of water quality extending 10’ minimum
on either side of crossing.
Core drilling of existing sanitary manholes shall be included in the cost of the contract. A flexible rubber
boot shall be used at all connections and penetrations into precast sanitary sewer manholes. Connections
into existing brick manholes shall utilize brick and hydro-cement. All connections to existing manholes shall
be included in the cost of the contract.
Manhole and Catch Basin Frames
Manhole frames shall be heavy duty 9” and lids to be self sealing with concealed pick holes. Neenah R1713/390 lbs and frame and lids are acceptable. Types other than the type specified, requires prior
52
approval from the Engineer before use. Lids shall be marked to identify the utility as Sanitary and shall
have “City of Elgin” printed on them.
Materials
All sanitary pipe shall utilize elastomeric gaskets complying with F-477. All sanitary pipe and structures
shall be of the size specified on the plans and of the following type:
(a)
(b)
(c)
(d)
(e)
Ductile Iron Pipe (ANSA A21.51) (wrapped)
P.V.C. C-900 or C-905 (water main quality)
P.V.C. SDR 26 (3.5’ – 15’ of cover)
P.V.C. SDR 21 (over 15’ – 20’ cover)
P.V.C. SDR 18 (over 20’ cover)
Method of Measurement & Payment
Sanitary sewer construction shall be measured for payment as follows:
(e) Sanitary sewer of the size and type specified shall be measured for payment in lineal feet at the
contract unit price for:
Sewer Construction – Pipe Sewers, 24” C-905
Sewer Construction – Pipe Sewers, 8” SDR-26
Sewer Construction – Pipe Sewers, 24” SDR-26
Where the pipe connects to a structure, the measurement shall be to the inside edge of said structure.
All fitting necessary to install said sanitary sewer shall be included in the cost of the pipe. Non-shear or
mechanical joint gasket couplings used to connect dissimilar materials shall be included in the cost of
the pipe.
(f) FA-06 bedding material and initial backfill to one (1’) above the pipe will be considered INCLUDED
in the cost of the contract and will not be measured for payment.
(g) Selected trench backfill shall be INCLUDED in the cost of the contract and will not be measured
for payment.
(h) Frames and grates of the type specified will be measured for payment on a per each basis at the
contract unit price for NEENAH R-1712-C/390 LBS/CONCEALED PICK HOLES of the type
specified.
(i) Sanitary manholes removed shall be measured for payment on a per each basis at the contract
unit price for SANITARY MANHOLE REMOVAL.
(j) Seeding will be measured for payment in acres and paid for at the contract unit rice for SEEDING,
CLASS 1A OR 4A.
These prices shall include all labor and materials necessary to complete the work.
UTILITY STRUCTURE UNDERCUT
Description of Work
This work shall comply with the appropriate Articles of Section 207 of the Standard Specifications.
Materials
Material shall conform to the appropriate articles of Section 1004.01. Only crushed stone (CA-1) shall be
permitted.
Description of Work
This work shall consist of completely removing any unsuitable base material underneath proposed utility
structures as directed by the Engineer, and replacing it with CA-1, 100% crushed stone. The depth of
required excavation shall be determined by the engineer and may vary at each structure location. After
excavation of unsuitable material and prior to stone placement, the sub base shall be compacted by
means of a vibratory mechanism. A geotechnical fabric shall then be placed on top of the soil layer
including the vertical walls and which shall be included in the cost of this pay item. The stone is then to be
53
placed and compacted by similar means. The contractor shall not remove any more unsuitable material
than can be replaced with stone and covered during that work day.
The porous granular material shall be placed in one lift when the total thickness to be placed is two feet or
less or as directed by the Engineer. Each lift of the porous granular material shall be rolled with a vibratory
roller meeting the requirements of Article 1101.01 of the Standard Specifications to obtain the desired
keying or interlock and compaction. The Engineer will determine if adequate keying has been obtained.
Construction equipment not necessary for the placement of the replacement material will not be allowed
on the undercut areas until the placement of the recommended thickness of the porous granular material is
completed.
Disposal of Material
All material resulting from the removal of Unsuitable Materials shall be disposed of, at the Contractor’s
expense, outside the limits of the job at locations acceptable to the Engineer. In accordance with Section
107.01 of the “Standard Specifications for Road and Bridge Construction” as amended by Public Act 90761.
Basis of Payment
This work will be paid for at the contract unit price per cubic yard for UTILITY STRUCTURE UNDERCUT,
which price shall be payment in full for all work required to complete the work as described herein.
SOIL CERTIFICATION
Description of Work
The completed IEPA LPC-662 form has been provided along with all necessary attachments in the
appendix of this document.
The Contractor will be responsible for locating a receiving facility (CCDD or Soil Only) or other disposal
site for all uncontaminated material/soil. Any required paperwork, analysis, etc. required by said receiving
facility above and beyond what has been provided shall be acquired by the contractor at the contractor’s
expense.
The contractor shall provide the documentation at the engineer’s request and shall at a minimum provide
copies of said paperwork/analysis, load tickets and receiving facility or disposal site sign-offs for each load
of uncontaminated soil disposed.
CCDD Analysis
There are 3 general classifications of soil that have been identified:
1. Certified for disposal at a CCDD or Soil Only Facilities (i.e. uncontaminated)
2. Exceeds pH requirements of CCDD or Soil Only Facilities but does not exceed the maximum
allowable concentration of contaminates for CCDD or Soil Only Facilities (i.e. uncontaminated).
3. Exceeds maximum allowable concentration of contaminates for CCDD or Soil Only Facility (see
CONTAMINATED WASTE DISPOSAL)
Basis of Payment
Excavation and disposal of uncontaminated excavated material, regardless of pH value, shall be paid for
as described within the given standard specifications and special provisions of the specified pay items.
Any excavated material found to be contaminated shall be paid for as CONTAMINATED WASTE
DISPOSAL as described within the given special provisions.
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CONTAMINATED WASTE DISPOSAL
Description of Work
This work shall consist of the segregation, hauling and satisfactory disposal outside the limits of the job of
all contaminated excavated material necessary for construction of the project. All work shall be in
accordance with Section 669 of the Standard Specifications and as specified herein.
Contaminated waste shall be defined as any excavated material with contaminants exceeding levels that
prohibit disposal at a permitted CCDD or soil only receiving facility. A completed waste characterization
for said material is available upon request.
It is the contractor’s responsibility to locate a receiving facility for the contaminated material and to provide
the facility with any required paperwork and/or analysis. Any paperwork or analysis required in addition to
the available waste characterization noted above will be at the expense of the contractor. The contractor
shall provide the engineer (not limited to) copies of said paperwork/analysis, load tickets and receiving
facility sign-offs for each load of contaminated soil disposed.
Basis of Payment
The work shall be paid for at the contract unit price per cubic yard for CONTAMINATED WASTE
DISPOSAL which price shall be payment in full for all work required to complete the work as described
herein.
Excavation of excavated material shall be paid for as described within the given standard specifications
and special provisions of the specified pay items.
TELESCOPING STEEL SIGN SUPPORT
Description of Work
This work shall conform to the appropriate articles of Section 1093 of the Standard Specifications. All
proposed signs shall be installed on a standard 2” telescoping steel sign post which shall be installed to
the depth shown in the detail on the improvement plans. A 2 ¼” x 36” telescoping steel sign support base
shall be used for installation and shall be paid for separately. All sign supports and bases shall be have a
black powder coat.
Basis of Payment
This work will be paid for at the contract unit price per foot for TELESCOPING STEEL SIGN SUPPORT
and for the contract unit price per each for BASE FOR TELESCOPING STEEL SIGN SUPPORT, which
price shall include all labor, equipment and materials necessary to complete the work as described herein.
EPOXY PAVEMENT MARKING
Description of Work
Epoxy pavement marking shall be done in accordance with Sections 780, 783, and other applicable
sections of the Standard Specifications.
The Contractor shall apply a new coat of epoxy pavement markings where specified, as defined on
the pavement marking plans, unless directed otherwise by the Engineer. Pavement marking shall
commence no later than five (5) days after placement of the surface course.
All markings composed of two or more lines shall have exactly matching terminals.
Subsequent to the award of the contract the Contractor shall furnish evidence or certification, to the
satisfaction of the Engineer that the equipment used on this contract meets the requirements stated
herein. The CITY reserves the right to inspect any or all of the required equipment prior to awarding
the contract and at any time during the contract.
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The successful bidder shall provide certification that the materials furnished meet the requirements of
the specifications. Epoxy materials shall meet the requirements of Section 1095.04 of the Standard
Specifications.
The Engineer shall be permitted to sample, inspect, or test the materials of this contract at any time to
ensure conformance with the specifications.
Method of Measurement
Double yellow lines will be measured as two separate lines. Words, symbols, and median marking
conforming to the sizes and dimensions specified within this document shall be paid for based on the
total areas specified. Table 1 in Article 780.12 of the Standard Specifications shall be used for
measuring letters and symbols.
Basis of Payment
This work shall be paid for at the contract unit price per foot of applied line for EPOXY PAVEMENT
MARKING LINE of the size specified, and the contract unit price per square foot for EPOXY
PAVEMENT MARKING - LETTERS AND SYMBOLS.
LIGHTING UNIT COMPLETE, SPECIAL
Description
This work shall consist of furnishing and installing a lighting unit of the type specified on the plans. The
lighting unit shall consist of the metal foundation, light pole, davit arm, LED roadway luminaire, LED acorn
pedestrian luminaire, pedestrian luminaire mounting arm, decorative clamshell base cover, pole wiring,
fuse holders, and any hardware required.
Materials
The lighting unit materials shall be according to the plans and Articles 821.02, 830.02, and 836.02 of the
Standard Specifications as applicable.
The aluminum pole, pole base, davit arm, pedestrian luminaire mounting arm, luminaire housings, and
attachments, including all appurtenances and hardware, shall be painted black using a powder coat
process or Engineer approved equivalent. They shall be cleaned prior to the powder coat process by the
immersion process using both an alkaline and acid bath. The black finish shall be a thermosetting powder
coat. The powder resin shall be type TGIC super durable grade polyester. The aluminum shall be
preheated to a sufficient temperature, prior to the coating process, to insure all water vapor is removed in
order to fuse the powder to the metal. The pole, luminaires, and appurtenances shall be oven cured, after
spraying, for a cycle of 5 to 15 minutes at a temperature of 375 to 400 degrees Fahrenheit. The finished
coat shall have a dry coat minimum thickness of 3 mils.
Any change to the powder coat process as outlined shall be approved in writing by the Engineer prior to
application. A thorough visual inspection shall be made of the painted finish of the delivered pole,
luminaires, and appurtenances. A field touchup or recoat shall be performed by the Contractor at no
additional cost.
The polyethylene clamshell base cover shall have a black finish to match the light pole.
Installation
Installation of the lighting unit shall be in accordance with Articles 821.03, 821.04, 830.03, and 836.03 of
the Standard Specifications as applicable. The void between the base plate and the foundation shall be
enclosed with stainless steel wire mesh according to Article 733.07 of the Standard Specifications. LED
luminaires shall be installed per the manufacturer recommendations.
Method of Measurement
This work will be measured in units of each completed in place and accepted.
Basis of Payment
This work will be paid for at the contract unit price per each for LIGHTING UNIT COMPLETE, SPECIAL.
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DRILLED SOLDIER PILE RETAINING WALL
Description
This work shall consist of providing all labor, materials, and equipment necessary to fabricate and furnish
the soldier piles, create and maintain the shaft excavations, set and brace the soldier piles into position
and encase the soldier piles in concrete to the specified elevation. Also included in this work is the
backfilling of the remainder of the shaft excavation with Controlled Low-Strength Material (CLSM), and the
furnishing and installation of lagging. All work shall be according to the details shown on the plans and as
directed by the Engineer.
The remainder of the retaining wall components as shown on the plans, such as concrete facing, shear
studs, reinforcement bars, tie backs, hand rails, and various drainage items etc., are not included in this
Special Provision but are paid for as specified elsewhere in this Contract.
Materials
The materials used for the soldier piles and lagging shall satisfy the following requirements:
(a) The structural steel components for the soldier piles shall conform to the requirements of AASHTO
M270, Grade 36 (M270M Grade 250), unless otherwise designated on the plans.
(b) The soldier pile encasement concrete shall be Class DS according to Article 516.02.
(c) The Controlled Low-Strength Material (CLSM), used for backfilling shaft excavations above the soldier
pile encasement concrete and for backfilling secant lagging excavations, to the existing ground
surface, shall be according to Section 1019.
(d) Temporary casing shall be produced by electric seam, butt, or spiral welding to produce a smooth wall
surface, fabricated from steel satisfying ASTM A252 Grade 2. The minimum wall thickness shall be as
required to resist the anticipated installation and dewatering stresses, as determined by the
Contractor, but in no case less than 1/4 in. (6 mm).
(e) Drilling slurry shall consist of a polymer or mineral base material. Mineral slurry shall have both a
mineral grain size that will remain in suspension with sufficient viscosity and gel characteristics to
transport excavated material to a suitable screening system. The percentage and specific gravity of
the material used to make the suspension shall be sufficient to maintain the stability of the excavation
and to allow proper concrete placement. For polymer slurry, the calcium hardness of the mixing water
shall not exceed 100 mg/L.
(f) Timber Lagging. The minimum tabulated unit stress in bending (Fb), used for the design of the timber
lagging, shall be 1000 psi (6.9 MPa) unless otherwise specified on the plans. When treated timber
lagging is specified on the plans, the method of treatment shall be according to Article 1007.12. All
timber shall meet the inspection requirements of Article 1007.01.
(g) Precast Concrete Lagging. Precast concrete lagging shall be according to Section 504 of the
Standard Specifications, except as modified herein. Unless specified otherwise, precast concrete
lagging surfaces exposed to view in the completed wall shall be finished according to Article 503.15.
When specified on the plans, the exposed surface shall be finished with a concrete form liner
approved by the Engineer. The back face of the panel shall be roughly screeded to eliminate open
pockets of aggregate and surface distortions in excess of 1/4 in. Reinforcement for precast concrete
lagging shall be epoxy coated. Lifting inserts shall have a total minimum design capacity based on
yield strength of 4 times the dead load calculated for the width of lagging used. Fabric bearing pads,
when specified on the plans, shall meet the requirements of Section 1082. Threaded inserts, or other
accessories, cast into the precast concrete lagging shall be galvanized according to AASHTO M111 or
M232 as applicable.
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Equipment
The drilling equipment shall have adequate capacity, including power, torque and down thrust, to create a
shaft excavation of the maximum diameter specified to a depth of 20 percent beyond the depths shown on
the plans. Concrete equipment shall be according to Article 1020.03.
Construction Requirements
The shaft excavation for each soldier pile shall extend to the tip elevation indicated on the plans for soldier
piles terminating in soil or to the required embedment in rock when rock is indicated on the contract plans.
The Contractor shall satisfy the following requirements:
(a) Drilling Methods. The soldier pile installation shall be according to Articles 516.06(a),(b), or(c).
No shaft excavation shall be made adjacent to a soldier pile with encasement concrete that has a
compressive strength less than 1500 psi (10.35 MPa), nor adjacent to secant lagging until the CLSM
has reach sufficient strength to maintain its position and shape unless otherwise approved by the
Engineer. Materials removed or generated from the shaft excavations shall be disposed of by the
Contractor according to Article 202.03. Excavation by blasting will not be permitted.
(b) Drilling Slurry. During construction, the level of the slurry shall be maintained at a height sufficient to
prevent caving of the hole. In the event of a sudden or significant loss of slurry to the hole, the
construction of that shaft shall be stopped and the shaft excavation backfilled or supported by
temporary casing until a method to stop slurry loss, or an alternate construction procedure, has been
developed and approved by the Engineer.
(c) Obstructions. Obstructions shall be defined as any object (such as but not limited to, boulders, logs,
old foundations, etc.) that cannot be removed with normal earth drilling procedures, but requires
special augers, tooling, core barrels or rock augers to remove the obstruction. When obstructions are
encountered, the Contractor shall notify the Engineer and upon concurrence of the Engineer, the
Contractor shall begin working to core, break up, push aside, or remove the obstruction. Lost tools or
equipment in the excavation, as a result of the Contractor’s operation, shall not be defined as
obstructions and shall be removed at the Contractor’s expense.
(d) Top of Rock. The top of rock will be considered as the point where rock, defined as bedded deposits
and conglomerate deposits exhibiting the physical characteristics and difficulty of rock removal as
determined by the Engineer, is encountered which cannot be drilled with earth augers and/or
underreaming tools configured to be effective in the soils indicated in the contract documents, and
requires the use of special rock augers, core barrels, air tools, blasting, or other methods of hand
excavation.
(e) Design Modifications. If the top of rock elevation encountered is below that estimated on the plans,
such that the soldier pile length above rock is increased by more than 10 percent, the Engineer shall
be contacted to determine if any soldier pile design changes are required. In addition, if the type of
soil or rock encountered is not similar to that shown in the subsurface exploration data, the Engineer
shall be contacted to determine if revisions are necessary.
(f) Soldier Pile Fabrication and Placement. The soldier pile is defined as the structural steel section(s)
shown on the plans as well as any connecting plates used to join multiple sections. The types of
soldier piles shall be defined as HP, W Sections, or Built-Up Sections. Cleaning and painting of all
steel components, when specified, shall be as shown on the plans and accomplished according to
Section 506. This work will not be paid for separately, but shall be considered included in the cost of
Furnishing Soldier Piles of the type specified.
The soldier pile shall be shop fabricated such that no field welding is required. The Contractor shall
attach suitable bracing or support to maintain the position of the soldier pile within the shaft excavation
such that the final location will satisfy the Construction Tolerances portion of this Special Provision.
The bracing or supports shall remain in place until the concrete for encasement has reached a
minimum compressive strength of 1500 psi (10.35 MPa).
When embedment in rock is indicated on the plans, modification to the length of a soldier pile may be
required to satisfy the required embedment. The modification shall be made to the top of the soldier
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pile unless otherwise approved by the Engineer. When the top of rock encountered is above the
estimated elevation indicated on the plans, the soldier piles shall be cut to the required length. If the
top of rock encountered is below that estimated on the plans, the Contractor shall either furnish longer
soldier piles or splice on additional length of soldier pile per Article 512.05(a) to satisfy the required
embedment in rock. In order to avoid delays, the Contractor may have additional soldier pile sections
fabricated as necessary to make the required adjustments. Additional soldier pile quantities, above
those shown on the plans, shall not be furnished without prior written approval by the Engineer.
(g) Concrete Placement. Concrete work shall be performed according to Article 516.12 and as specified
herein.
The soldier pile encasement concrete pour shall be made in a continuous manner from the bottom of
the shaft excavation to the elevation indicated on the plans. Concrete shall be placed as soon as
possible after the excavation is completed and the soldier pile is secured in the proper position.
Uneven levels of concrete placed in front, behind, and on the sides of the soldier pile shall be
minimized to avoid soldier pile movement, and to ensure complete encasement.
Following the soldier pile encasement concrete pour, the remaining portion of the shaft excavation
shall be backfilled with CLSM according to Section 593. CLSM Secant lagging placement shall be
placed as soon as practical after the shaft excavation is cleared.
(h) Construction Tolerances. The soldier piles shall be installed within the excavation to satisfy the
following tolerances:
(1) The center of the soldier pile shall be within 2 in. (50 mm) of plan location in any direction at the
top of the pile.
(2) The out of vertical plumbness of the soldier pile shall not exceed 1/8 in./ft. (10 mm/m)
(3) The top of the soldier pile shall be within 2 in. (50 mm) of the plan elevation.
(i) Timber Lagging. Timber lagging, when required by the plans, installed below the original ground surface,
shall be placed from the top down as the excavation proceeds. Lagging shown above grade shall be
installed and backfilled against prior to installing any permanent facing to minimize post construction
deflections. Over-excavation required to place the timber lagging behind the flanges of the soldier piles
shall be the minimum necessary to install the lagging. Any voids produced behind the lagging shall be
filled with porous granular embankment at the Contractors expense. When the plans require the
Contractor to design the timber lagging, the design shall be based on established practices published in
FHWA or AASHTO documents considering lateral earth pressure, construction loading, traffic surcharges
and the lagging span length(s). The nominal thickness of the lagging selected shall not be less than 3 in.
(75 mm) and shall satisfy the minimum tabulated unit stress in bending (Fb) stated elsewhere in this
Special Provision. The Contractor shall be responsible for the successful performance of the lagging
system until the concrete facing is installed. When the nominal timber lagging thickness(s) and allowable
stress are specified on the plans, the timber shall be according to Article 1007.03.
(j) Precast Concrete Lagging. Precast concrete lagging, when required by the plans, installed below the
original ground surface, shall be placed from the top down as the excavation proceeds. Lagging
shown above grade shall be installed and backfilled against prior to installing any permanent facing to
minimize post construction deflections. Over-excavation required to place the precast lagging behind
the flanges of the soldier piles shall be the minimum necessary to install the lagging. Any voids
produced behind the lagging shall be filled with porous granular embankment at the Contractor’s
expense. When the plans require the Contractor to design the precast concrete lagging, the design
shall be based on established practices published in FHWA or AASHTO documents considering lateral
earth pressure, construction loading, traffic surcharges and the lagging span length(s). The Contractor
shall be responsible for the successful performance of the lagging system until the permanent
concrete facing, when specified on the plans, is installed.
The precast concrete lagging shall be reinforced with a minimum of 0.31 square inches/foot (655 Sq.
mm/meter) of horizontal and vertical reinforcement per unit width of lagging with a minimum thickness
of 3 in. (75 mm).
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When precast concrete lagging is exposed to view in the completed wall, shop drawings for the
lagging shall be submitted according to Article 1042.03(b) and Article 105.04 of the Standard
Specifications. The supplier selected by the Contractor shall submit complete design calculations and
shop drawings, prepared and sealed by an Illinois Licensed Structural Engineer, for approval by the
Engineer.
(k) Structure Excavation. When structure excavation is necessary to place a concrete facing, it shall be
made and paid for according to Section 502 except that the horizontal limits for structure excavation
shall be from the face of the soldier pile to a vertical plane 2 ft. (600 mm) from the finished face of the
wall. The depth shall be from the top of the original ground surface to the bottom of the concrete
facing. The additional excavation necessary to place the lagging whether through soil or CLSM shall
be included in this work.
(l) Geocomposite Wall Drain. When required by the plans, the geocomposite wall drain shall be installed
and paid for according to Section 591 except that, in the case where a concrete facing is specified on
the plans, the wall drain shall be installed on the concrete facing side of the lagging with the pervious
(fabric) side of the drain installed to face the lagging. When a concrete facing is not specified on the
plans, the pervious (fabric) side of the drain shall be installed to face the soil. In this case, the drain
shall be installed in stages as the lagging is installed. The wall drain shall be placed in sections and
spliced, or kept on a continuous roll, so that as each piece of lagging is placed, the drain can be
properly located as the excavation proceeds.
Method of Measurement
The furnishing of soldier piles will be measured for payment in feet (meters) along the centerline of the
soldier pile for each of the types specified. The length shall be determined as the difference between the
plan top of soldier pile and the final as built shaft excavation bottom.
The drilling and setting of soldier piles in soil and rock, will be measured for payment and the volumes
computed in cubic feet (cubic meters) for the shaft excavation required to set the soldier piles according to
the plans and specifications, and accepted by the Engineer. These volumes shall be the theoretical
volumes computed using the diameter(s) of the shaft(s) shown in the plans and the depth of the
excavation in soil and/or rock as appropriate. The depth in soil will be defined as the difference in
elevation between the ground surface at the time of concrete placement and the bottom of the shaft
excavation or the top of rock (when present), whichever is encountered first. The depth in rock will be
defined as the difference in elevation between the measured top of rock and the bottom of the shaft
excavation.
Drilling and placing CLSM secant lagging shall be measured for payment in cubic feet (cubic meters) of
the shaft excavation required to install the secant lagging as shown in the plans. This volume shall be the
theoretical volume computed using the diameter(s) shown on the plans and the difference in elevation
between the as built shaft excavation bottom and the ground surface at the time of the CLSM placement.
Timber and precast concrete lagging shall be measured for payment in square feet (square meters) of
lagging installed to the limits as shown on the plans. The quantity shall be calculated using the minimum
lagging length required on the plans multiplied by the as-installed height of lagging, for each bay of lagging
spanning between the soldier piles.
Basis of Payment
The furnishing of soldier piles will be paid for at the contract unit price per foot (meter) for FURNISHING
SOLDIER PILES, of the type specified, for the total number of feet (meters) furnished to the job site. The
cost of any field splices required due to changes in top of rock elevation shall be paid for according to
Article 109.04.
The drilling and setting of soldier piles will be paid for at the contract unit price per cubic foot (cubic meter)
for DRILLING AND SETTING SOLDIER PILES (IN SOIL). The required shaft excavation, soldier pile
encasement concrete and any CLSM backfill required around each soldier pile will not be paid for
separately but shall be included in this item.
Timber lagging will be paid for at the contract unit price per square foot (square meter) for UNTREATED
TIMBER LAGGING as detailed on the plans.
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Obstruction mitigation shall be paid for according to Article 109.04.
No additional compensation, other than noted above, will be allowed for removing and disposing of
excavated materials, for furnishing and placing concrete, CLSM, bracing, lining, temporary casings placed
and removed or left in place, or for any excavation made or concrete placed outside of the plan
diameter(s) of the shaft(s) specified.
FLOW DIVERSION (CULVERT)
Description
The work included herein consists of furnishing all labor, material, and equipment and performing all
operations required for designing, furnishing, installing, testing, operating, maintaining, and removing a
system or systems to dewater the excavation(s) and to retain the excavation slopes, as determined by the
Contractor for construction of the various structures and facilities.
For the purpose of this item, the following definitions shall apply:
1.
Flow diversion is defined as the lowering of the groundwater below the slopes and bottom of the
excavation to ensure dry, firm working conditions and the reduction to safe levels of any hydrostatic
uplift pressures in any confined foundation strata and/or aquifers, which is necessary to ensure the
stability and integrity of the foundation of the poured in place headwall, end sections, and
continuously poured wing walls.
2.
Flow diversion system is defined as the machinery, equipment, and appurtenances necessary for
and related to the accomplishment of flow diversion, and the collection and disposal of all surface
water within the protected area.
3.
Retention system is defined as cofferdams, steel sheet piles, ring beams, and/or other methods of
stabilizing the excavation slopes for construction of the various facilities.
Quality Assurance
The design of the retention and flow diversion system(s) and supervision of their installation, supervision of
construction operations associated with excavation, installation, and operation of the flow diversion
system(s) shall be made by a specialist(s) in this type of work. If the Contractor elects to perform the
above work with his own forces, he shall have specialists on his staff, or he shall engage a well-qualified
and experienced engineer(s) to design, manage, and monitor the installation of the support and flow
diversion systems.
Once installed and tested, the Contractor shall establish and maintain quality control for all flow diversion
operations to assure compliance with contract requirements and maintain records of his quality control for
all construction operations including but not limited to the following:
1.
Fabrication and workmanship
2.
Installation, operation, and removal
Submittals
Drawings and complete design data showing proposed methods and equipment to be utilized in flow
diversion, retention of excavation slopes, and in maintaining the excavation in a dewatered condition shall
be submitted to the Engineer for review within twenty (20) calendar days after receipt of notice to proceed
or thirty (30) days minimum prior to installation. The flow diversion specialist shall submit the names and
experience records of those employees in responsible charge for the design, installation, and operation of
the flow diversion systems. The data to be submitted shall include but not necessarily be limited to the
following:
1.
Drawings indicating the location and size of all prime movers, wells, well points, piezometers, and
discharge lines.
2.
Capacities of pumps, prime movers, and standby equipment.
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3.
Design calculations proving adequacy of system and selected equipment.
4.
Detailed description of flow diversion procedure, maintenance, and plan for monitoring operation of
the systems.
5.
All submittals shall be sealed by an Illinois licensed Structural Professional Engineer.
The plan for excavation shall be reviewed concurrently with the flow diversion submittal.
The Engineer’s review and comment on the as-submitted plan or revised plan shall not be interpreted as
the Owner or the Engineer accepting responsibility for the performance of the flow diversion system and
shall not relieve the Contractor of full responsibility for the proper design, installation, maintenance,
operation, and actual performance of both the individual system components and the entire system.
If, during the progress of the work the installed flow diversion system proves inadequate to meet the
requirements specified, the Contractor shall, at his expense, furnish, install, and operate such additional
flow diversion facilities and/or make such changes, either in features of the system or the plan of
operation, as may be necessary to perform the required flow diversion in a satisfactory manner. Such
changes and additions shall be submitted in writing to the Engineer prior to being made.
The Contractor shall design, furnish, install, operate, and maintain such facilities necessary to accomplish
the following:
1.
Protect excavation walls and/or side slopes as well as existing and new construction adjacent to
excavation areas.
2.
Collect and dispose of all surface water in the protected area, regardless of source.
3.
Control and dispose of all surface water around the periphery of the excavation areas to prevent
such water from entering the excavation.
4.
Lower and maintain the water table at least 2 feet below the bottom of the excavation and at least 2
feet below side slopes.
5.
Install and monitor construction piezometers, as required.
The design, installation, construction sequence, and operation of different items of work shall be such that
there shall be no loss of ground from the bottom of excavations or around the areas of construction. The
excavations shall remain dewatered as specified until backfilled to the original surface, and there shall be
no delays in construction operations because of deficiencies in either the support or flow diversion
systems.
Tests
The Contractor shall perform necessary tests and/or analyses of the groundwater quality and soil
environment at the site to satisfy himself that materials used in his system shall not corrode or otherwise
deteriorate to such an extent that the system shall not perform satisfactorily during the life of the contract,
and that adequate preventative and/or maintenance procedures are incorporated in his flow diversion
system design to prevent the clogging of the system due to the buildup of incrustation resulting from the
deposition of dissolved minerals in the groundwater and slime-forming organisms or from freezing during
extended periods of sub-freezing temperatures.
The Contractor shall list in his submittal the name(s) of his specialists or of the subcontractor(s) and/or
engineer(s) he shall engage to design and supervise the flow diversion systems.
Flow Diversion Requirements
The flow diversion/support/cofferdam system shall be of a type and capacity to accomplish all
requirements specified herein.
1.
The flow diversion systems shall be of a design and capacity that shall lower and maintain the
groundwater level a minimum of 2 feet below the bottom of the excavations and 1 foot below the
bottom of partially completed work at all times and prevent any seepage into the excavations. The
flow diversion systems shall have sufficient reserve (standby) capacity to lower the groundwater
level an additional 1 to 2 feet for short periods of time as may be required by the Contractor.
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2.
3.
The water level shall be maintained continuously at or below the elevations specified above so that
construction operations can be performed without interruption due to wet conditions.
No upward, vertical, or lateral flow of groundwater into the work area shall be permitted at any time.
The flow diversion system shall be designed, constructed, and operated at all times so as to prevent
movement and/or piping of the foundation, excavation slopes, and fill materials. The system shall be
operated as necessary during flow diversion so as to maintain piezometric levels within the
dewatered area at or beneath specified elevations of the water level in the excavation.
4.
The flow diversion systems shall consist of wells, wellpoints, pumps, sump pumps, ditches, and
necessary appurtenances capable of intercepting seepage before it exits on any interior surface or
excavation face and of providing control of interior (excavation) surface water. The system shall be
operated as required in paragraph 2 above to prevent damage to the work. Protection of all slopes
shall be required to prevent erosion under normal surface runoff and construction conditions.
5.
The Contractor shall have the option of using either vacuum pumps, submersible pumps, extendedshaft pumps, or engine-driven pumps for flow diversion at each site. Site is defined as each
individual retention/cofferdam/flow diversion system required in the various areas of the facility for
construction of items described herein.
Cost for distributing power for the flow diversion system is the Contractor’s responsibility. The Contractor
shall furnish diesel- or gasoline-fueled portable electric generators for standby power for all pumps in
service at each site.
Damage Restitution
The Contractor shall be responsible for and shall repair, without cost to the Owner, any damages to work
in place, existing structures, and excavation, including damage to the bottom of the excavation, including
removal of material and pumping out of the excavated area, that may result from his negligence,
inadequate or improper design, and operation of the flow diversion system, any mechanical or electrical
failure of the flow diversion system.
Operation
The Contractor shall be required to perform such flow diversion and to maintain the work areas in a dry
condition as long as is necessary for the work to be completed under this contract. Once an area is
dewatered, it shall be maintained in a dewatered condition until all work in that area is completed.
Subsequent to completion and acceptance of all work in connection with the installation of the flow
diversion/support/cofferdam systems and initial flow diversion, the Contractor shall maintain the
excavations in a dewatered condition at the specified elevations until such time that a written directive to
cease pumping operations has been received from the Engineer.
Control of Water
The Contractor shall control all water by acceptable means, regardless of source. The site shall be graded
such that all surface drainage shall be away from excavation areas. Discharge from wellpoints or flow
diversion wells shall be collected in a header pipe system and discharged at approved locations so as not
to damage existing facilities or new construction. The Contractor shall be fully responsible for disposal of
the water and shall provide all necessary means to accomplish this at no additional cost to the Owner.
Maintenance and Service
The Contractor shall be responsible for the maintenance, service, and repairs of the entire flow diversion
system and appurtenances during the life of the contract, including replacement of any and all wells,
wellpoints, or piezometers found performing unsatisfactorily.
Flow diversion by whatever means shall be a continuous operation, and interruptions due to outages
below-freezing temperatures, or any other reason shall not be permitted.
Discontinuing Operation of Flow Diversion Systems
The Contractor shall maintain the flow diversion system in each area in operation until written approval of
discontinuing operation has been obtained from the Engineer.
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Systems Removal
Upon receipt of written directive to cease flow diversion operations from the Engineer, the Contractor shall
remove all flow diversion equipment and support systems/cofferdams, including related electrical system.
Method of Measurement/Basis of Payment
Flow diversion shall be measured and paid for at the contract lump-sum price for FLOW DIVERSION
(CULVERT).
This price shall be full compensation for furnishing all labor, material, and equipment and performing all
operations required for designing, furnishing, installing, testing, operating, maintaining, and removing a
system or systems to dewater the excavation(s) associated with the creek and to retain the excavation
slopes as required for removal of the existing structure and the installation of the proposed structure
throughout all stages of construction.
UNDERWATER STRUCTURE EXCAVATION PROTECTION
Description
This work shall include all labor, materials, and equipment necessary for the isolation and protection of any
excavations from flowing water which may be needed for construction at the locations shown on the plans
and as required by the specifications. Other than to install and remove the excavation protection, no work
shall be performed in flowing water. The protection may consist of diverting the water for the excavation
by the uses of timbers, sheet piling, non-erodible barrier material, or other structural elements adequate to
protect and support the excavation. The protection need not be watertight. All concrete placement below
the water line shall be tremied underwater into forms according to Article 503.08 of the Standard
Specifications. Tremied concrete shall be placed to an elevation 1 foot (300 mm) above the water level at
the time of construction.
The Contractor’s plan for the subject protection shall address the proposed construction sequence,
including water diversion methods, erosion and sediment control measures, sediment traps, disposal of
excavated material, effluent water, along with best-management practices to prevent reintroduction of
excavated material into flowing water, etc. The plan shall be approved by the Engineer before excavation
protection and construction may begin. Any system selected by the Contractor in which safe design and
construction requires that loads and stresses be computed and the size and strength of parts determined
by mathematical calculations based upon scientific principles and engineering data shall be prepared and
sealed by an Illinois Licensed Structural Engineer. When the excavation protection is no longer required, it
shall be removed according to the Contractor’s plan, unless otherwise specified by the Engineer. All
materials removed will become the property of the Contractor.
Basis of Payment
Excavation protection for structures will be paid for at the contract unit price each for UNDERWATER
STRUCTURE EXCAVATION PROTECTION at the locations specified.
ORNAMENTAL METAL FENCE
Description
This work shall consist of furnishing and installing an ornamental picket fence as described herein and as
shown in the detail in the plans.
Submittals
The following shall be submitted for review and approval prior to ordering the materials:
1.
Shop Drawings. Layout of fence with dimensions, details, and finishes of components, accessories,
and post foundations.
2.
Product Data. Manufacturer’s catalog cuts indicating material compliance and specified options.
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3.
Warranty. Manufacturer’s standard limited warranty that its ornamental fence system is free from
defects in material and workmanship including cracking, peeling, blistering, and corroding for a
period of 15 years from the date of purchase.
Materials
The materials shall meet the following:
1.
Pickets. Galvanized square steel tubular members manufactured per ASTM A-924/A-924M, having
a 45,000 psi yield strength and hot-dip galvanized per ASTM A653/A653M with a G90 zinc coating,
0.90 oz/ft2. Picket size 3/4”. Pickets are spaced 3 15/16” maximum face to face. Pickets are
attached to rails at the factory using industrial drive rivets. The pickets shall terminate inside the top
rail.
2.
Rails. 1 1/2” x 1 3/8 x 1 1/2”, 11 gauge, 0.120”-thick galvanized steel “U” channel per ASTM
A-653/A-653M, having a 50,000 psi yield strength and G90 zinc coating, 0.90 oz/fl2.
3.
Posts. Galvanized square steel tubular members manufactured per ASTM A-653/A-653M having a
45,000 psi yield strength and G90 zinc coating, 0.90 oz/fl2. Posts are coated with zinc on the inside
and outside. (Posts that are zinc-coated on the outside and painted on the inside are
unacceptable.)
Minimum post size 2 1/2”, having 14-gauge wall thickness (0.080”).
4.
Rail Brackets. Rail brackets shall be die cast of zinc (ZAMAK #3 alloy or equivalent) per ASTM B8683Z 33521. Ball and socket design capable of 30° swivel (up/down – left/right). Bracket to fully
encapsulate panel rail ends for complete security (no substitution).
5.
Industrial Drive Rivets. Of sufficient length to attach factory-assembled panel rail ends to brackets
in a secure, non-rattling position. Rivet to have a minimum of 1100 lbs. (4894 N) holding power and
a shear strength of 1500 lbs. (6674 N)
6.
Post Caps. Formed steel, cast of malleable iron or aluminum alloy, and weather-tight closure cap.
Provide one flat style post cap for each post.
7.
Finish. All pickets, channels, posts, fittings, and accessories shall be polyester-coated individually
after drilling and layout to ensure maximum corrosion protection. All components shall be power
washed to assure complete adhesion of the finish coat. All metal shall be given a polyester resinbased powder coating applied by an electrostatic spray to a thickness of 2.5 mils and then baked for
20 minutes at 450° F metal temperature. Color shall be black.
8.
Concrete. Concrete for footings shall be Class SI.
Installation
The fence shall be installed in accordance with the following:
1.
Install fence in accordance with manufacturer’s instructions.
2.
Space posts uniformly at 7’-8 3/4” maximum face to face, unless otherwise indicated.
3.
Concrete Set Posts. Drill hole in firm, undisturbed, or compacted soil. Holes shall have a diameter
of at least 10 inches and depths approximately 6” deeper than post bottom. Excavate deeper as
required for adequate support in soft and loose soils and for posts with heavy lateral loads. Set post
bottom 36” below surface when in firm, undisturbed soil. Place concrete around post in a continuous
pour. Trowel finish around posts and slope to direct water away from posts.
4.
Check each post for vertical and top alignment, and maintain in position during placement and finish
operation.
5.
Align fence panels between posts. Firmly attach rail brackets to posts with 1/4” bolt and lock nut,
ensuring panels and posts remain plumb.
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6.
Install post caps and other accessories to complete fence.
Method of Measurement
Ornamental metal fence will be measured for payment in feet along the top of the fence from center to
center of end posts.
Basis of Payment
This work will be paid for at the contract unit price per foot for ORNAMENTAL METAL FENCE.
ARCHITECTURAL FORM LINER
Description
This work shall consist of the construction of a textured formed concrete surface using form liners to
produce a vertical fluted rib pattern.
Form liners shall be used for the textured concrete surfaces specified on the plans and shall be installed in
conformance with the manufacturer’s recommendations, unless other methods of forming textured
concrete surfaces are approved by the Engineer. Form liners shall be in conformance with this special
provision as well as Section 503.06 (a) of the Standard Specifications. Form liners shall be manufactured
from an elastomeric material or a semi-elastomeric polyurethane material by a manufacturer of
commercially-available concrete form liners. No substitution of other types of form liner material will be
allowed. Form liners shall leave crisp, sharp definition of the architectural surface.
Cuts and tears in the form liner shall be sealed and repaired in conformance with the manufacturer’s
recommendations. Form liners that are delaminated from the form liner shall not be used. Form liners
with deformations to the manufactured surface caused by improper storage practices or any other reason
shall not be used. Clean forms and make free of buildup prior to each pour. Molds shall not compress
more than 1/4” when concrete is poured at the rate of 10 vertical feet per hour.
Form liners shall extend the full length of texturing with horizontal joints at 10-foot minimum spacing.
Small pieces of form liners shall not be used. Grooves shall be aligned straight and true. Grooves shall
match at joints between form liners. Joints in the direction of grooves in grooved patterns shall be located
only in the depressed portion of the textured concrete. Adjoining form liners shall be butted together
without distortion, open cracks, or offsets at the joints. Joints between liners shall be cleaned before each
use to remove any mortar in the joint.
The form liner pattern shall be a Fluted Rib, 3/4-inch depth, 2 inches on center, such as Fitzgerald
Formliners pattern 14304, Symons 70321, 70261, or 70281.
Adhesives shall be compatible with the form liner material and with concrete. Adhesives shall be approved
by the form liner manufacturer. Adhesives shall not cause swelling of the form liner material.
Form ties shall be made of either metal or fiberglass. Using metal ties which result in a portion of the tie
permanently embedded in the concrete shall be designed to separate at least 1” back from the finished
surface, leaving only a neat hole that can be plugged with patching material. The Contractor shall submit
the type of form ties to the Engineer for approval prior to use in this work. Place form ties at the thinnest
points of the molds. Neatly patch the remaining hole after disengaging the protruding portion of the tie so
that it will not be visible.
Releasing Form Liners
Products and application procedures for form liner release agents shall be approved by the form liner
manufacturer. Release agents shall not cause swelling of the form liner material or delamination of the
form liner. Release agents shall not stain the concrete or react with the form liner material. The release
agent shall coat the form liner with a thin film. Following application of the release agent, the form liner
surface shall be cleaned of excess amounts of the release agent using compressed air. Buildup of the
release agent caused by reuse of a form liner shall be removed at least every 5 uses.
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Form liners shall release without leaving particles or pieces of form liner material on concrete and without
pulling or breaking concrete from the textured surface. The concrete and textured surfaces exposed by
removing form liners shall be protected from damage. Form stripping and related construction shall avoid
creating defects in the concrete.
All concrete shall be cured in conformance with the Standard Specifications.
Submittals
Within 30 days of receiving the general contract, the Contractor shall submit to the Engineer for approval
the following:
1.
Catalog cuts of the proposed liner, including bonding and release agents.
2.
One 10” x 10” liner sample.
3.
Verification Sample Panel. Submit a 2’ x 2’ sample of the simulated stone masonry finish which
demonstrates the finish and texture specified.
4.
Thirty days prior to starting construction of any form-lined surface provide a mock-up to remain on
the site as a basis for comparison of the work constructed on the project. Duplicate in form and
appearance (texture and joint dimension) all work constructed on the project, matching the sample
panel. Remove any sample rejected by the Engineer from the project and submit a new sample at
no additional expense to the City. The mock-up shall be 4’ x 10’ x 6”.
Shop drawing plan, elevation, and details to show overall pattern, joint locations, form tie locations and
end, edge, as well as other special conditions.
Quality Assurance
Manufacturer of the form liner shall have a minimum of five years of experience.
The Contractor shall schedule a pre-installation meeting with a manufacturer representative to assure
understanding of form liner requirements for the construction mock-up and to coordinate the work.
Contractor installing formed concrete construction is required to have five years of experience pouring
vertically-formed architectural concrete.
Method of Measurement
This work will be measured for payment in place and the area computed in square feet. Measurement will
include all costs associated with providing the aesthetic treatment on the walls and headwalls including the
furnishing, installing, stripping, and reusing the form liner.
Basis of Payment
The work will be paid for at the contract unit price per square foot for ARCHITECTURAL FORM LINER.
ANTI-GRAFFITI COATING
Description
This work shall consist of the furnishing and application of an anti-graffiti coating to exposed concrete
surfaces as shown on the plans and as directed by the Engineer.
General Requirements
The anti-graffiti protection system shall consist of a permanent, non-sacrificial and color stable coating with
minimal gloss and discoloration after drying of the surface to which it is applied. The coating shall also be
UV, stain, chemical and abrasion resistant. Removal of graffiti from the protected surfaces shall be
accomplished by applying a separate removal agent as recommended by the manufacturer of the
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permanent coating. The removal agent shall have the capability of completely removing all types of paints
and stains. After graffiti removal there shall be no damage to the anti-graffiti coating or the surface to which
it is applied. Additionally there shall be no evidence of ghosting, shadowing, or staining of the protected
surface. Materials shall be compliant with all applicable VOC content regulations.
Qualifications
The anti-graffiti protection system shall be a product that has been commercially available for a period of at
least five (5) years. Samples of the proposed material shall be supplied to the Engineer for testing. The
Contractor shall apply the material to a test patch following the manufacturer’s recommendation. After the
manufacturer’s recommended curing period, the Engineer will apply various types of graffiti materials to
the coating. After three (3) days the removal agent shall be used to remove the graffiti. If after graffiti
removal the anti-graffiti coating is clean and undamaged, with no evidence of ghosting, shadowing or
staining, then the anti-graffiti coating is approved for use.
Surface Preparation
Prior to application of the anti-graffiti coating, all designated surfaces shall be cleaned of all loose debris,
previous coatings and all foreign matter by a method as recommended by the coating manufacturer and
approved by the Engineer. All surfaces shall be thoroughly clean, dry and free of dust that might prevent
penetration of the coating. New concrete should be thoroughly cured before application of the coating.
Concrete surfaces shall be properly sealed according to the manufacturer’s recommendations so the
application of the system does not produce any noticeable long-term change in the color of the surfaces
being treated. A technical representative of the manufacturer shall be present to approve surface
preparation and application of the anti-graffiti protection system.
Weather Conditions
Coatings shall not be applied in the rain, snow, fog or mist, nor shall they be applied if these conditions are
expected within twelve (12) hours of application. Coatings shall not be applied when the surface or air
temperature is less than 40° F nor greater than 90° F, or is expected to exceed these temperatures within
twelve (12) hours of application.
Application
The manufacturer’s product data sheets and application guides shall be submitted to the Engineer prior to
coating application. All information contained in the data sheets and application guides shall be strictly
followed. All coatings shall be applied in the presence of the Engineer. The wet film thickness will be
measured by the Engineer and shall be according to the manufacturer’s recommendation. Application of
the clear protective coating shall take place after the application and curing of the concrete as appropriate
for the surface to be treated.
In a contrasting color of the same anti-graffiti system, the name of the system used and the date of
application shall be stenciled in letters not to exceed 2 inches high. The location of the stencil shall be near
one end of the work at the bottom of the surface to be protected. For projects greater than 3,000 sq. ft., the
stencil shall be periodically repeated once for every 3,000 sq. ft. near the bottom at the locations
designated by the Engineer.
Cleaning Agent
The Contractor shall supply the Engineer with an initial quantity of the appropriate removal agent for the
anti-graffiti protection system and written instructions for its use, as recommended by the manufacturer for
graffiti removal. The amount shall be furnished at the rate of one (1) gallon per 700 sq. ft. of treated
surface area.
Method of Measurement
This work will be measured in place per square feet of surface area upon which the anti-graffiti protection
system has been applied and accepted by the Engineer. No surface area will be measured for payment for
areas below final grade.
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Basis of Payment
This work will be paid for at the contract unit price per square feet for ANTI-GRAFFITI COATING which
price shall be payment in full for the cleaning of designated surfaces, the application of the anti-graffiti
coating, supplying the manufacturer’s technical representative, supplying the initial quantity of removal
agent, and all costs associated with product testing.
PIPE UNDERDRAINS FOR STRUCTURES
Description of Work
This work shall consist of furnishing and installing a pipe underdrain system as shown on the plans, as
specified herein, and as directed by the Engineer.
Materials
Materials shall meet the requirements as set forth below:
The perforated pipe underdrain shall be according to Article 601.02 of the Standard Specifications. Outlet
pipes or pipes connecting to a separate storm sewer system shall not be perforated.
The drainage aggregate shall be a combination of one or more of the following gradations, FA1, FA2, CA5,
CA7, CA8, CA11, or CA13 thru 16, according to Sections 1003 and 1004 of the Standard Specifications.
The fabric surrounding the drainage aggregate shall be Geotechnical Fabric for French Drains according
to Article 1080.05 of the Standard Specifications.
Construction Requirements
All work shall be according to the applicable requirements of Section 601 of the Standard Specifications
except as modified below.
The pipe underdrains shall consist of a perforated pipe drain situated at the bottom of an area of drainage
aggregate wrapped completely in geotechnical fabric and shall be installed to the lines and gradients as
shown on the plans.
Basis of Payment
This work will not be measured for payment but shall be considered included in the cost for Concrete Box
Culvert. Furnishing and installation of the drainage aggregate, geotechnical fabric, forming holes in
structural elements and any excavation required, will not be paid for separately, but shall be included in the
cost for Concrete Box Culvert.
WEEP HOLE DRAINS FOR ABUTMENTS, WING WALLS, RETAINING WALLS AND
CULVERTS
Delete the last paragraphs of Articles 205.05 and 502.10 and replace with the following.
“If a geocomposite wall drain according to Section 591 is not specified, a prefabricated geocomposite strip
drain according to Section 1040.07 shall be placed at the back of each drain hole. The strip drain shall be
24 inches (600 mm) wide and 48 inches (1.220 m) tall. The strip drain shall be centered over the drain
hole with the bottom located 12 inches (300 mm) below the bottom of the drain hole. All form boards or
other obstructions shall be removed from the drain holes before placing any geocomposite strip drain.”
Revise the last sentence of the first paragraph of Article 503.11 to read as follows.
“Drain holes shall be covered to prevent the leakage of backfill material according to Article 502.10.”
Revise the title of Article 1040.07 to Geocomposite Wall Drains and Strip Drains.
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IRRIGATION SYSTEM
Description of Work
This work shall be in accordance with the details in the plans and the following:
Materials
The materials used for the irrigation system shall be as specified in the plans. Any substitutions or
changes to the plan shall be approved in writing by the CITY.
Construction Requirements
This work shall be done in accordance with the manufacturer’s recommendations and the information
included on the plans. Connection to the water service installed to the right-of-way and installation of
the electric service required for the irrigation system shall be included in the lump sum price for the
irrigation system.
Method of Measurement
This work will be measured for payment on a lump-sum basis for all work shown on the plans.
Basis of Payment
This work will be paid for at the contract unit price per lump sum for IRRIGATION SYSTEM, which
shall be payment in full for all materials, labor, and equipment necessary to provide a complete
installation.
NICOR GAS INSURANCE REQUIREMENTS
Unless otherwise agreed to in writing, Grantee will, at its own expense, carry and maintain during this
Agreement the insurance coverage (with companies satisfactory to Grantor in amounts no less than what
is specified below. All insurance policies or bonds required by this Agreement will be issued by insurance
companies licensed to do business within the state of Illinois and any other state in which the Services are
to be performed with an A.M. Best Rating of not less than "A- VII." Grantee is also responsible for
ensuring that its subcontractors comply with the insurance requirements of this Section.
Grantee agrees to waive, and will require its insurers to waive in writing, all rights of subrogation against
Grantor, its directors, officers, and employees because of any payment made under such insurance
policies. Grantee shall not assert against Grantor, and hereby waives to the extent legally possible to do
so, any claims for any losses, damages, liabilities and expenses (including attorney fees and
disbursements) incurred or sustained by Grantee or another, to the extent the same are covered by the
types of insurance required in this Section or, if providing more coverage, the coverage actually carried by
Grantee. Grantee shall cause all policies to contain a waiver of subrogation clause. The provisions of this
paragraph are intended to restrict recovery, as against Grantor, to the insurance required to be maintained
and to waive fully, for the benefit of Grantor, any rights and/or claims that might give rise to a right of
subrogation by any insurance carrier. In no event may any insurance carrier of Grantee seek to recover
against Grantor through a subrogated claim. Grantee shall notify Grantor of any material change or
cancellation of such policies with at least thirty (30) days prior written notice. “Material change” shall be
defined for the purpose of this Section as follows: (i) a change from providing insurance through an A.M.
Best rated insurer to using a self-insurance program; (ii) a reduction in limits resulting in Grantee not being
able to meet the insurance requirements set forth in this Section; (iii) a change in coverage types from
occurrence to claims-made coverage; (iv) a change in any policy that would prohibit Grantee from
designating Grantor as additional insured as required by this Section; or (v) a change in any policy that
would prohibit waiver of subrogation as required by this Section; or (vi) a change to the expiration date of
the policy. In the event of cancellation of any insurance required on the part of Grantee hereunder,
Grantee shall obtain replacement insurance with a properly licensed insurer (as described in 9.1) as soon
as possible which insurance shall be effective and in full force and effect as of or earlier than the effective
time of cancellation of the cancelled insurance, to the effect that there shall be no lapse in coverage. All
policies except Professional Liability and Worker's Compensation must be endorsed to name as additional
insureds: AGL Resources Inc., its subsidiaries, affiliated companies, their officers, directors and
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employees. Grantee will notify Grantor of any losses or damages arising out of work performed under this
Agreement for which a claim might be made against Grantor.
On or prior to the execution of this Agreement, and on an annual basis and at any time coverage is
renewed thereafter, and upon a “Material Change” or replacement of a cancelled policy, Grantee will
provide Grantor with a certificate of insurance evidencing such required coverage. Unless otherwise
notified in writing by Grantor, Grantee will provide a copy of such certificate to Grantor and send a copy to
AGL Resources Inc., Insurance Compliance, P.O. Box 12010-AR, Hemet, California 92546-8010. Grantee
will not commence work until all of the insurance required herein will have been obtained and approved by
Grantor. In the event that any of the liability insurance policies required under this Agreement are written
on a claims made basis, Grantee warrants that any retroactive date applicable to coverage under such
policy precedes the Effective Date of this Agreement and that continuous coverage will be maintained or
an extended discovery period will be exercised for a period of three (3) years after the expiration of this
Agreement. To the extent that Grantee or its subcontractors utilize deductibles in conjunction with the
insurance required by this Agreement, all deductible expenses will be assumed by Grantee or its
subcontractors and will be considered as the Grantee’s or its subcontractors’ expenses and not part of the
normal expenses associated with this Agreement. To the extent any insurance required of Grantee herein
overlaps with coverage maintained by Grantor, Grantee’s insurance shall be deemed primary and noncontributory. The insurance provisions of this Agreement are not intended to diminish or limit any
indemnification obligations on the part of Grantee as expressly set forth in this Agreement. Additionally,
the limits required below are intended as minimum limits and do not serve to cap the Grantee’s liability or
insurance policies requirements.
Workers' Compensation:
(A) Workers' Compensation:
(B) Employer's Liability:
(1) Bodily Injury by Accident, for Each Accident:
(2) Bodily Injury for Each Employee by Disease:
(3) Policy Limit for Bodily Injury by Disease:
Statutory
$1,000,000
$1,000,000
$1,000,000
Commercial General Liability:
Written on a per occurrence basis to include coverage for: Broad Form Property Damage; Bodily Injury;
Personal Injury; Blanket Contractual Liability; Products/Completed Operations.
(A) Per Occurrence:
(B) General Aggregate:
(C) Personal & Adv Injury per Occurrence:
(D) Fire Legal Liability per Occurrence:
(E) Medical Expense per Person per Occurrence:
$1,000,000
$2,000,000
$1,000,000
$100,000
$5,000
This policy will be primary and non-contributory.
Automotive Liability:
Such policy will include coverage for all vehicles owned, hired, non-owned and borrowed by Contractor in
the performance of the Services covered by this Agreement.
Combined Single Limit:
$1,000,000
Excess Liability/Umbrella:
(A) Per Occurrence:
(B) General Aggregate:
$10,000,000
$10,000,000
Environmental/Pollution Liability - Contractors Pollution Liability for this contract is acceptable
(A) Per Occurrence:
(B) General Aggregate:

$5,000,000
$5,000,000
The Certificate of Insurance must include the following information:
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Certificate holder Address:
AGL Resources Inc
Attn: Insurance Compliance
P O Box 12010-AR
Hemet, CA 92546-8010

The initial Insurance Certificate must be sent electronically to the following address:
dgadzal@aglresources.com

Renewal Certificates of Insurance must be submitted to:
AGL Resources Inc
Attn: Insurance Compliance
P O Box 12010-AR
Hemet, CA 92546-8010
DRAINAGE AND INLET PROTECTION UNDER TRAFFIC (DISTRICT 1)
Effective: April 1, 2011
Revised: April 2, 2011
Add the following to Article 603.02 of the Standard Specifications:
“ (i) Temporary Hot-Mix Asphalt (HMA) Ramp (Note 1) ………………………………....................... 1030
(j) Temporary Rubber Ramps (Note 2)
Note 1. The HMA shall have maximum aggregate size of 3/8 in. (95 mm).
Note 2. The rubber material shall be according to the following.
Property
Durometer Hardness, Shore A
Tensile Strength, psi (kPa)
Elongation, percent
Specific Gravity
Brittleness, F (C)
Test Method
ASTM D 2240
ASTM D 412
ASTM D 412
ASTM D 792
ASTM D 746
Requirement
75 15
300 (2000) min
90 min
1.0 - 1.3
-40 (-40)”
Revise Article 603.07 of the Standard Specifications to read:
“603.07 Protection Under Traffic. After the casting has been adjusted and the Class PP concrete
has been placed, the work shall be protected by a barricade and two lights according to Article
701.17(e)(3)b.
When castings are under traffic before the final surfacing operation has been started, properly sized
temporary ramps shall be placed around the drainage and/or utility castings according to the following
methods.
(a) Temporary Asphalt Ramps. Temporary hot-mix asphalt ramps shall be placed around the
casting, flush with its surface and decreasing to a featheredge in a distance of 2 ft (600 mm)
around the entire surface of the casting.
(b) Temporary Rubber Ramps. Temporary rubber ramps shall only be used on roadways with
permanent posted speeds of 40 mph or less and when the height of the casting to be
protected meets the proper sizing requirements for the rubber ramps as shown below.
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Dimension
Inside Opening
Thickness at inside
edge
Thickness at outside
edge
Width, measured
from inside opening
to outside edge
Requirement
Outside dimensions of casting + 1 in. (25 mm)
Height of casting  1/4 in. (6 mm)
1/4 in. (6 mm) max.
8 1/2 in. (215 mm) min
Placement shall be according to the manufacturer’s specifications.
Temporary ramps for castings shall remain in place until surfacing operations are undertaken within
the immediate area of the structure. Prior to placing the surface course, the temporary ramp shall be
removed. Excess material shall be disposed of according to Article 202.03.”
FINE AGGREGATE FOR HOT-MIX ASPHALT (HMA) (D-1)
Effective: May 1, 2007
Revised: January 1, 2012
Revise Article 1003.03 (c) of the Standard Specifications to read:
“ (c) Gradation. The fine aggregate gradation for all HMA shall be FA1, FA 2, FA 20, FA 21 or FA 22.
When Reclaimed Asphalt Pavement (RAP) is incorporated in the HMA design, the use of FA 21
Gradation will not be permitted.
PUBLIC CONVENIENCE AND SAFETY (DIST 1)
Effective: May 1, 2012
Revised: July 15, 2012
Add the following to the end of the fourth paragraph of Article 107.09:
“If the holiday is on a Saturday or Sunday, and is legally observed on a Friday or Monday, the
length of Holiday Period for Monday or Friday shall apply.”
Add the following sentence after the Holiday Period table in the fourth paragraph of Article 107.09:
“The Length of Holiday Period for Thanksgiving shall be from 5:00 AM the Wednesday prior to
11:59 PM the Sunday After”
Delete the fifth paragraph of Article 107.09 of the Standard Specifications:
“On weekends, excluding holidays, roadways with Average Daily Traffic of 25,000 or greater, all
lanes shall be open to traffic from 3:00 P.M. Friday to midnight Sunday except where structure
construction or major rehabilitation makes it impractical."
FRICTION SURFACE AGGREGATE (D-1)
Effective: January 1, 2011
Revised: November 1, 2012
Revise Article 1004.01(a)(4) of the Standard Specifications to read:
“ (4) Crushed Stone. Crushed stone shall be the angular fragments resulting from crushing
undisturbed, consolidated deposits of rock by mechanical means. Crushed stone shall be
divided into the following, when specified.
a. Carbonate Crushed Stone. Carbonate crushed stone shall be either dolomite or
limestone. Dolomite shall contain 11.0 percent or more magnesium oxide (MgO).
Limestone shall contain less than 11.0 percent magnesium oxide (MgO).
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b. Crystalline Crushed Stone. Crystalline crushed stone shall be either metamorphic or
igneous stone, including but is not limited to, quartzite, granite, rhyolite and diabase.”
Revise Article 1004.03(a) of the Standard Specifications to read:
“1004.03 Coarse Aggregate for Hot-Mix Asphalt (HMA). The aggregate shall be according to
Article 1004.01 and the following revisions.
(a) Description. The coarse aggregate for HMA shall be according to the following table.
Use
Mixture
Aggregates Allowed
Class A
Seal or Cover
Allowed Alone or in Combination:
Gravel
Crushed Gravel
Carbonate Crushed Stone
Crystalline Crushed Stone
Crushed Sandstone
Crushed Slag (ACBF)
Crushed Steel Slag
Crushed Concrete
HMA
All Other
Shoulders
Allowed Alone or in Combination:
HMA
High ESAL
Low ESAL
C Surface
IL-12.5,IL-9.5,
or IL-9.5L
Allowed Alone or in Combination:
HMA
High ESAL
D Surface
IL-12.5 or
IL-9.5
Allowed Alone or in Combination:
Gravel
Crushed Gravel
Carbonate Crushed Stone
Crystalline Crushed Stone
Crushed Sandstone
Crushed Slag (ACBF) 1/
Crushed Steel Slag1/
Crushed Concrete
Crushed Gravel
Carbonate Crushed Stone
Crystalline Crushed Stone
Crushed Sandstone
Crushed Slag (ACBF) 1/
Crushed Steel Slag1/
Crushed Concrete
Crushed Gravel
Carbonate Crushed Stone (other than
Limestone)
Crystalline Crushed Stone
Crushed Sandstone
Crushed Slag (ACBF) 1/
Crushed Steel Slag1/
Crushed Concrete
Other Combinations Allowed:
Up to...
With...
25% Limestone
Dolomite
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Use
HMA
High ESAL
Mixture
F Surface
IL-12.5 or
IL-9.5
Aggregates Allowed
50% Limestone
Any Mixture D
aggregate other than
Dolomite
75% Limestone
Crushed Slag
(ACBF)1/ or Crushed
Sandstone
Allowed Alone or in Combination:
Crystalline Crushed Stone
Crushed Sandstone
Crushed Slag (ACBF)1/
Crushed Steel Slag1/
No Limestone or no Crushed Gravel alone.
Other Combinations Allowed:
HMA
High ESAL
1/ SMA
Ndesign 80
Surface
Up to...
With...
50% Crushed Gravel,
or Dolomite
Crushed Sandstone,
Crushed Slag (ACBF)1/,
Crushed Steel Slag1/, or
Crystalline Crushed
Stone
Crystalline Crushed Stone
Crushed Sandstone
Crushed Steel Slag1/
When either slag is used, the blend percentages listed shall be by volume. KANE COUNTY DEPARTMENT OF TRANSPORTATION REQUIREMENTS
The following provisions are to be adhered regarding the replacement of the detector loops on the west
light of the South Street and Randall Road intersection.





Notification of who the selected contractor and sub-contractors are for this project.
The contractor performing the detector loop replacement must be prequalified by the Illinois
Department of Transportation to perform Electrical Construction
The contractor’s personnel executing the provisions of this contract must be certified by the
International Municipal Signal Association (IMSA) at a Level II or higher level for traffic signal
Notification of project schedule, both from an overall perspective (at start of project) and from a 72
hour advanced notice perspective when the traffic signal loops will be milled. A similar notification
should also be provided for when the replacement loops are being installed.
All notifications shall be to KDOT Traffic at 630-208-3139
75

It is recommended that proposed detection loops are cut/installed into the pavement binder and
not in the surface course if possible.
TRAFFIC SIGNAL SPECIFICATIONS FOR DETECTOR REPLACEMENT AND/OR
INSTALLATION ON ROADWAY GRINDING, RESURFACING, & PATCHING
OPERATIONS
Effective: October 1, 1999
Revised: January 1, 2007
The following Traffic Signal Special Provisions and the “District 1 Standard Traffic Signal Design Details”
supplement the requirements of the State of Illinois “Standard Specifications for Road and Bridge
Construction.”.
This special provision has been modified to represent the signal ownership by the Kane County
Department of Transportation instead of the Illinois Department of Transportation. All modifications have
been made in italics and all inapplicable text struck through. Any remaining references to IDOT shall be
assumed to apply to KDOT.
The intent of this Special Provision is to prescribe the materials and construction methods commonly used
to replace traffic signal detector loops and replace magnetic signal detectors with detector loops during
roadway resurfacing, grinding and patching operations. Loop detector replacement will not require the
transfer of traffic signal maintenance from the District Electrical Maintenance Contractor to this contract’s
electrical contractor. Replacement of magnetic detector will require wiring revisions inside the control
cabinet and therefore the transfer of maintenance will be required. All material furnished shall be new.
The locations and the details of all installations shall be as indicated on the Plans or as directed by the
Engineer.
The work to be provided under this contract consists of furnishing and installing all traffic signal work as
specified on the Plans and as specified herein in a manner acceptable and approved by the Engineer.
NOTIFICATION OF INTENT TO WORK. Contracts such as pavement grinding or patching which result in
the destruction of traffic signal detection require a notification of intent to work and an inspection. A
minimum of seven (7) working days prior to the detection removal, the Contractor shall notify KDOT:



Traffic Signal Maintenance and Operations Engineer at (847)705-4424
IDOT Electrical Maintenance Contractor at (773) 287-7600
KDOT Traffic at (630) 208-3139
at which time arrangements will be made to adjust the traffic controller timing to compensate for the
absence of detection.
Failure to provide proper notification may require the District’s Electrical Maintenance Contractor to be
called to investigate complaints of inadequate traffic signal timing. All costs associated with these
expenses will be paid for by the Contractor at no additional expense to the Department according to
Section 109 of the “Standard Specifications.”
ACCEPTANCE OF MATERIAL.
The Contractor shall provide:
1.
All material approval requests shall be submitted a minimum of seven (7) days prior to the
delivery of equipment to the job site, or within 30 consecutive calendar days after the contract
is awarded, or within 15 consecutive calendar days after the preconstruction meeting,
whichever is first.
2.
Seven (7) copies of a letter listing the manufacturer's name and model numbers of the
proposed equipment shall be supplied. The letter will be reviewed by the Traffic Design
Engineer to determine whether the equipment to be used is approved. The letters will be
stamped as approved or not approved accordingly and returned to the Contractor.
3.
One (1) copy of material catalog cuts.
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4.
The contract number, permit number or intersection location must be on each sheet of the
letter and material catalog cuts as required in items 2 and 3.
INSPECTION OF CONSTRUCTION.
When the road is open to traffic, except as otherwise provided in Section 801 and 850 of the Standard
Specifications, the Contractor may request a turn-on and inspection of the completed traffic signal
installation at each separate location. This request must be made to the Traffic Signal Maintenance and
Operations Engineer at (847)705-4424 a minimum of seven (7) working days prior to the time of the
requested inspection.
Acceptance of the traffic signal equipment by the Department shall be based upon inspection results at the
traffic signal “turn on.” If approved, traffic signal acceptance shall be verbal at the “turn on” inspection
followed by written correspondence from the Engineer. If this work is not completed in time, the
Department reserves the right to have the work completed by others at the Contractor’s expense.
All cost of work and materials required to comply with the above requirements shall be included in the pay
item bid prices, under which the subject materials and signal equipment are paid, and no additional
compensation will be allowed. Materials and signal equipment not complying with the above requirements
will be subject to removal and disposal at the Contractor's expense.
RESTORATION OF WORK AREA. Restoration of the traffic signal work area shall be included with the
related pay item such as foundation, conduit, handhole, trench and backfill, etc., and no extra
compensation shall be allowed. All roadway surfaces such as shoulders, medians, sidewalks, pavement,
etc. shall be replaced as shown in the plans or in kind. All damage to mowed lawns shall be replaced with
an approved sod, and all damage to unmowed fields shall be seeded.
REMOVAL, DISPOSAL AND SALVAGE OF EXISTING TRAFFIC SIGNAL EQUIPMENT. This item shall
be included in this contract. All material and equipment removed shall become the property of the
Contractor and disposed of by the Contractor outside the State’s right-of-way. No additional compensation
shall be provided to the Contractor for removal, disposal or salvage expense for the work in this contract.
DETECTOR LOOP REPLACEMENT. This work shall consist of replacing existing detector loops which are
destroyed during grinding, resurfacing, or patching operations.
If damage to the detector loop is unavoidable, replacement of the existing detection system will be
necessary. This work shall be completed by an approved Electrical Contractor as directed by the
Engineer.
Replacement of the loops shall be accomplished in the following manner: The Engineer shall mark the
location of the replacement loops. The Traffic Signal Maintenance and Operations Engineer shall be
called to approve loop locations prior to the cutting of the pavement. The Contractor may reuse the
existing conduit (duct) located between the existing handhole and the pavement if it hasn’t been damaged.
All burrs shall be removed from the edges of the existing conduit which may cause damage to the new
detector loop during installation. If the existing conduit is damaged beyond repair, or if it cannot be
located, or if additional conduits are required to provide one lead-in duct for each proposed loop; the
Contractor shall be required to drill through the existing pavement into the appropriate handhole, and
install 25 mm (1”) unit duct conduit. This work and the required materials shall not be paid for separately
but shall be included in the pay item Detector Loop Replacement. Upon establishment of the duct, the
loop may be cut, installed, sealed and spliced to the twisted-shielded controller cable in the handhole.
Detector loop measurements shall include the saw-cut and the length of the loop lead-in leading to the
edge of pavement. Unit duct, splicing, trench and backfill, and drilling of pavement or handholes shall be
included with the detector loop quantities.
All loops installed in new asphalt pavement shall be installed in the binder course and not in the surface
course. The edge of pavement or the curb shall be cut with a 6.3 mm (1/4”) deep x 100 mm (4”) saw-cut
to mark location of each loop lead-in.
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A minimum of seven (7) working days prior to the Contractor cutting loops, the Contractor shall have the
proposed loop locations marked and contact the Traffic Signal Maintenance and Operations Engineer
(847)705-4424 to inspect and approve the layout.
Loop detectors shall be installed according to the requirements of the “District 1 Standard Traffic Signal
Design Details.” Saw-cuts from the loop to the edge of pavement shall be made perpendicular to the edge
of pavement when possible in order to minimize the length of the saw-cut unless directed otherwise by the
Engineer or as shown on the plan.
The detector loop cable insulation shall be labeled with the cable specifications.
Each loop detector lead-in wire shall be labeled in the handhole using a Panduit 250W175C water proof
tag or approved equal secured to each wire with nylon ties. The lead-in wire, including all necessary
connections for proper operation, from the edge of pavement to the handhole, shall be included in the
price of the detector loop.
Loop sealant shall be a two-component thixotropic chemically cured polyurethane either Chemque Q-Seal
295, Percol Elastic Cement A/C Grade or an approved equal. The sealant shall be installed 3 mm (1/8”)
below the pavement surface, if installed above the surface the overlap shall be removed immediately.
Round loop(s) 1.8 m (six foot) diameter may be substituted for 1.8 m (six foot) by 1.8 m (six foot) square
loop(s) and shall be paid for as 7.2 m (24 feet) of detector loop.
Resistance to ground shall be a minimum of 100 megohms under any conditions of weather or moisture.
Heat shrink splices shall be used according to the “District 1 Standard Traffic Signal Design Details.”
Drilling handholes, sawing the pavement, furnishing and installing unit-duct to the appropriate handhole,
cable splicing to provide a fully operable detector loop, testing and all trench and backfill shall be included
in this item.
Detector loop replacement shall be measured along the sawed slot in the pavement containing the loop
and lead-in, rather than the actual length of the wire in the slot.
Basis of Payment. Detector Loop Replacement shall be paid for at the contract unit price per foot (meter)
of DETECTOR LOOP REPLACEMENT.
MAGNETIC DETECTOR REMOVAL AND DETECTOR LOOP INSTALLATION. This work shall consist of
the removal of existing magnetic detectors, magnetic detector lead-in cable and magnetic detection
amplifiers and related control equipment wiring, installation of detector lead-in cable, detector loops,
detector amplifiers and related equipment wiring. The detector loop, cable, and amplifier shall be installed
according to the applicable portions of the “Standard Specifications” and the applicable portions of the
Special Provision for “Detector Loop Replacement.” All drilling of handholes, furnishing and installing unit
duct, cable splicing, trench and backfill, removal of equipment, and pulling cable from conduit shall be
included in this item.
Basis of Payment. Magnetic Detector Removal and Detector Loop Installation shall be paid for at the
contract unit price per foot (meter) for DETECTOR LOOP, TYPE I, per each for INDUCTIVE LOOP
DETECTOR, and foot (meter) for ELECTRIC CABLE IN CONDUIT, LEAD-IN, NO. 14 1 PAIR.
RECLAIMED asphalt pavement and reclaimed asphalt shingles (D-1)
Effective: November 1, 2012
Revise: April 2, 2015
Revise Section 1031 of the Standard Specifications to read:
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“SECTION 1031. RECLAIMED ASPHALT PAVEMENT AND RECLAIMED ASPHALT
SHINGLES
1031.01 Description. Reclaimed asphalt pavement and reclaimed asphalt shingles shall be
according to the following.
(a) Reclaimed Asphalt Pavement (RAP). RAP is the material resulting from cold milling or
crushing an existing hot-mix asphalt (HMA) pavement. RAP will be considered processed
FRAP after completion of both crushing and screening to size. The Contractor shall
supply written documentation that the RAP originated from routes or airfields under
federal, state, or local agency jurisdiction.
(b) Reclaimed Asphalt Shingles (RAS). Reclaimed asphalt shingles (RAS). RAS is from the
processing and grinding of preconsumer or post-consumer shingles. RAS shall be a clean
and uniform material with a maximum of 0.5 percent unacceptable material, as defined in
Bureau of Materials and Physical Research Policy Memorandum “Reclaimed Asphalt
Shingle (RAS) Sources”, by weight of RAS. All RAS used shall come from a Bureau of
Materials and Physical Research approved processing facility where it shall be ground and
processed to 100 percent passing the 3/8 in. (9.5 mm) sieve and 90 percent passing the #4
(4.75 mm) sieve . RAS shall meet the testing requirements specified herein. In addition,
RAS shall meet the following Type 1 or Type 2 requirements.
(1) Type 1. Type 1 RAS shall be processed, preconsumer asphalt shingles salvaged from
the manufacture of residential asphalt roofing shingles.
(2) Type 2. Type 2 RAS shall be processed post-consumer shingles only, salvaged from
residential, or four unit or less dwellings not subject to the National Emission
Standards for Hazardous Air Pollutants (NESHAP).
1031.02 Stockpiles. RAP and RAS stockpiles shall be according to the following.
(a) RAP Stockpiles. The Contractor shall construct individual, sealed RAP stockpiles
meeting one of the following definitions. Additional processed RAP (FRAP) shall be
stockpiled in a separate working pile, as designated in the QC Plan, and only added to the
sealed stockpile when test results for the working pile are complete and are found to meet
tolerances specified herein for the original sealed FRAP stockpile. Stockpiles shall be
sufficiently separated to prevent intermingling at the base. All stockpiles (including
unprocessed RAP and FRAP) shall be identified by signs indicating the type as listed
below (i.e. “Non- Quality, FRAP -#4 or Type 2 RAS”, etc…).
(1) Fractionated RAP (FRAP). FRAP shall consist of RAP from Class I, Superpave HMA
(High and Low ESAL) or equivalent mixtures. The coarse aggregate in FRAP shall be
crushed aggregate and may represent more than one aggregate type and/or quality but
shall be at least C quality. All FRAP shall be processed prior to testing and sized into
fractions with the separation occurring on or between the #4 (4.75 mm) and 1/2 in.
(12.5 mm) sieves. Agglomerations shall be minimized such that 100 percent of the
RAP in the coarse fraction shall pass the maximum sieve size specified for the mix the
FRAP will be used in.
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(2) Restricted FRAP (B quality) stockpiles shall consist of RAP from Class I, Superpave
(High ESAL), or HMA (High ESAL). If approved by the Engineer, the aggregate
from a maximum 3.0 inch single combined pass of surface/binder milling will be
classified as B quality. All millings from this application will be processed into FRAP
as described previously.
(3) Conglomerate. Conglomerate RAP stockpiles shall consist of RAP from Class I,
Superpave HMA (High and Low ESAL) or equivalent mixtures. The coarse aggregate
in this RAP shall be crushed aggregate and may represent more than one aggregate
type and/or quality but shall be at least C quality. This RAP may have an inconsistent
gradation and/or asphalt binder content prior to processing. All conglomerate RAP
shall be processed (FRAP) prior to testing. Conglomerate RAP stockpiles shall not
contain steel slag or other expansive material as determined by the Department.
(4) Conglomerate “D” Quality (DQ). Conglomerate DQ RAP stockpiles shall consist of
RAP from HMA shoulders, bituminous stabilized subbases or Superpave (Low
ESAL)/HMA (Low ESAL) IL-19.0L binder mixture. The coarse aggregate in this
RAP may be crushed or round but shall be at least D quality. This RAP may have an
inconsistent gradation and/or asphalt binder content. Conglomerate DQ RAP
stockpiles shall not contain steel slag or other expansive material as determined by the
Department.
(5) Non-Quality. RAP stockpiles that do not meet the requirements of the stockpile
categories listed above shall be classified as “Non-Quality”.
RAP or FRAP containing contaminants, such as earth, brick, sand, concrete, sheet asphalt,
bituminous surface treatment (i.e. chip seal), pavement fabric, joint sealants, plant
cleanout etc., will be unacceptable unless the contaminants are removed to the satisfaction
of the Engineer. Sheet asphalt shall be stockpiled separately.
(b) RAS Stockpiles. Type 1 and Type 2 RAS shall be stockpiled separately and shall be
sufficiently separated to prevent intermingling at the base. Each stockpile shall be signed
indicating what type of RAS is present.
However, a RAS source may submit a written request to the Department for approval to
blend mechanically a specified ratio of type 1 RAS with type 2 RAS. The source will not
be permitted to change the ratio of the blend without the Department prior written
approval. The Engineer’s written approval will be required, to mechanically blend RAS
with any fine aggregate produced under the AGCS, up to an equal weight of RAS, to
improve workability. The fine aggregate shall be “B Quality” or better from an approved
Aggregate Gradation Control System source. The fine aggregate shall be one that is
approved for use in the HMA mixture and accounted for in the mix design and during
HMA production.
Records identifying the shingle processing facility supplying the RAS, RAS type and lot
number shall be maintained by project contract number and kept for a minimum of
three years.
1031.03 Testing. FRAP and RAS testing shall be according to the following.
(a) FRAP Testing. When used in HMA, the FRAP shall be sampled and tested either during
processing or after stockpiling. It shall also be sampled during HMA production.
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(1) During Stockpiling. For testing during stockpiling, washed extraction samples
shall be run at the minimum frequency of one sample per 500 tons
(450 metric tons) for the first 2000 tons (1800 metric tons) and one sample per
2000 tons (1800 metric tons) thereafter. A minimum of five tests shall be required
for stockpiles less than 4000 tons (3600 metric tons).
(2) Incoming Material. For testing as incoming material, washed extraction samples
shall be run at a minimum frequency of one sample per 2000 tons (1800 metric
tons) or once per week, whichever comes first.
(3) After Stockpiling. For testing after stockpiling, the Contractor shall submit a plan
for approval to the District proposing a satisfactory method of sampling and testing
the RAP/FRAP pile either in-situ or by restockpiling. The sampling plan shall
meet the minimum frequency required above and detail the procedure used to
obtain representative samples throughout the pile for testing.
Before extraction, each field sample of FRAP, shall be split to obtain two samples of test
sample size. One of the two test samples from the final split shall be labeled and stored
for Department use. The Contractor shall extract the other test sample according to
Department procedure. The Engineer reserves the right to test any sample (split or
Department-taken) to verify Contractor test results.
(b) RAS Testing. RAS shall be sampled and tested during stockpiling according to Bureau of
Materials and Physical Research Policy Memorandum, “Reclaimed Asphalt Shingle
(RAS) Sources”. The Contractor shall also sample as incoming material at the HMA plant.
(1) During Stockpiling. Washed extraction and testing for unacceptable materials shall
be run at the minimum frequency of one sample per 200 tons (180 metric tons) for
the first 1000 tons (900 metric tons) and one sample per 1000 tons
(900 metric tons) thereafter. A minimum of five samples are required for
stockpiles less than 1000 tons (900 metric tons). Once a ≤ 1000 ton
(900 metric ton), five-sample/test stockpile has been established it shall be sealed.
Additional incoming RAS shall be in a separate working pile as designated in the
Quality Control plan and only added to the sealed stockpile when the test results of
the working pile are complete and are found to meet the tolerances specified herein
for the original sealed RAS stockpile.
(2) Incoming Material. For testing as incoming material at the HMA plant, washed
extraction shall be run at the minimum frequency of one sample per 250 tons (227
metric tons). A minimum of five samples are required for stockpiles less than
1000 tons (900 metric tons). The incoming material test results shall meet the
tolerances specified herein.
The Contractor shall obtain and make available all test results from start of the initial
stockpile sampled and tested at the shingle processing facility in accordance with the
facility’s QC Plan.
Before extraction, each field sample shall be split to obtain two samples of test sample
size. One of the two test samples from the final split shall be labeled and stored for
Department use. The Contractor shall extract the other test sample according to
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Department procedures. The Engineer reserves the right to test any sample (split or
Department-taken) to verify Contractor test results.
1031.04 Evaluation of Tests. Evaluation of tests results shall be according to the following.
(a) Evaluation of FRAP Test Results. All test results shall be compiled to include asphalt
binder content, gradation and, when applicable (for slag), Gmm. A five test average of
results from the original pile will be used in the mix designs. Individual extraction test
results run thereafter, shall be compared to the average used for the mix design, and will
be accepted if within the tolerances listed below.
Parameter
No. 4 (4.75 mm)
No. 8 (2.36 mm)
No. 30 (600 m)
No. 200 (75 m)
Asphalt Binder
Gmm
FRAP
6%
5%
5%
 2.0 %
 0.3 %
 0.03 1/
1/ For stockpile with slag or steel slag present as determined in the current
Manual of Test Procedures Appendix B 21, “Determination of Reclaimed
Asphalt Pavement Aggregate Bulk Specific Gravity”.
If any individual sieve and/or asphalt binder content tests are out of the above tolerances
when compared to the average used for the mix design, the FRAP stockpile shall not be
used in Hot-Mix Asphalt unless the FRAP representing those tests is removed from the
stockpile. All test data and acceptance ranges shall be sent to the District for evaluation.
The Contractor shall maintain a representative moving average of five tests to be used for
Hot-Mix Asphalt production.
With the approval of the Engineer, the ignition oven may be substituted for extractions
according to the Illinois Test Procedure, “Calibration of the Ignition Oven for the Purpose
of Characterizing Reclaimed Asphalt Pavement (RAP)” or Illinois Modified AASHTO T164-11, Test Method A.
(b) Evaluation of RAS Test Results. All of the test results, with the exception of percent
unacceptable materials, shall be compiled and averaged for asphalt binder content and
gradation. A five test average of results from the original pile will be used in the mix
designs. Individual test results run thereafter, when compared to the average used for the
mix design, will be accepted if within the tolerances listed below.
Parameter
No. 8 (2.36 mm)
No. 16 (1.18 mm)
No. 30 (600 µm)
No. 200 (75 µm)
Asphalt Binder Content
RAS
±5%
±5%
±4%
± 2.5 %
± 2.0 %
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If any individual sieve and/or asphalt binder content tests are out of the above tolerances
when compared to the average used for the mix design, the RAS shall not be used in HotMix Asphalt unless the RAS representing those tests is removed from the stockpile. All
test data and acceptance ranges shall be sent to the District for evaluation.
(c) Quality Assurance by the Engineer. The Engineer may witness the sampling and splitting
conduct assurance tests on split samples taken by the Contractor for quality control testing
a minimum of once a month.
The overall testing frequency will be performed over the entire range of Contractor
samples for asphalt binder content and gradation. The Engineer may select any or all split
samples for assurance testing. The test results will be made available to the Contractor as
soon as they become available.
The Engineer will notify the Contractor of observed deficiencies.
Differences between the Contractor’s and the Engineer’s split sample test results will be
considered acceptable if within the following limits.
Test Parameter
Acceptable Limits of Precision
% Passing:1/
1/2 in.
No. 4
No. 8
No. 30
No. 200
Asphalt Binder Content
Gmm
FRAP
5.0%
5.0%
3.0%
2.0%
2.2%
0.3%
0.030
RAS
4.0%
3.0%
2.5%
1.0%
1/ Based on washed extraction.
In the event comparisons are outside the above acceptable limits of precision, the Engineer
will immediately investigate.
(d) Acceptance by the Engineer. Acceptable of the material will be based on the validation of
the Contractor’s quality control by the assurance process.
1031.05 Quality Designation of Aggregate in RAP and FRAP.
(a) RAP.
The aggregate quality of the RAP for homogenous, conglomerate, and
conglomerate “D” quality stockpiles shall be set by the lowest quality of coarse aggregate
in the RAP stockpile and are designated as follows.
(1) RAP from Class I, Superpave/HMA (High ESAL), or (Low ESAL) IL-9.5L surface
mixtures are designated as containing Class B quality coarse aggregate.
(2) RAP from Superpave/HMA (Low ESAL) IL-19.0L binder mixture is designated as
Class D quality coarse aggregate.
83
(3) RAP from Class I, Superpave/HMA (High ESAL) binder mixtures, bituminous base
course mixtures, and bituminous base course widening mixtures are designated as
containing Class C quality coarse aggregate.
(4) RAP from bituminous stabilized subbase and BAM shoulders are designated as
containing Class D quality coarse aggregate.
(b) FRAP. If the Engineer has documentation of the quality of the FRAP aggregate, the
Contractor shall use the assigned quality provided by the Engineer.
If the quality is not known, the quality shall be determined as follows. Fractionated RAP
stockpiles containing plus #4 (4.75 mm) sieve coarse aggregate shall have a maximum
tonnage of 5,000 tons (4,500 metric tons). The Contractor shall obtain a representative
sample witnessed by the Engineer. The sample shall be a minimum of 50 lb (25 kg). The
sample shall be extracted according to Illinois Modified AASHTO T 164 by a consultant
prequalified by the Department for the specified testing. The consultant shall submit the
test results along with the recovered aggregate to the District Office. The cost for this
testing shall be paid by the Contractor. The District will forward the sample to the BMPR
Aggregate Lab for MicroDeval Testing, according to Illinois Modified AASHTO T 327.
A maximum loss of 15.0 percent will be applied for all HMA applications. The fine
aggregate portion of the fractionated RAP shall not be used in any HMA mixtures that
require a minimum of “B” quality aggregate or better, until the coarse aggregate fraction
has been determined to be acceptable thru a MicroDeval Testing.
1031.06 Use of FRAP and/or RAS in HMA. The use of FRAP and/or RAS shall be a
Contractor’s option when constructing HMA in all contracts.
(a) FRAP. The use of FRAP in HMA shall be as follows.
(1) Coarse Aggregate Size (after extraction). The coarse aggregate in all FRAP shall be
equal to or less than the nominal maximum size requirement for the HMA mixture to
be produced.
(2) Steel Slag Stockpiles. FRAP stockpiles containing steel slag or other expansive
material, as determined by the Department, shall be homogeneous and will be
approved for use in HMA (High ESAL and Low ESAL) mixtures regardless of lift or
mix type.
(3) Use in HMA Surface Mixtures (High and Low ESAL). FRAP stockpiles for use in
HMA surface mixtures (High and Low ESAL) shall have coarse aggregate that is
Class B quality or better. FRAP shall be considered equivalent to limestone for
frictional considerations unless produced/screened to minus 3/8 inch.
(4) Use in HMA Binder Mixtures (High and Low ESAL), HMA Base Course, and HMA
Base Course Widening. FRAP stockpiles for use in HMA binder mixtures (High and
Low ESAL), HMA base course, and HMA base course widening shall be FRAP in
which the coarse aggregate is Class C quality or better.
84
(5) Use in Shoulders and Subbase. FRAP stockpiles for use in HMA shoulders and
stabilized subbase (HMA) shall be FRAP, Restricted FRAP, conglomerate, or
conglomerate DQ.
(b) RAS. RAS meeting Type 1 or Type 2 requirements will be permitted in all HMA
applications as specified herein.
(c) FRAP and/or RAS Usage Limits. Type 1 or Type 2 RAS may be used alone or in
conjunction with FRAP in HMA mixtures up to a maximum of 5.0% by weight of the total
mix.
When FRAP is used alone or FRAP is used in conjunction with RAS, the percent of virgin
asphalt binder replacement (ABR) shall not exceed the amounts indicated in the table
below for a given N Design.
Max Asphalt Binder Replacement for FRAP with RAS Combination
HMA Mixtures 1/ 2/ 4/
Ndesign
30L
50
70
90
4.75 mm N-50
SMA N-80
Maximum % ABR
Binder/Leveling
Surface
Binder
50
40
40
35
40
30
40
30
Polymer
Modified 3/
30
30
30
30
40
30
1/ For HMA “All Other” (shoulder and stabilized subbase) N-30, the
percent asphalt binder replacement shall not exceed 50% of the total
asphalt binder in the mixture.
2/ When the binder replacement exceeds 15 percent for all mixes, except
for SMA and IL-4.75, the high and low virgin asphalt binder grades
shall each be reduced by one grade (i.e. 25 percent binder replacement
using a virgin asphalt binder grade of PG64-22 will be reduced to a
PG58-28). When constructing full depth HMA and the ABR is less than
15 percent, the required virgin asphalt binder grade shall be PG64-28.
3/ When the ABR for SMA or IL-4.75 is 15 percent or less, the required
virgin asphalt binder shall be SBS PG76-22 and the elastic recovery
shall be a minimum of 80. When the ABR for SMA or IL-4.75 exceeds
15%, the virgin asphalt binder grade shall be SBS PG70-28 and the
elastic recovery shall be a minimum of 80.
4/ When FRAP or RAS is used alone, the maximum percent asphalt
binder replacement designated on the table shall be reduced by
10 percent.
1031.07 HMA Mix Designs. At the Contractor’s option, HMA mixtures may be constructed
utilizing RAP/FRAP and/or RAS material meeting the detailed requirements specified herein.
85
(a) FRAP and/or RAS. FRAP and /or RAS mix designs shall be submitted for verification. If
additional FRAP or RAS stockpiles are tested and found to be within tolerance, as defined
under “Evaluation of Tests” herein, and meet all requirements herein, the additional FRAP
or RAS stockpiles may be used in the original design at the percent previously verified.
(b) RAS. Type 1 and Type 2 RAS are not interchangeable in a mix design. A RAS stone
bulk specific gravity (Gsb) of 2.300 shall be used for mix design purposes.
1031.08 HMA Production. HMA production utilizing FRAP and/or RAS shall be as
follows.
To remove or reduce agglomerated material, a scalping screen, gator, crushing unit, or
comparable sizing device approved by the Engineer shall be used in the RAS and FRAP feed
system to remove or reduce oversized material. If material passing the sizing device adversely
affects the mix production or quality of the mix, the sizing device shall be set at a size specified
by the Engineer.
If during mix production, corrective actions fail to maintain FRAP, RAS or QC/QA test
results within control tolerances or the requirements listed herein the Contractor shall cease
production of the mixture containing FRAP or RAS and conduct an investigation that may require
a new mix design.
(a) RAS. RAS shall be incorporated into the HMA mixture either by a separate weight
depletion system or by using the RAP weigh belt. Either feed system shall be interlocked
with the aggregate feed or weigh system to maintain correct proportions for all rates of
production and batch sizes. The portion of RAS shall be controlled accurately to within
± 0.5 percent of the amount of RAS utilized. When using the weight depletion system,
flow indicators or sensing devices shall be provided and interlocked with the plant
controls such that the mixture production is halted when RAS flow is interrupted.
(b) HMA Plant Requirements. HMA plants utilizing FRAP and/or RAS shall be capable of
automatically recording and printing the following information.
(1) Dryer Drum Plants.
a. Date, month, year, and time to the nearest minute for each print.
b. HMA mix number assigned by the Department.
c. Accumulated weight of dry aggregate (combined or individual) in tons
(metric tons) to the nearest 0.1 ton (0.1 metric ton).
d. Accumulated dry weight of RAS and FRAP in tons (metric tons) to the nearest
0.1 ton (0.1 metric ton).
e. Accumulated mineral filler in revolutions, tons (metric tons), etc. to the nearest
0.1 unit.
f. Accumulated asphalt binder in gallons (liters), tons (metric tons), etc. to the nearest
0.1 unit.
86
g. Residual asphalt binder in the RAS and FRAP material as a percent of the total
mix to the nearest 0.1 percent.
h. Aggregate RAS and FRAP moisture compensators in percent as set on the control
panel. (Required when accumulated or individual aggregate and RAS and FRAP
are printed in wet condition.)
i. When producing mixtures with FRAP and/or RAS, a positive dust control system
shall be utilized.
j. Accumulated mixture tonnage.
k. Dust Removed (accumulated to the nearest 0.1 ton)
(2) Batch Plants.
a. Date, month, year, and time to the nearest minute for each print.
b. HMA mix number assigned by the Department.
c. Individual virgin aggregate hot bin batch weights to the nearest pound (kilogram).
d. Mineral filler weight to the nearest pound (kilogram).
f. RAS and FRAP weight to the nearest pound (kilogram).
g. Virgin asphalt binder weight to the nearest pound (kilogram).
h. Residual asphalt binder in the RAS and FRAP material as a percent of the total
mix to the nearest 0.1 percent.
The printouts shall be maintained in a file at the plant for a minimum of one year or as
directed by the Engineer and shall be made available upon request. The printing system
will be inspected by the Engineer prior to production and verified at the beginning of each
construction season thereafter.
1031.09 RAP in Aggregate Surface Course and Aggregate Shoulders. The use of RAP or
FRAP in aggregate surface course and aggregate shoulders shall be as follows.
(a) Stockpiles and Testing. RAP stockpiles may be any of those listed in Article 1031.02,
except “Non-Quality” and “FRAP”. The testing requirements of Article 1031.03 shall not
apply. RAP used to construct aggregate surface course and aggregate shoulders shall be
according to the current Bureau of Materials and Physical Research’s Policy
Memorandum, “Reclaimed Asphalt Pavement (RAP) for Aggregate Applications”
(b) Gradation. One hundred percent of the RAP material shall pass the 1 1/2 in. (37.5mm)
sieve. The RAP material shall be reasonably well graded from coarse to fine. RAP
material that is gap-graded, FRAP, or single sized will not be accepted for use as
Aggregate Surface Course and Aggregate Shoulders.”
87
HMA MIXTURE DESIGN REQUIREMENTS (D-1)
Effective: January 1, 2013
Revised: November 1, 2014
1) Design Composition and Volumetric Requirements
Revise the last sentence of the first paragraph of Article 312.05 of the Standard Specifications to read:
“ The minimum compacted thickness of each lift shall be according to Article 406.06(d).”
Delete the minimum compacted lift thickness table in Article 312.05 of the Standard Specifications.
Revise the second paragraph of Article 355.02 of the Standard Specifications to read:
“ The mixture composition used shall be IL-19.0.”
Revise Article 355.05(a) of the Standard Specifications to read:
“ (a) The top lift thickness shall be 2 1/4 in. (60 mm) for mixture composition IL-19.0.”
Revise the Leveling Binder table and second paragraph of Article 406.05(c) of the Standard Specifications
to read:
“Leveling Binder
Nominal, Compacted, Leveling Binder
Mixture Composition
Thickness, in. (mm)
≤ 1 1/4 (32)
IL-4.75, IL-9.5, or IL-9.5L
> 1 1/4 to 2 (32 to 50)
IL-9.5 or IL-9.5L
The density requirements of Article 406.07(c) shall apply for leveling binder, machine method,
when the nominal compacted thickness is: 3/4 in. (19 mm) or greater for
IL-4.75 mixtures; and 1 1/4 in. (32 mm) or greater for IL-9.5 and IL-9.5L mixtures.”
Revise the table in Article 406.06(d) of the Standard Specifications to read:
“MINIMUM COMPACTED LIFT THICKNESS
Mixture Composition
Thickness, in. (mm)
IL-4.75
SMA-9.5, IL-9.5, IL-9.5L
SMA-12.5
IL-19.0, IL-19.0L
3/4 (19)
1 1/2 (38)
2 (50)
2 1/4 (57)”
Revise the ninth paragraph of Article 406.14 of the Standard Specifications to read:
“Test strip mixture will be evaluated at the contract unit price according to the following.”
Revise Article 406.14(a) of the Standard Specifications to read:
“ (a) If the HMA placed during the initial test strip is determined to be acceptable the mixture will be
paid for at the contract unit price.”
Revise Article 406.14(b) of the Standard Specifications to read:
“ (b) If the HMA placed during the initial test strip (1) is determined to be unacceptable to remain in
place by the Engineer, and (2) was not produced within 2.0 to 6.0 percent air voids or within the
individual control limits of the JMF according to the Department’s test results, the mixture will not
be paid for and shall be removed at the Contractor’s expense. An additional test strip shall be
constructed and the mixture will be paid for in full, if produced within 2.0 to 6.0 percent air voids
and within the individual control limits of the JMF.”
Revise Article 406.14(c) of the Standard Specifications to read:
88
“ (c) If the HMA placed during the initial test strip (1) is determined to be unacceptable to remain in
place by the Engineer, and (2) was produced within 2.0 to 6.0 percent air voids and within the
individual control limits of the JMF according to the Department’s test results, the mixture shall be
removed. Removal will be paid according to Article 109.04. This initial mixture will be paid for at
the contract unit price. An additional test strip shall be constructed and the mixture will be paid for
in full, if produced within 2.0 to 6.0 percent air voids and within the individual control limits of the
JMF.”
Delete Article 406.14(d) of the Standard Specifications.
Delete Article 406.14(e) of the Standard Specifications.
Delete the last sentence of Article 407.06(c) of the Standard Specifications.
Revise Note 2. of Article 442.02 of the Standard Specifications to read:
“ Note 2. The mixture composition of the HMA used shall be IL-19.0 binder, designed with the
same Ndesign as that specified for the mainline pavement.”
Delete the second paragraph of Article 482.02 of the Standard Specifications.
Revise the first sentence of the sixth paragraph of Article 482.05 of the Standard Specifications to read:
“ When the mainline HMA binder and surface course mixture option is used on resurfacing projects,
shoulder resurfacing widths of 6 ft (1.8 m) or less may be placed simultaneously with the adjacent traffic
lane for both the binder and surface courses.”
Revise the second sentence of the fourth paragraph of Article 601.04 of the Standard Specifications to
read:
“ The top 5 in. (125 mm) of the trench shall be backfilled with an IL-19.0L Low ESAL mixture meeting
the requirements of Section 1030 and compacted to a density of not less than 90 percent of the theoretical
density.”
Revise the second sentence of the fifth paragraph of Article 601.04 of the Standard Specifications to read:
“ The top 8 in. (200 mm) of the trench shall be backfilled with an IL-19.0L Low ESAL mixture meeting
the requirements of Section 1030 and compacted to a density of not less than 90 percent of the theoretical
density.”
Revise Article 1003.03(c) of the Standard Specifications to read:
“ (c) Gradation. The fine aggregate gradation for all HMA shall be FA 1, FA 2, FA 20, FA 21, or FA 22.
The fine aggregate gradation for SMA shall be FA/FM 20.
For mixture IL-4.75 and surface mixtures with an Ndesign = 90, at least 50 percent of the required
fine aggregate fraction shall consist of either stone sand, slag sand, or steel slag meeting the
FA 20 gradation.
For mixture IL-19.0, Ndesign = 90 the fine aggregate fraction shall consist of at least 67 percent
manufactured sand meeting FA 20 or FA 22 gradation. For mixture IL-19.0, Ndesign = 50 or 70
the fine aggregate fraction shall consist of at least 50 percent manufactured sand meeting FA 20
or FA 22 gradation. The manufactured sand shall be stone sand, slag sand, steel slag sand, or
combinations thereof.
Gradation FA 1, FA 2, or FA 3 shall be used when required for prime coat aggregate application
for HMA.”
Delete the last sentence of the first paragraph of Article 1004.03(b) of the Standard Specifications.
89
Revise the table in Article 1004.03(c) of the Standard Specifications to read:
“Use
Class A-1, 2, & 3
Class A-1
Class A-2 & 3
HMA High ESAL
HMA Low ESAL
SMA2/
Size/Application
3/8 in. (10 mm) Seal
1/2 in. (13 mm) Seal
Cover
IL-19.0
IL-9.5
IL-19.0L
IL-9.5L
Stabilized Subbase
or Shoulders
1/2 in. (12.5mm)
Binder & Surface
IL 9.5
Surface
Gradation No.
CA 16
CA 15
CA 14
CA 11 1/
CA 16, CA 133/
CA 11 1/
CA 16
CA133/, CA14 or CA16
CA16, CA 133/
1/ CA 16 or CA 13 may be blended with the gradations listed.
2/ The coarse aggregates used shall be capable of being combined
with stone sand, slag sand, or steel slag sand meeting the FA/FM
20 gradation and mineral filler to meet the approved mix design
and the mix requirements noted herein.
3/ CA 13 shall be 100 percent passing the 1/2 in. (12.5mm) sieve.
Revise Article 1004.03(e) of the Supplemental Specifications to read:
“(e) Absorption. For SMA the coarse aggregate shall also have water absorption
≤ 2.0 percent.”
Revise the nomenclature table in Article 1030.01 of the Standard Specifications to read:
“High ESAL
Low ESAL
IL-19.0 binder;
IL-9.5 surface; IL-4.75; SMA-12.5, SMA9.5
IL-19.0L binder; IL-9.5L surface;
Stabilized Subbase (HMA)1/;
HMA Shoulders2/
1/ Uses 19.0L binder mix.
2/ Uses 19.0L for lower lifts and 9.5L for surface lift.”
Revise Article 1030.02 of the Standard Specifications and Supplemental Specifications to read:
“1030.02 Materials. Materials shall be according to the following.
(a)
(b)
(c)
(d)
(e)
(f)
(g)
(h)
(i)
Item ................................................................................................................ Article/Section
Coarse Aggregate ................................................................................................................ 1004.03
Fine Aggregate ..................................................................................................................... 1003.03
RAP Material ............................................................................................................................. 1031
Mineral Filler .............................................................................................................................. 1011
Hydrated Lime ...................................................................................................................... 1012.01
Slaked Quicklime (Note 1)
Performance Graded Asphalt Binder (Note 2) .......................................................................... 1032
Fibers (Note 3)
Warm Mix Asphalt (WMA) Technologies (Note 4)
Note 1. Slaked quicklime shall be according to ASTM C 5.
90
Note 2. The asphalt binder shall be an SBS PG 76-28 when the SMA is used on a full-depth
asphalt pavement and SBS PG 76-22 when used as an overlay, except where modified herein.
The asphalt binder shall be an Elvaloy or SBS PG 76-22 for IL-4.75, except where modified
herein. The elastic recovery shall be a minimum of 80.
Note 3. A stabilizing additive such as cellulose or mineral fiber shall be added to the SMA mixture
according to Illinois Modified AASHTO M 325. The stabilizing additive shall meet the Fiber Quality
Requirements listed in Illinois Modified AASHTO M 325. Prior to approval and use of fibers, the
Contractor shall submit a notarized certification by the producer of these materials stating they
meet these requirements. Reclaimed Asphalt Shingles (RAS) may be used in Stone Matrix
Asphalt (SMA) mixtures designed with an SBA polymer modifier as a fiber additive if the mix
design with RAS included meets AASHTO T305 requirements. The RAS shall be from a certified
source that produces either Type I or Type 2. Material shall meet requirements noted herein and
the actual dosage rate will be determined by the Engineer.
Note 4. Warm mix additives or foaming processes shall be selected from the current Bureau of
Materials and Physical Research Approved List, “Warm Mix Asphalt Technologies”.”
Revise Article 1030.04(a)(1) of the Standard Specifications and the Supplemental Specifications to read:
“ (1) High ESAL Mixtures. The Job Mix Formula (JMF) shall fall within the following limits.
High ESAL, MIXTURE COMPOSITION (% PASSING) 1/
Sieve
Size
1 1/2 in
(37.5 mm)
1 in.
(25 mm)
3/4 in.
(19 mm)
1/2 in.
(12.5 mm)
3/8 in.
(9.5 mm)
#4
(4.75 mm)
#8
(2.36 mm)
#16
(1.18 mm)
#30
(600 m)
#50
(300 m)
#100
(150 m)
#200
(75 m)
Ratio
Dust/Asphal
t Binder
SMA 4/
SMA 4/
IL-9.5
IL-4.75
IL-12.5
IL-9.5
mm
mm
mm
mm
min max min max min max min max min max
IL-19.0
mm
100
90
100
75
89
100
80
100
100
100
100
100
65
90
100
90
100
34
69
40
60
20
30
36
50
90
100
20
42
16
24 5/
16
325/ 34 6/ 52 2/ 70
90
15
30
12
16
12
10
32
50
65
18
6
15
4
15
15
30
4
9
3
10
10
18
3
6
4
6
7
9 3/
1.0
7.0 9.0 3/ 7.5 9.5 3/
1.5
1.5
1.0
1.0
1/
Based on percent of total aggregate weight.
2/
The mixture composition shall not exceed 44 percent passing the #8
(2.36 mm) sieve for surface courses with Ndesign = 90.
91
3/
Additional minus No. 200 (0.075 mm) material required by the mix design
shall be mineral filler, unless otherwise approved by the Engineer.
4/
The maximum percent passing the #635 (20 µm) sieve shall be ≤ 3 percent.
5/
When establishing the Adjusted Job Mix Formula (AJMF) the percent passing
the #8 (2.36 mm) sieve shall not be adjusted above the percentage stated on
the table.
6/
When establishing the Adjusted Job Mix Formula (AJMF) the percent passing
the #8 (2.36 mm) sieve shall not be adjusted below 34 percent.
Delete Article 1030.04(a)(3) of the Standard Specifications.
Delete Article 1030.04(a)(4) of the Standard Specifications.
Revise Article 1030.04(b)(1) of the Standard Specifications to read:
“(1)
High ESAL Mixtures. The target value for the air voids of the HMA shall be 4.0 percent and
for IL-4.75 it shall be 3.5 percent at the design number of gyrations. The VMA and VFA of
the HMA design shall be based on the nominal maximum size of the aggregate in the mix,
and shall conform to the following requirements.
Ndesign
50
70
90
VOLUMETRIC REQUIREMENTS
High ESAL
Voids in the Mineral Aggregate
(VMA),
% minimum
IL-4.751/
IL-19.0
IL-9.5
18.5
13.5
15.0
Voids Filled
with Asphalt
Binder (VFA),
%
65 – 78 2/
65 - 75
1/ Maximum Draindown for IL-4.75 shall be 0.3 percent
2/ VFA for IL-4.75 shall be 72-85 percent”
Revise the table in Article 1030.04(b)(2) of the Standard Specifications to read:
Mixture
Composition
IL-9.5L
IL-19.0L
“VOLUMETRIC REQUIREMENTS
Low ESAL
Design
Design
VMA (Voids
Compactive
Air Voids
in the Mineral
Effort
Target %
Aggregate),
% min.
NDES =30
NDES =30
4.0
4.0
15.0
13.5
Replace Article 1030.04(b)(3) of the Standard Specifications with the following:
92
VFA (Voids
Filled with
Asphalt
Binder),
%
65-78
N/A”
“(3) SMA Mixtures.
Ndesign
80
4/
Volumetric Requirements
SMA 1/
Design Air Voids
Voids in the Mineral
Target %
Aggregate
(VMA), % min.
Voids Filled
with Asphalt
(VFA), %
17.0 2/
16.0 3/
3.5
75 - 83
1/ Maximum draindown shall be 0.3 percent. The draindown shall be determined at
the JMF asphalt binder content at the mixing temperature plus 30 °F.
2/ Applies when specific gravity of coarse aggregate is ≥ 2.760.
3/ Applies when specific gravity of coarse aggregate is < 2.760.
4/ Blending of different types of aggregate will not be permitted.
For surface course, the coarse aggregate can be crushed steel slag, crystalline
crushed stone or crushed sandstone. For binder course, coarse aggregate shall be
crushed stone (dolomite), crushed gravel, crystalline crushed stone, or crushed
sandstone.
Delete Article 1030.04(b)(4) of the Standard Specifications.
Delete Article 1030.04(b)(5) from the Supplemental Specifications.
Delete last sentence of the second paragraph of Article 1102.01(a) (13) a.
Add to second paragraph in Article 1102.01 (a) (13) a.:
“As an option, collected bag-house dust may be used in lieu of manufactured mineral filler, provided; 1)
there is enough available for the production of the SMA mix for the entire project and 2) a mix design was
prepared with collected bag-house dust.”
93
Revise the table in Article 1030.05(d)(2)a. of the Standard Specifications to read:
Frequency of
Tests
“Parameter
High ESAL
Mixture
Low ESAL
Mixture
Aggregate
Gradation
% passing
sieves:
1/2 in. (12.5
mm),
No. 4 (4.75
mm),
No. 8 (2.36
mm),
No. 30 (600
µm)
No. 200 (75
µm)
Asphalt Binder
Content by
Ignition Oven
1 washed
ignition oven test
on the mix per
half day of
production
Illinois
Procedure
Note 3.
1 per half day of
production
IllinoisModified
AASHTO T
308
Day’s production
≥ 1200 tons:
IllinoisModified
AASHTO R
35
Note 1.
VMA
Test Method
See Manual
of Test
Procedures
for Materials
Note 2.
1 per half day of
production
Day’s production
< 1200 tons:
1 per half day of
production for
first
2 days and 1 per
day thereafter
(first sample of
the day)
Air Voids
Bulk Specific
Gravity
of Gyratory
Sample
Day’s production
≥ 1200 tons:
1 per half day of
production
94
IllinoisModified
AASHTO T
312
Frequency of
Tests
“Parameter
High ESAL
Mixture
Low ESAL
Mixture
Day’s production
< 1200 tons:
Note 4.
Maximum
Specific Gravity
of Mixture
1 per half day of
production for
first
2 days and 1 per
day thereafter
(first sample of
the day)
Day’s production
≥ 1200 tons:
1 per half day of
production
Test Method
See Manual
of Test
Procedures
for Materials
IllinoisModified
AASHTO T
209
Day’s production
< 1200 tons:
1 per half day of
production for
first
2 days and 1 per
day thereafter
(first sample of
the day)
Note 1. The Engineer may waive the ignition oven requirement for asphalt binder content
if the aggregates to be used are known to have ignition asphalt binder content
calibration factors which exceed 1.5 percent. If the ignition oven requirement is
waived, other Department approved methods shall be used to determine the
asphalt binder content.
Note 2. The Gsb used in the voids in the mineral aggregate (VMA) calculation shall be the
same average Gsb value listed in the mix design.
Note 3. The Engineer reserves the right to require additional hot bin gradations for batch
plants if control problems are evident.
Note 4. The WMA compaction temperature for mixture volumetric testing shall be 270 ± 5
°F (132 ± 3 °C) for quality control testing. The WMA compaction temperature
for quality assurance testing will be 270 ± 5 °F (132 ± 3 °C) if the mixture is not
allowed to cool to room temperature. If the mixture is allowed to cool to room
temperature, it shall be reheated to standard HMA compaction temperatures.”
Revise the table in Article 1030.05(d)(2)b. of the Standard Specifications to read:
“Parameter
High ESAL Mixture
Low ESAL Mixture
Ratio
Dust/Asphalt Binder
Moisture
0.6 to 1.2
0.3 %”
Revise the Article 1030.05(d)(4) of the Supplemental Specifications to read:
95
“ (4) Control Limits. Target values shall be determined by applying adjustment factors to the AJMF
where applicable. The target values shall be plotted on the control charts within the following
control limits.
“CONTROL LIMITS
High ESAL
Parameter
% Passing: 1/
1/2 in. (12.5 mm)
3/8 in. (9.5mm)
No. 4 (4.75 mm)
No. 8 (2.36 mm)
No. 16 (1.18 mm)
No. 30 (600 µm)
Total Dust Content
No. 200 (75 µm)
Asphalt Binder
Content
Voids
VMA
SMA
IL-4.75
Individual
Test
Moving
Avg. of 4
Test
Moving
Avg. of 4
±6%
±4%
±5%
±5%
±4%
±3%
±6%
±4%
±5%
±4%
±4%
±4%
±4%
±3%
±4%
±2%
±2%
± 2.5 %
Individual
Test
Moving
Avg. of 4
±4%
±3%
± 1.5 %
± 1.0 %
±4%
± 2.5 %
± 1.5 %
± 1.0 %
± 0.3 %
± 0.2 %
± 0.2 %
± 0.1 %
± 0.3 %
± 0.2 %
± 1.2 %
± 1.0 %
± 1.2 %
± 1.0 %
± 1.2 %
± 1.0 %
2/
2/
2/
2/
2/
-0.5 % 2/
-0.7 %
-0.5 %
-0.7 %
-0.5 %
-0.7 %
1/ Based on washed ignition oven
2/ Allowable limit below minimum design VMA requirement
DENSITY CONTROL LIMITS
Mixture Composition
Parameter
IL-4.75
Ndesign = 50
IL-9.5
Ndesign = 90
IL-9.5,IL-9.5L
Ndesign < 90
IL-19.0
Ndesign = 90
IL-19.0, IL-19.0L
Ndesign < 90
SMA
Ndesign = 80
Individual Test
93.0 - 97.4 % 1/
92.0 - 96.0 %
92.5 - 97.4 %
93.0 - 96.0 %
93.0 2/- 97.4 %
93.5 - 97.4 %
1/ Density shall be determined by cores or by correlated, approved thin lift nuclear gauge.
2/ 92.0 % when placed as first lift on an unimproved subgrade.”
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Revise the table in Article 1030.05(d)(5) of the Supplemental Specifications to read:
“CONTROL CHART
REQUIREMENTS
Gradation 1/ 3/
Total Dust Content 1/
High ESAL,
Low ESAL, SMA
& IL-4.75
% Passing Sieves:
1/2 in. (12.5 mm) 2/
No. 4 (4.75 mm)
No. 8 (2.36 mm)
No. 30 (600 µm)
No. 200 (75 µm)
Asphalt Binder Content
Bulk Specific Gravity
Maximum Specific
Gravity of Mixture
Voids
Density
VMA
1/
Based on washed ignition oven.
2/
Does not apply to IL-4.75.
3/
SMA also requires the 3/8 in. (9.5 mm) sieve.”
Delete Article 1030.05(d)(6)a.1.(b.) of the Standard Specifications.
Delete Article 1030.06(b) of the Standard Specifications.
Delete Article 1102.01(e) of the Standard Specifications.
2) Design Verification and Production
Description. The following states the requirements for Hamburg Wheel and Tensile Strength testing for
High ESAL, IL-4.75, and Stone Matrix Asphalt (SMA) hot-mix asphalt (HMA) mixes during mix design
verification and production.
Mix Design Testing. Add the following below the referenced AASHTO standards in Article 1030.04 of the
Standard Specifications:
AASHTO T 324 Hamburg Wheel Test
AASHTO T 283 Tensile Strength Test
Add the following to Article 1030.04 of the Standard Specifications:
“(d) Verification Testing. High ESAL, IL-4.75, and SMA mix designs submitted for verification will
be tested to ensure that the resulting mix designs will pass the required criteria for the
Hamburg Wheel Test (IL mod AASHTO T-324) and the Tensile Strength Test (IL mod
AASHTO T-283). The Department will perform a verification test on gyratory specimens
compacted by the Contractor. If the mix fails the Department’s verification test, the Contractor
shall make the necessary changes to the mix and resubmit compacted specimens to the
Department for verification. If the mix fails again, the mix design will be rejected.
All new and renewal mix designs will be required to be tested, prior to submittal for
Department verification and shall meet the following requirements:
(1)Hamburg Wheel Test criteria. The maximum allowable rut depth shall be 0.5 in.
(12.5 mm). The minimum number of wheel passes at the 0.5 in. (12.5 mm) rut depth
criteria shall be based on the high temperature binder grade of the mix as specified in the
mix requirements table of the plans.
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Illinois Modified AASHTO T 324 Requirements 1/
Asphalt Binder Grade
1/
# Repetitions
Max Rut Depth (mm)
PG 70 -XX (or higher)
20,000
12.5
PG 64 -XX (or lower)
10,000
12.5
When produced at temperatures of 275 ± 5 °F (135 ± 3 °C) or less, loose Warm
Mix Asphalt shall be oven aged at 270 ± 5 °F (132 ± 3 °C) for two hours prior to
gyratory compaction of Hamburg Wheel specimens.
Note: For SMA Designs (N-80) the maximum rut depth is 6.0 mm at 20,000 repetitions.
For IL 4.75mm Designs (N-50) the maximum rut depth is 9.0mm at 15,000
repetitions.
(2) Tensile Strength Criteria. The minimum allowable conditioned tensile strength shall be 60
psi (415 kPa) for non-polymer modified performance graded (PG) asphalt binder and 80
psi (550 kPa) for polymer modified PG asphalt binder. The maximum allowable
unconditioned tensile strength shall be 200 psi (1380 kPa).”
Production Testing. Revise Article 1030.06(a) of the Standard Specifications to read:
“ (a) High ESAL, IL-4.75, WMA, and SMA Mixtures. For each contract, a 300 ton (275 metric tons) test
strip, except for SMA mixtures it will be 400 ton (363 metric ton), will be required at the beginning
of HMA production for each mixture with a quantity of 3000 tons (2750 metric tons) or more
according to the Manual of Test Procedures for Materials “Hot Mix Asphalt Test Strip Procedures”.
Before start-up, target values shall be determined by applying gradation correction factors to the
JMF when applicable. These correction factors shall be determined from previous experience.
The target values, when approved by the Engineer, shall be used to control HMA production.
Plant settings and control charts shall be set according to target values.
Before constructing the test strip, target values shall be determined by applying gradation
correction factors to the JMF when applicable. After any JMF adjustment, the JMF shall become
the Adjusted Job Mix Formula (AJMF). Upon completion of the first acceptable test strip, the JMF
shall become the AJMF regardless of whether or not the JMF has been adjusted. If an
adjustment/plant change is made, the Engineer may require a new test strip to be constructed. If
the HMA placed during the initial test strip is determined to be unacceptable to remain in place by
the Engineer, it shall be removed and replaced.
The limitations between the JMF and AJMF are as follows.
Parameter
1/2 in. (12.5 mm)
No. 4 (4.75 mm)
No. 8 (2.36 mm)
No. 30 (600 µm)
No. 200 (75 µm)
Asphalt Binder
Content
Adjustment
± 5.0 %
± 4.0 %
± 3.0 %
*
*
± 0.3 %
* In no case shall the target for the amount passing be greater than the JMF.
Any adjustments outside the above limitations will require a new mix design.
Mixture sampled to represent the test strip shall include additional material sufficient for the
Department to conduct Hamburg Wheel testing according to Illinois Modified AASHTO T324
(approximately 60 lb (27 kg) total).
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The Contractor shall immediately cease production upon notification by the Engineer of failing
Hamburg Wheel test. All prior produced material may be paved out provided all other mixture
criteria is being met. No additional mixture shall be produced until the Engineer receives passing
Hamburg Wheel tests.
The Department may conduct additional Hamburg Wheel tests on production material as
determined by the Engineer.”
Revise the title of Article 1030.06(b) of the Standard Specifications to read:
“(b) Low ESAL Mixtures.”
Add the following to Article 1030.06 of the Standard Specifications:
“ (c) Hamburg Wheel Test. All HMA mixtures shall be sampled within the first 500 tons
(450 metric tons) on the first day of production or during start up with a split reserved for the
Department. The mix sample shall be tested according to the Illinois Modified AASHTO T 324 and
shall meet the requirements specified herein. Mix production shall not exceed 1500 tons
(1350 metric tons) or one day’s production, whichever comes first, until the testing is completed
and the mixture is found to be in conformance. The requirement to cease mix production may be
waived if the plant produced mixture demonstrates conformance prior to start of mix production for
a contract.
The Department may conduct additional Hamburg Wheel Tests on production material as
determined by the Engineer. If the mixture fails to meet the Hamburg Wheel criteria, no further
mixture will be accepted until the Contractor takes such action as is necessary to furnish a mixture
meeting the criteria”
The Contractor shall immediately cease production upon notification by the Engineer of failing Hamburg
Wheel test. All prior produced material may be paved out provided all other mixture criteria are being met.
No additional mixture shall be produced until the Engineer receives passing Hamburg Wheel tests.
Method of Measurement:
Add the following after the fourth paragraph of Article 406.13 (b):
“The plan quantities of SMA mixtures shall be adjusted using the actual approved binder and surface Mix
Design’s Gmb.”
Basis of Payment.
Replace the seventh paragraph of Article 406.14 of the Standard Specifications with the following:
“For all mixes designed and verified under the Hamburg Wheel criteria, the cost of furnishing and
introducing anti-stripping additives in the HMA will not be paid for separately, but shall be considered
as included in the contract unit price of the HMA item involved.
No additional compensation will be awarded to the Contractor because of reduced production rates
associated with the addition of the anti-stripping additive.”
HOT MIX ASPHALT - QUANTITY CORRECTION (BMPR)
Effective: October 1, 2014
Revised: October 2, 2014
Revise the fifth paragraph of Article 406.13(b) of the Standard Specifications to read as follows:
“HMA and Stone Matrix Asphalt (SMA) mixture in excess of 103 percent of the quantity shown on the
plans or the plan quantity as specified by the Engineer will not be measured for payment. The
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“adjusted quantity to be placed” and the “adjusted pay quantity” for HMA and SMA mixtures will be
calculated as follows.
Adjusted Quantity To Be Placed = C x quantity shown on the plans or the plan quantity as
specified by the Engineer
English: C  G mb  46 .8
U
where: C =
and where:
Metric: C  Gmb  24 .99
U
Gmb = average bulk specific gravity from approved mix design
U = unit weight of HMA shown on the plans in lb/sq yd/in.
(kg/sq m/25 mm), used to estimate plan quantity
46.8 = English constant
24.99 = metric constant
Adjusted Pay Quantity (not to exceed 103 percent of the quantity shown on the plans or the plan
quantity as specified by the Engineer) = B x HMA tons actually placed
where:
B
1
C
If project circumstances warrant a new mix design, the above equations shall be used to calculate
the adjusted plan quantity and adjusted pay quantity for each mix design using its respective
average bulk specific gravity.”
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Illinois Department of Transportation
2300 South Dirksen Parkway / Springfield, Illinois / 62764
October 18, 1999
Construction Debris Guidance
#99-11
COUNTY ENGINEERS / SUPERINTENDENT OF HIGHWAYS / MUNICIPAL ENGINEERS / DIRECTORS
OF PUBLIC WORKS / CONSULTING ENGINEERS
As a result of Public Act 90-761, which amends the Environmental Protection Act concerning general
construction or demolition debris, new restrictions have been placed on material that is removed within the
limits of a constructed contract.
The revisions to the Act place specific requirements on construction or demolition debris, clean or general,
or uncontaminated soil generated during construction, remodeling, repair, and demolition of utilities,
structures, and roads that is not commingled with any waste. When this material is removed from a job
site and disposed of, certain criteria must be met as follows:
1. Either the Local Agency or the Contractor must ensure that load tickets and manifests that
document the transfer, disposal, or other disposition of all debris leaving the construction site are
completed.
2. The load ticket and manifest shall:
a. Identify the hauler, generator, and place of generation of the debris or soil.
b. Identify the weight or volume of the debris or soil.
c. Identify the location, owner, and operator of the facility where the debris or soil was
transferred, disposed, recycled, or treated.
3. The generator, transporter or recycler must maintain this documentation for 3 years.
A sample form has been attached that may be used to monitor all construction and demolition debris
leaving the job site.
In accordance with Section 107.01 of the “Standard Specifications for Road and Bridge Construction”, a
Contractor is required to observe and comply with all Federal and State laws, ordinances, and regulations
when performing contract construction.
If a local agency desires to assign the documentation responsibility to the Contractor, the attached Special
Provision should be inserted into the contract plans.
If you have any questions concerning this issue, please contact Larry Piche in our office at (217)785-1664.
Sincerely,
Darrell W. McMurray, P.E.
Engineer of Local Roads and Streets
Attachments
cc:
Jay Miller
State of Illinois
DEPARTMENT OF TRANSPORTATION
Bureau of Local Roads and Streets
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SPECIAL PROVISION
FOR
CONSTRUCTION DEBRIS
Add the following to the third paragraph of Article 202.03 of the Standard Specifications:
“The Contractor shall not conduct any generation, transportation, or recycling of
construction or demolition debris, clean or general or uncontaminated soil generated
during construction, remodeling, repair, and demolition of utilities, structures, and roads
that is not commingled with any waste, without the maintenance of documentation
identifying the hauler, generator, place of origin of the debris or soil, the weight or
volume of the debris or soil, and the location, owner and operator of the facility where
the debris or soil was transferred, disposed, recycled or treated. This documentation
must be maintained by the Contractor for 3 years.”
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CONSTRUCTION DEBRIS MANIFEST
Ticket No.
Contract No. :
Generator
Hauler
Truck No.
Description of Material
Approximate Weight of Material
Approximate Volume of Material
Disposition of Material:
Location:
Date:
Time:
Owner:
Operator:
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CITY ELGIN
Engineering Division of Public Works
Hydrostatic Pressure Testing Procedure Revised
June 22, 2009
The following testing procedure is based in part on the standards of the American Water Works Association C600-05,
effective Dec. 1, 2005. This procedure shall apply to all water mains to be owned and maintained by the City of Elgin
AND privately owned water main that is looped to provide adequate fire protection. This policy does not apply to any
service or piping between the public or private main and a structure.
1. TESTING MAP: The developer/contractor requesting the pressure test shall provide the City's
Engineering Inspector a map (on 11" x 17" sheets) of the facilities (water mains, hydrants, valves, etc.)
to be included during the test. The Engineering Inspector will then contact the· Water Distribution·
Division of Public Works to assist the contractor in filling the water main for their preliminary pressure
test. The testing map shall clearly identify all water structures (valve vaults, fire hydrants, auxiliary
valves, etc.) and if they are to be open or closed during the test. All testing maps shall be dated along
with the developers/contractors name and phone number. All water mains regardless of diameter or
length fall under the requirements of this procedure.
2. OVERALL MAP: The Engineering Inspector shall maintain an overall map of the development or
water main project with a legend to showing existing, proposed, tested and passed water mains.
3. HYDROSTATIC PRESSURE TESTING EQUIPMENT: All pressure testing equipment and labor
necessary to setup and ·run the test shall be provided by the developer/contractor and shall include:
a. Pressure Gauge (maximum pressure of 250 pounds or as approved by the Engineering
Inspector)
b. Pump
c. Tank
d. Fittings for the testing equipment to be connected to the water main
e. Accurate water volume measuring device (calibrated volumetric meter or 1 gallon
graduated cylinder in ounces)
f. Winter protection for all equipment (must have when temperature is below 40 degrees.
g. Locking valve (see NOTES) with large diameter latch
4. INITIAL VALVE CHECK & FILLING: Prior to filling (with water) the section of water main that is being
tested all valves need to be checked (either open or closed) as shown on the testing map (including
opening all fire hydrant auxiliary valves). All City of Elgin water distribution system valves will be operated
by the City's Water Distribution Division of the Water Department (847) 931-6026 or (847) 931-6098.
Contractors SHALL NOT OPERATE any valves on an existing City water main or any water main that has
been previously activated WITHOUT WRITTEN permission.
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5. AIR REMOVAL: After filling the water main with water, air shall expelled the main
by flushing water out of the main at corporation cocks located at high points along the
water main.
6. PRESSURIZATION: After all the air has been removed from the water main the
main should be pressurized to 150 psi by pumping additional water into the water
main. NOTE: THE PRESSURE GAUGE IS REQUIRED TO BE LOCATED AT THE
HIGHEST POINT OF ELEVATION OF THE WATER MAIN. Once testing (150 psi or
higher) pressure is obtained the pump should be shut off and timing started. The
pressure gauge should be checked intermittently and the pressure reading recorded
after two hours. If the pressure reading falls varies more than +/-5 psi from the
starting pressure the test fails and will need to be redone after the leak has been
found and addressed.
7. MAKE-UP VOLUME: If the pressure is maintained within the +/-5 psi range for the
2 hour test period, then the make-up volume shall be determined by pumping water
back into the water main to reach the initial test pressure (please note that the
developer/contractor will normally pump water into the main to increase the gauge
pressure up to more than 150 psi, say 155 psi, and then they will bleed the pressure
back down to the initial starting pressure). Once the initial starting pressure has been
reached the bleed off valve will be opened and water will leave the system. The 'bleed
off valve will be closed once the final 2 hour test period pressure is reached. All the
water that leaves the system is to be measured via a volumetric meter or in a
graduated container.
8. ALLOWABLE MAKE-UP VOLUME: The measured volume of "make-up" water is
compared to the allowable make-up volume leakage from the City of Elgin -Water
Main Pressure Test Form. If the water collected is LESS than the allowable make-up
volume then the test PASSES. If the water collected is MORE than the allowable
make-up volume the test FAILS and will need to be retested.
9. FINAL VALVE CHECK: Prior to bleeding off the pressure in the water main all
hydrants on the testing map should be slowly opened to ensure that they had
pressure against them during testing (slowly cracking open the valves will cause a
slight movement of the needle on the pressure gauge due to the slight pressure drop).
If need be CALL ANOTHER INSPECTOR FOR ASSISTANCE if all the fire hydrants
and valves within the test section are not visible from the testing location.
10. PRESSURE REDUCTION: If the water main has passed the pressure test the
pressure should then be reduced to 40 psi. The pressure in the water main should
never be allowed to go below 20 psi after a PASSED test.
11. CITY OF ELGIN WATER MAIN PRESSURE TESTING FORM: The City of Elgin
Water Main Pressure Testing Form should be filled out for both PASSING and
FAILING tests. The Engineering Inspector should print and sign their name at the
bottom of the form. For both passing and failing pressure tests the Engineering
Inspector will send the developer and the contractor notification of the test results (via
email, fax or paper). If it is a failed test the Engineering Inspector will request
information on a retest. If the pressure test passes, then the Engineering Inspector will
also send a copy of the completed pressure test form along with a color coded map to
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The Water Department (Kyla Jacobsen), Water Distribution (George Lorenzo) and the
Project Engineer for the project file.
12.CHLORINATION TESTING: The Water Department Chemist will email the City
Engineer when the section of water main on the TESTING MAP has passed Bac T testing.
13. IN-SERVICE: The water main is not considered to be in-service until all whips
have been removed by the contractor and all applicable supply valves are opened by
the City of Elgin Water Distribution.
NOTES: At certain times, the Engineering Inspector may not be able to be present for the
full 2 hour test time. The Engineering Inspector shall lock the valve, using a City Master
padlock, to secure the valve. Once this is done, any tampering on the testing equipment by
anyone other than the Engineering Inspector or assigned City Inspector shall result in a
failed test.
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Insurance Supplemental Conditions
SCOPE. These Conditions amend or supplement the Insurance Requirements and other provisions of the Contract
Documents as indicated herein. All provisions which are not so amended or supplemented remain in full force and
effect.
Each policy must list the City as an additional insured. The Contractor and all Subcontractors waive subrogation
rights against the City for all losses. Such insurance shall apply as primary insurance with respect to any other
insurance or self-insurance program afforded to the City of Elgin. There shall be no endorsement or modification of
such insurance to make it excess over other available insurance, and alternatively, if the insurance states that it is
excess or pro rata, it shall be endorsed to be primary with respect to the City of Elgin.
The insurance required shall include all major division of coverage and shall be on a comprehensive general basis
including Premise and Operations (including X-C-U), Products and Completed Operations, and Owned, Nonowned, Leased, and Hired Motor Vehicles. Such insurance shall be written for not less than any limits of liability
required by law or the following limits, whichever are greater:
Commercial Liability
General Aggregate
Products Completed Operations
Aggregate
Personal Injury and Advertising Limit
Each Occurrence
$2 Million
$1 Million
$1 Million
$1 Million
Automotive-for all owned, non-owned, hired and leased vehicles
Combined single limit
or
Bodily injuryeach person
each accident
Property damage-each occurrence
$500,000
$1 Million
$1 Million
Umbrella
Combined single limit
General aggregate
$2 Million
$2 Million
$1 Million
Worker’s Compensation
Statutory
Employer’s Liability
$1 Million
$100,000
Builder’s Risk
$ N/A
The Contractor may purchase and maintain excess liability insurance in the umbrella form in order to satisfy the
limits of liability required for the insurance to be purchased and maintained in accordance with the requirements set
forth above. Any such amounts must be in addition to the umbrella limits required, must list all underlying policies,
and must list the City as an additional insured. Evidence of such excess liability shall be delivered to the City in the
same form and manner as the required insurance policies.
The City reserves the right, at its sole discretion, to amend the insurance requirements contained herein.
All insurance shall be written on an occurrence basis, unless the City approves in writing coverage on a claims-made
basis. Coverages whether written on an occurrence or a claims-made basis shall be maintained without interruption
from the date of commencement of the Work until the date of final payment and termination of any coverage
required to be maintained after final payment.
Certificates of Insurance acceptable to the City and confirming the insurance coverage required herein are attached
to the Contract. The City shall have no obligation to execute the Contract and may award the Contract to the next
lowest responsible and responsive bidder, if such insurance certificates have not been provided to the City within
five (5) business days after presentation of the Contract to the Contractor for execution.
The Contractor shall furnish to the City copies of any endorsements that are subsequently issued amending limits of
coverage.
113
Ordinance No. G10-11
AN ORDINANCE
AMENDING TITLE 5 OF THE
ELGIN MUNICIPAL CODE, 1976, AS AMENDED,
ENTITLED “PROCUREMENTS”
WHEREAS, the City of Elgin is a home rule unit pursuant to Subsection (a) of Section 6 of
Article VII of the Illinois Constitution of 1970; and
WHEREAS, pursuant to such section of the Illinois Constitution a home rule unit may exercise
any power and perform any function pertaining to its governmental affairs; and
WHEREAS, the City of Elgin pursuant to its home rule powers has previously adopted a
procurement ordinance pursuant to Title 5 of the Elgin Municipal Code, 1976, as amended,
entitled “Procurements”; and
WHEREAS, the purpose of such procurement ordinance includes providing for the fair and
equitable treatment of all persons involved in public purchasing by the city, to maximize the
purchasing value of public funds and procurement, to obtain the best value for using
departments, and to provide safeguards for maintaining a procurement system of quality and
integrity; and
WHEREAS, the city council of the City of Elgin has determined that it is appropriate to amend
the definitions within the City of Elgin’s procurement ordinance to provide for a more
comprehensive definition of a responsible bidder for certain contracts involving the city; and
WHEREAS, defining what constitutes a responsible bidder for certain city contracts and
otherwise providing for procurements regulations for City of Elgin procurements pertains to the
government and affairs of the city.
NOW, THEREFORE, BE IT ORDAINED BY THE CITY COUNCIL OF THE CITY OF
ELGIN, ILLINOIS:
Section 1. That Section 5.04.075 of the Elgin Municipal Code, 1976, as amended, entitled
“Responsible Bidder or Offerer” be and is hereby further amended to read as follows:
“"Responsible bidder or offerer" means a person who has the capability in all respects to perform
fully the contract requirements, and the tenacity, perseverance, experience, integrity, reliability,
capacity, facilities, equipment, and credit which will assure good faith performance. In addition
to meeting such criteria a responsible bidder must also submit evidence of compliance with the
following specific applicable criteria:
1. Documents evidencing compliance with all applicable laws and ordinances
prerequisite to doing business in Illinois.
2. A valid federal employer tax identification number or, if an individual, a valid social
security number.
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3. A statement of compliance with the Equal Opportunity Employer provisions of
Section 2000e of Chapter 21, Title 42 of the United States Code and federal
executive order number 11246, as amended, by executive order 11375 and
evidence of compliance with the Equal Opportunity Employer provisions of Elgin
Municipal Code Section 3.12.100, as amended.
4. Certificates of insurance indicating insurance coverage as set forth in a bid specification
including general liability, workers’ compensation, completed operations, automobile,
hazardous occupations and products liability.
5. Evidence of a written sexual harassment policy in compliance with the provisions of the
Illinois Human Rights Act (775 ILCS 5/2-105(A)(4), as amended).
6. A statement of compliance with the provisions of the Illinois Prevailing Wage Act (820 ILCS
130/1 et seq., as amended).
7. Evidence of compliance with the Substance Abuse Prevention on Public Works Projects Act
(820 ILCS 265/1 et seq., as amended).
8. Evidence of relevant experience that indicates the necessary capacity to perform the project
and adequate references verifying the quality of work performed.”
9. For city construction projects (construction of new city facilities, renovation of existing city
facilities or city road construction projects) over Fifty Thousand Dollars ($50,000) evidence
of participation in an apprentice and training programs applicable to the work to be
performed on the project which are approved by and registered with the United States
Department of Labor Office of Apprenticeship and Training or are reasonable equivalent to
such programs.
10. For city construction projects (construction of new city facilities, renovation of existing
facilities or city road construction projects) bidders must demonstrate a good-faith effort
toward providing equal employment opportunities for persons to work as craftspersons,
laborers, workers or mechanics consistent with the racial, ethnic and gender demographics
of the labor force available in the Illinois Department of Employment Security ChicagoNaperville-Joliet Metropolitan Division which consists of Cook, DeKalb, DuPage, Grundy,
Kane, Kendall, McHenry and Will counties.”
Section 2. If any provision, clause, sentence, paragraph, section or part of this ordinance, or
application thereof, to any person or circumstance, shall for any reason be adjudged by a
court of competent jurisdiction to be unconstitutional or invalid, said judgment shall not
affect, impair, or validate the remainder of this ordinance and the application of such
provisions to other persons or circumstances shall be confined in its operation to the
provision, clause, sentence, paragraph, section or part thereof directly involved with the
controversy in which such judgment shall have been rendered and to the person or
circumstance involved. It is hereby declared to be the legislative intent of the city council
that this chapter would have been adopted had such constitutional or invalid provisions,
clause, sentence, paragraph, section or part thereof not been included.
Section 3. That all ordinances or parts or ordinances in conflict with the provisions of this
ordinance be and are hereby repealed.
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Section 4. That this ordinance shall be in full force and effect upon its passage and
publication in the manner provided by law. The amendatory provisions of this ordinance shall
be applicable to bids issued after the effective date of this ordinance.
_________________________________
Ed Schock, Mayor
Presented: March 23, 2011
Passed:
Vote: Yeas Nays:
Recorded:
Published:
Attest:
____________________________
Diane Robertson, City Clerk
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ELGIN RESIDENCY REQUIREMENTS FOR CONSTRUCTION PROJECTS
Section 1. That Chapter 5.08 of the Elgin Municipal Code, 1976, as amended, entitled "Source
Selection; Competitive Sealed Bidding” be and is hereby further amended by adding a new
Section: 5.08.170 thereto entitled "Construction Contracts-Percentage of City Resident Worker
Hours”, to read as follows:
A. "5.08.170 Construction Contracts-Percentage of City Resident Worker Hours: For any city
construction contract advertised, or if not advertised, awarded after the effective date of this
ordinance having an estimated contract value of $100,000.00 or more, and where not
otherwise prohibited by federal, state or local law, the total hours worked by persons on the
site of the construction project by employees of the contractor and subcontractors shall be
performed at least ten percent (10%) by actual residents of the City of Elgin.
This minimal percentage of Elgin residents shall not be understood as limiting or deterring
the fuller utilization of Elgin residents beyond this level, but is intended instead as a minimal
requirement. Contractors shall make good faith efforts to utilize qualified residents of the
City of Elgin in unskilled and skilled labor positions. The purchasing director shall separately
monitor the utilization of residents of the city in skilled and unskilled positions, and shall
report his or her findings to the city manager and the city council when substantially all of
the construction contracts for each construction season have been closed. The purchasing
director shall also report whether he or she has determined that separate minimum
percentages of Elgin residents are warranted for skilled and unskilled labor positions.
A waiver or reduction shall be deemed appropriate if a contractor or subcontractor has
unsuccessfully solicited a sufficient number of residents of the City of Elgin to perform the
work identified in the bid solicitation and has documented such effort to the satisfaction of
the purchasing director. In addition, such standards and procedures shall require that a
contractor seeking a waiver or reduction shall have provided timely notice of the need for
qualified residents of the City of to an appropriate source of referrals, which source shall be
entitled to comment on any waiver or reduction application. If the purchasing director
determines that a lesser percentage standard is appropriate with respect to a particular
contract subject to competitive bidding prior to the bid solicitations for such contract, such
bid solicitations shall include a statement of such revised standards. The purchasing director
shall file annual reports of his or her determinations on all reduction or waiver requests made
pursuant to this paragraph with the city manager and the city council.
B. Implementation of the requirements established in subsection A of this section will be
achieved by including in contracts and subcontracts described therein the following
language: The contractor and all subcontractors that perform work on the site on the
construction project undertaken pursuant to this contract shall comply with the minimum
percentage of total worker hours performed by actual residents of the City of Elgin as
specified in Section 5.08.170 of the Elgin Municipal Code.
"Actual residents of the City of Elgin" shall mean persons domiciled within the corporate city
limits of the City of Elgin. The domicile is an individual's one and only true, fixed and
permanent home and principal residence which has not been adopted with the intention of
again taking up or claiming a previous residence outside the corporate city limits of the City
of Elgin. The contractor shall provide for the maintenance of adequate employee residency
117
records to ensure that actual Elgin residents are employed on the project. The contractor and
subcontractors shall maintain copies of personal documents supportive of every Elgin
employee's actual record of residence. Weekly certified payroll reports (U.S. Department of
Labor Form WH-347 or equivalent) submitted to the head of the using department in
triplicate, shall identify clearly the actual residence of every employee on each submitted
certified payroll. The first time that an employee’s name appears on a payroll, the date that
the company hired the employee should be written in after the employee's name.
Full access to the contractor's and subcontractors' employment record shall be granted to the
purchasing director, the head of the using department, the corporation counsel, the
professional standards officer, or any duly authorized representative thereof. The contractor
and subcontractors shall maintain all relevant personnel data in records for a period of at least
three years after final acceptance of the work.
At the direction of the using department, affidavits and other supporting documentation will
be required of the contractor to verify or clarify an employee's actual address when doubt or
lack of clarity has arisen.
Good faith efforts on the part of the contractor to provide utilization of actual Elgin residents
shall not suffice to replace the actual, verified achievement of the requirements of this section
concerning the working hours performed by actual Elgin residents.
When work is completed, in the event that the city has determined that the contractor failed
to ensure the fulfillment of the requirement of this section concerning the worker hours
performed by actual Elgin residents or has failed to report in the manner as indicated above,
the city will thereby be damaged in the failure to provide the benefit of demonstrable
employment to Elgin residents to the degree stipulated in this section. Therefore, in such a
case of non-compliance it is agreed that 1/10 of 1 percent (.01%), 0.001 , thereof approved
contract value for the subject contract shall be surrendered by the contractor to the city in
payment for each percentage of shortfall toward the stipulated residency requirement.
Failure to report the residency of employees entirely and correctly shall result in the
surrender of the entire liquidated damages as if no Elgin residents were employed in either of
the categories. The willful falsification of statements and the certification of payroll date may
subject the contractor or subcontractors or employee to prosecution. Any retainage to cover
contract performance that may become due to the contractor may be withheld by the city
pending the purchasing director's determination whether the contractor must surrender
damages as provided in this paragraph.
Nothing herein provided shall be construed to be a limitation upon the "Notice of
Requirements for Affirmative Action to Ensure Equal Employment Opportunity, Executive
Order 11246” Standard Federal Equal Employment Opportunity, Executive Order 11246", or
other affirmative action required for equal opportunity under the provisions of the subject
contract.
C. In addition to assessing the monetary damages stipulated in subsection B hereof, the
purchasing director may, in lieu of declaring the contractor to be a non-responsible bidder
require the contractor to post a surety bond or other appropriate security in an amount
representing ten percent of the approved contract value for subsequent contracts on which the
contractor bids, which the contractor shall agree to forfeit in its entirety in the event that full
118
compliance with the requirements of this is not achieved during the performance of any
future contract that the contractor enters with the City of Elgin.
D. Any person who is employed in a construction project subject to the provisions of this section
who knowingly supplies false information concerning his or her residence shall be subject to
a fine of not less than $500.00 for each offense. Any person found to have violated this
section shall also be barred from employment on any construction project subject to this
section for a period of five years."
Section 2. That Chapter 5.08 of the Elgin Municipal Code, 1976, as amended, entitled "Source
Selection; Competitive Sealed Bidding” be and is hereby further amended by adding a new
Section 5.08.180 thereto entitled "Construction Contracts-Apprentice Utilization", to read as
follows:
"5.08.180: Construction Contracts-Bid Incentive For Apprentice Utilization:
A. For purposes of this section only the following definitions apply:
"Apprentice" means any person who is sponsored into an apprenticeship training program by a
contractor and who is an actual resident of the City of Elgin as defined in Section5 .08.170. The
contractor’s apprenticeship training program must be approved by and registered with the United
States Department of Labor, Office of Apprenticeship and Training Programs, or be reasonably
equivalent to such programs.
"Bid incentive" means an amount deducted, for bid evaluation purposes only, from the total bid
price that is attributable to labor costs, in order to calculate the bid price to be used to evaluate
the bid on a competitively bid construction project.
"Earned credit" means the amount of the bid incentive allocated to a contractor upon completion
of a construction project in which the contractor met or exceeded his or her goals for the
utilization of apprentices in performance of the total labor hours performed under the contract.
"Earned credit certificate" means a certificate issued by the purchasing director evidencing the
amount of earned credit a contractor has been awarded.
"Labor hours" means the total hours of workers receiving an hourly wage who are directly
employed at the work site. "Labor hours" shall include hours performed by workers employed by
the contractor and all subcontractors working at the work site. "Labor hours" shall not include
hours worked by non-working foremen, superintendents, owners and workers who are not
subject to prevailing wage requirements.
B. 1. For any city construction contract advertised after the effective date of this ordinance
having an estimated contract value of $100,000.00 or more, and where not otherwise
prohibited by federal, state or local law, the purchasing director shall allocate to any qualified
bidder the following bid incentive for utilization of apprentices in performance of the total
labor hours performed under contract.
C. Total Labor Hours Performed by Apprentices Bid Incentive
5 to 10%
½% of bid price
11 to 15%
1% of bid price
119
The bid incentive shall be calculated and applied in accordance with the provisions of subsection
B2. The bid incentive is used only to calculate an amount to be used in evaluating the bid. The
bid incentive does not affect the contract price.
2. Upon the completion of a contract subject to this section, a contractor may apply to the
purchasing director for earned credits if the contractor met or exceeded his or her apprentice
utilization goals established in the contract. If the purchasing director determines that the
contractor has successfully met his or her apprentice utilization goals, the purchasing director
shall issue an earned credit certificate that evidences the amount of earned credits allocated to
the contractor. The contractor may apply the earned credits as the bid incentive for any future
construction project, contract bid of equal or greater dollar value.
The earned credit certificate is valid for twelve months from the date of issuance and shall not be
applied towards any future contract bid after the expiration of that period.
C. The contractor shall maintain accurate and detailed books and records necessary to monitor
compliance with this section and shall submit such reports as required by the purchasing director
or the head of the using department.
Full access to the contractor's and subcontractor's records shall be granted to the purchasing
director, the head of the using department the corporation counsel, the professional standards
officer, or any duly authorized representative thereof. The contractor and subcontractors shall
maintain all relevant records for a period of at least three years after final acceptance of the work.
D. The purchasing director is authorized to adopt, promulgate and enforce reasonable rules and
regulations pertaining to the administration and enforcement of this section."
Section 3. That all ordinances or parts of ordinances in conflict with the provisions of this
ordinance be and are hereby repealed to the extent of any such conflict.
120
121
122
123
124
PREVAILING WAGE RATE REQUIREMENTS
ILLINOIS DEPARTMENT OF LABOR
General Requirements
 The Illinois Prevailing Wage Act is enforced by the Illinois Department of Labor and
covers all public works projects regardless of dollar amount.
 Overtime is paid at one and one-half times the basic rate of pay for hours worked in
excess of an 8-hour day or any hours on Saturday or Sunday.
 Rates are based only on public works projects.
 Prevailing wage ordinances are established each June and later printed in newspapers of
general circulation.
 Parties disagreeing with a wage determination may file and objection with the public
body or IDOL and request a Section 9 hearing.
 If rates increase during the construction period the revised rates apply. It is the public
body’s responsibility to notify contractors of revised rates.
 A public body’s failure to comply with provisions of the Act is a Class B misdemeanor.
(Note: Class A Misdemeanor as of 1/1/2006).
Certified Payroll Requirements
Public Act 94-0515





Effective August 10, 2005 contractors and subcontractors on public works projects must
submit certified payroll records on a monthly basis to the public body in charge of the
project. We will allow 20 days for the contractor to provide after the project begins. After
20 days, we demand it.
Records must include name, address, telephone number, social security number, job
classification, hourly wages paid in each pay period, number of hours worked each day
and starting and ending times of work each day for every worker employed on the
project.
Records must also include statement affirming that such records are true and correct, that
the wages paid to each worker are not less than the required prevailing rate and that the
contractor is aware that filing records he or she knows to be false is a Class B
misdemeanor.
Public bodies must make these records available under the Freedom of Information Act,
except employee’s address, telephone number and social security number.
Contractor who fails to submit a certified payroll or knowingly files a false certified
payroll is guilty of Class B misdemeanor.
125
Prevailing Wage Increased Penalties
Public Act 94-0488; Effective January 1, 2006
Increases penalties for violations of the Prevailing Wage Act from 20% to 50% of the underpaid
amount for second or subsequent violations. Increases from 2% to 5% the additional penalty that
must be paid to the workers for each month the wages remain unpaid.
Increases the debarment period during which contractors are ineligible for public works contracts
from 2 years to 4 yeas if two notices of violation are issued within a 5 year period. In additional,
a new monetary penalty of $5000 may be assessed against contractors who retaliate against
employees for reporting violations or filing complaints under the Prevailing Wage Act.
Violations are a written determination by the IDOL that a contractor or subcontractor has
 Failed or refused to pay the prevailing wage
 Failed to keep accurate records
 Produced falsified records or records not in compliance with the Act
 Refused to submit records to IDOL in response to a subpoena; or
 Refused access to IDOL for the inspection of records.
SUMMARY:
You must keep the payroll records of your employees and employees of your
subcontractors. This became effective August 10, 2005. If the current copy of the
prevailing wage is not published in the bid IDOL demands that we re-bid the project.
You must submit your certified payroll records to the Purchasing Department on a
monthly basis. Any deviation from this policy will incur statutory penalties, delay payment,
and debar you from bidding on future City of Elgin projects.
For more information see www.state.il.us/agency/idol.
126
Resolution No. 14-79
RESOLUTION
ESTABLISHING PREVAILING WAGE RATES
ON PUBLIC WORKS CONTRACTS
WHEREAS, 820 ILCS 130/0.01 et seq. entitled "AN ACT regulating wages of laborers,
mechanics, and other workers employed in any public works by the State, county, city or any
public body or any political subdivision or by anyone under contract for public works." Requires
that any public body awarding any contract for public work, or otherwise undertaking any public
works as defined herein, shall ascertain the general prevailing hourly rate of wages for
employees engaged in such work; and
WHEREAS, said Act further provides that if the public body desires that the Department of
Labor ascertain the prevailing rate of wages, it shall notify the Department of Labor to ascertain
the general prevailing wage rate; and
WHEREAS, at the request of the City of Elgin the Department of Labor has determined the
prevailing rate of wages for construction work in Cook and Kane Counties in the State of
Illinois.
NOW, THEREFORE, BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF
ELGIN, ILLINOIS, that the determination of the prevailing wages as made by the Department of
Labor, copies of which are attached hereto and made a part hereof by reference, are adopted by
the City of Elgin.
BE IT FURTHER RESOLVED that all contracts for public work of the City of Elgin shall
include a stipulation to the effect that not less than the prevailing rate of wages as found by the
Department of Labor shall be paid to all laborers, workers and mechanics performing work under
the contract.
BE IT FURTHER RESOLVED that all contract bonds for public works shall include a provision
to guarantee the faithful performance of the prevailing wage clause as provided by contract.
BE IT FURTHER RESOLVED that a copy of the prevailing wage rate as established by the
Department of Labor shall be publicly posted and kept available for inspection by any interested
party.
BE IT FURTHER RESOLVED that nothing herein contained shall be construed to apply to the
prevailing hourly rate of wages in the locality for employment other than public works
construction as defined in the Act, and that the City Clerk be and is hereby authorized to file a
certified copy of this resolution with the Secretary of State Index Division and the Department of
Labor of the State of Illinois.
s/ David J. Kaptain
David J. Kaptain, Mayor
127
Presented: June 25, 2014
Adopted:
Vote: Yeas 9 Nays: 0
Attest:
s/ Kimberly Dewis
Kimberly Dewis, City Clerk
128
Cook County Prevailing Wage for July 2015
(See explanation of column headings at bottom of wages)
Trade Name
RG TYP C Base
Trng
==================== == === = ======
=====
ASBESTOS ABT-GEN
ALL
39.400
0.500
ASBESTOS ABT-MEC
BLD
36.340
0.720
BOILERMAKER
BLD
47.070
0.400
BRICK MASON
BLD
43.780
1.030
CARPENTER
ALL
44.350
0.630
CEMENT MASON
ALL
43.750
0.480
CERAMIC TILE FNSHER
BLD
36.810
0.770
COMM. ELECT.
BLD
40.000
0.750
ELECTRIC PWR EQMT OP
ALL
46.100
0.460
ELECTRIC PWR GRNDMAN
ALL
37.050
0.370
ELECTRIC PWR LINEMAN
ALL
47.500
0.480
ELECTRICIAN
ALL
45.000
1.000
ELEVATOR CONSTRUCTOR
BLD
50.800
0.600
FENCE ERECTOR
ALL
37.340
0.300
GLAZIER
BLD
40.500
0.940
HT/FROST INSULATOR
BLD
48.450
0.720
IRON WORKER
ALL
44.200
0.350
LABORER
ALL
39.200
0.500
LATHER
ALL
44.350
0.630
MACHINIST
BLD
45.350
0.000
MARBLE FINISHERS
ALL
32.400
0.620
MARBLE MASON
BLD
43.030
0.780
MATERIAL TESTER I
ALL
29.200
0.500
MATERIALS TESTER II
ALL
34.200
0.000
MILLWRIGHT
ALL
44.350
0.630
OPERATING ENGINEER
BLD 1 48.100
1.250
OPERATING ENGINEER
BLD 2 46.800
1.250
FRMAN M-F>8
OSA OSH H/W
Pensn
Vac
====== ===== === === ===== ===== =====
39.950 1.5
1.5 2.0 13.98 11.28 0.000
38.840 1.5
1.5 2.0 11.47 10.96 0.000
51.300 2.0
2.0 2.0 6.970 18.13 0.000
48.160 1.5
1.5 2.0 10.05 14.43 0.000
46.350 1.5
1.5 2.0 11.79 16.39 0.000
45.750 2.0
1.5 2.0 13.05 14.45 0.000
0.000 1.5
1.5 2.0 10.55 9.230 0.000
42.800 1.5
1.5 2.0 8.670 12.57 1.100
51.100 1.5
1.5 2.0 10.76 14.87 0.000
52.500 1.5
2.0 2.0 8.630 12.28 0.000
52.500 1.5
2.0 1.5 11.06 15.75 0.000
48.000 1.5
1.5 2.0 13.83 15.27 0.000
57.150 2.0
2.0 2.0 13.57 14.21 4.060
39.340 1.5
1.5 2.0 13.05 12.06 0.000
42.000 1.5
2.0 2.0 13.14 16.99 0.000
50.950 1.5
1.5 2.0 11.47 12.16 0.000
46.200 2.0
2.0 2.0 13.65 21.14 0.000
39.950 1.5
1.5 2.0 13.98 10.72 0.000
46.350 1.5
1.5 2.0 13.29 16.39 0.000
47.850 1.5
1.5 2.0 7.260 8.950 1.850
34.320 1.5
1.5 2.0 10.05 13.75 0.000
47.330 1.5
1.5 2.0 10.05 14.10 0.000
0.000 1.5
1.5 2.0 13.98 10.72 0.000
0.000 1.5
1.5 2.0 13.98 10.72 0.000
46.350 1.5
1.5 2.0 13.29 16.39 0.000
52.100 2.0
2.0 2.0 17.55 12.65 1.900
52.100 2.0
2.0 2.0 17.55 12.65 1.900
129
OPERATING ENGINEER
1.250
OPERATING ENGINEER
1.250
OPERATING ENGINEER
1.250
OPERATING ENGINEER
1.250
OPERATING ENGINEER
1.250
OPERATING ENGINEER
1.250
OPERATING ENGINEER
1.250
OPERATING ENGINEER
1.250
OPERATING ENGINEER
1.250
OPERATING ENGINEER
1.250
OPERATING ENGINEER
1.250
OPERATING ENGINEER
1.250
OPERATING ENGINEER
1.250
OPERATING ENGINEER
1.250
OPERATING ENGINEER
1.250
OPERATING ENGINEER
1.250
OPERATING ENGINEER
1.250
OPERATING ENGINEER
1.250
ORNAMNTL IRON WORKER
0.650
PAINTER
0.770
PAINTER SIGNS
0.000
PILEDRIVER
0.630
PIPEFITTER
1.780
PLASTERER
1.020
PLUMBER
0.880
ROOFER
0.530
SHEETMETAL WORKER
0.720
SIGN HANGER
0.000
SPRINKLER FITTER
0.550
STEEL ERECTOR
0.350
BLD 3 44.250 52.100 2.0
2.0 2.0 17.55 12.65 1.900
BLD 4 42.500 52.100 2.0
2.0 2.0 17.55 12.65 1.900
BLD 5 51.850 52.100 2.0
2.0 2.0 17.55 12.65 1.900
BLD 6 49.100 52.100 2.0
2.0 2.0 17.55 12.65 1.900
BLD 7 51.100 52.100 2.0
2.0 2.0 17.55 12.65 1.900
FLT 1 53.600 53.600 1.5
1.5 2.0 17.10 11.80 1.900
FLT 2 52.100 53.600 1.5
1.5 2.0 17.10 11.05 1.900
FLT 3 46.400 53.600 1.5
1.5 2.0 17.10 11.80 1.900
FLT 4 38.550 53.600 1.5
1.5 2.0 17.10 11.80 1.900
FLT 5 55.100 53.600 1.5
1.5 2.0 17.10 11.80 1.900
FLT 6 35.000 35.000 1.5
1.5 2.0 16.60 11.05 1.900
HWY 1 46.300 50.300 1.5
1.5 2.0 17.55 12.65 1.900
HWY 2 45.750 50.300 1.5
1.5 2.0 17.55 12.65 1.900
HWY 3 43.700 50.300 1.5
1.5 2.0 17.55 12.65 1.900
HWY 4 42.300 50.300 1.5
1.5 2.0 17.55 12.65 1.900
HWY 5 41.100 50.300 1.5
1.5 2.0 17.55 12.65 1.900
HWY 6 49.300 50.300 1.5
1.5 2.0 17.55 12.65 1.900
HWY 7 47.300 50.300 1.5
1.5 2.0 17.55 12.65 1.900
ALL
45.000 47.500 0.0
0.0 0.0 0.000 0.000 0.000
ALL
41.750 46.500 1.5
1.5 1.5 11.50 11.10 0.000
BLD
33.920 38.090 1.5
1.5 1.5 2.600 2.710 0.000
ALL
44.350 46.350 1.5
1.5 2.0 13.29 16.39 0.000
BLD
46.000 49.000 1.5
1.5 2.0 9.000 15.85 0.000
BLD
43.430 46.040 1.5
1.5 2.0 13.05 14.43 0.000
BLD
46.650 48.650 1.5
1.5 2.0 13.18 11.46 0.000
BLD
41.000 44.000 1.5
1.5 2.0 8.280 10.54 0.000
BLD
42.230 45.610 1.5
1.5 2.0 10.53 20.68 0.000
BLD
31.310 33.810 1.5
1.5 2.0 4.850 3.280 0.000
BLD
49.200 51.200 1.5
1.5 2.0 11.75 9.650 0.000
ALL
42.070 44.070 2.0
2.0 2.0 13.45 19.59 0.000
130
STONE MASON
1.030
SURVEY WORKER
0.500
TERRAZZO FINISHER
0.720
TERRAZZO MASON
0.940
TILE MASON
0.990
TRAFFIC SAFETY WRKR
0.500
TRUCK DRIVER
0.150
TRUCK DRIVER
0.150
TRUCK DRIVER
0.150
TRUCK DRIVER
0.150
TRUCK DRIVER
0.150
TRUCK DRIVER
0.000
TRUCK DRIVER
0.000
TRUCK DRIVER
0.000
TUCKPOINTER
0.670
BLD
43.780 48.160 1.5
1.5 2.0 10.05 14.43 0.000
ALL
37.000 37.750 1.5
1.5 2.0 12.97 9.930 0.000
BLD
38.040
0.000 1.5
1.5 2.0 10.55 11.22 0.000
BLD
41.880 44.880 1.5
1.5 2.0 10.55 12.51 0.000
BLD
43.840 47.840 1.5
1.5 2.0 10.55 11.40 0.000
HWY
32.750 34.350 1.5
1.5 2.0 6.550 6.450 0.000
E
ALL 1 35.480 35.680 1.5
1.5 2.0 8.350 10.50 0.000
E
ALL 2 34.100 34.500 1.5
1.5 2.0 8.150 8.500 0.000
E
ALL 3 34.300 34.500 1.5
1.5 2.0 8.150 8.500 0.000
E
ALL 4 34.500 34.500 1.5
1.5 2.0 8.150 8.500 0.000
W
ALL 1 35.600 35.800 1.5
1.5 1.5 8.250 9.140 0.000
W
ALL 2 32.700 33.100 1.5
1.5 2.0 6.500 4.350 0.000
W
ALL 3 32.900 33.100 1.5
1.5 2.0 6.500 4.350 0.000
W
ALL 4 33.100 33.100 1.5
1.5 2.0 6.500 4.350 0.000
BLD
1.5 2.0 8.280 13.49 0.000
43.800 44.800 1.5
Legend:
RG (Region)
TYP (Trade Type - All,Highway,Building,Floating,Oil & Chip,Rivers)
C (Class)
Base (Base Wage Rate)
FRMAN (Foreman Rate)
M-F>8 (OT required for any hour greater than 8 worked each day, Mon through Fri.
OSA (Overtime (OT) is required for every hour worked on Saturday)
OSH (Overtime is required for every hour worked on Sunday and Holidays)
H/W (Health & Welfare Insurance)
Pensn (Pension)
Vac (Vacation)
Trng (Training)
131
Explanations
COOK COUNTY
The following list is considered as those days for which holiday rates
of wages for work performed apply: New Years Day, Memorial Day,
Fourth of July, Labor Day, Thanksgiving Day, Christmas Day and
Veterans Day in some classifications/counties. Generally, any of
these holidays which fall on a Sunday is celebrated on the following
Monday. This then makes work performed on that Monday payable at the
appropriate overtime rate for holiday pay. Common practice in a given
local may alter certain days of celebration. If in doubt, please
check with IDOL.
TRUCK DRIVERS (WEST) - That part of the county West of Barrington
Road.
EXPLANATION OF CLASSES
ASBESTOS - GENERAL - removal of asbestos material/mold and hazardous
materials from any place in a building, including mechanical systems
where those mechanical systems are to be removed. This includes the
removal of asbestos materials/mold and hazardous materials from
ductwork or pipes in a building when the building is to be demolished
at the time or at some close future date.
ASBESTOS - MECHANICAL - removal of asbestos material from mechanical
systems, such as pipes, ducts, and boilers, where the mechanical
systems are to remain.
CERAMIC TILE FINISHER
The grouting, cleaning, and polishing of all classes of tile, whether
for interior or exterior purposes, all burned, glazed or unglazed
products; all composition materials, granite tiles, warning detectable
tiles, cement tiles, epoxy composite materials, pavers, glass,
mosaics, fiberglass, and all substitute materials, for tile made in
tile-like units; all mixtures in tile like form of cement, metals, and
other materials that are for and intended for use as a finished floor
surface, stair treads, promenade roofs, walks, walls, ceilings,
swimming pools, and all other places where tile is to form a finished
interior or exterior. The mixing of all setting mortars including but
not limited to thin-set mortars, epoxies, wall mud, and any other
sand and cement mixtures or adhesives when used in the preparation,
installation, repair, or maintenance of tile and/or similar materials.
The handling and unloading of all sand, cement, lime, tile,
fixtures, equipment, adhesives, or any other materials to be used in
the preparation, installation, repair, or maintenance of tile and/or
similar materials. Ceramic Tile Finishers shall fill all joints and
voids regardless of method on all tile work, particularly and
especially after installation of said tile work. Application of any
and all protective coverings to all types of tile installations
including, but not be limited to, all soap compounds, paper products,
tapes, and all polyethylene coverings, plywood, masonite, cardboard,
and any new type of products that may be used to protect tile
installations, Blastrac equipment, and all floor scarifying equipment
132
used in preparing floors to receive tile. The clean up and removal of
all waste and materials. All demolition of existing tile floors and
walls to be re-tiled.
COMMUNICATIONS ELECTRICIAN
Installation, operation, inspection, maintenance, repair and service
of radio, television, recording, voice sound vision production and
reproduction, telephone and telephone interconnect, facsimile, data
apparatus, coaxial, fibre optic and wireless equipment, appliances and
systems used for the transmission and reception of signals of any
nature, business, domestic, commercial, education, entertainment, and
residential purposes, including but not limited to, communication and
telephone, electronic and sound equipment, fibre optic and data
communication systems, and the performance of any task directly
related to such installation or service whether at new or existing
sites, such tasks to include the placing of wire and cable and
electrical power conduit or other raceway work within the equipment
room and pulling wire and/or cable through conduit and the
installation of any included conduit, such that the employees
covered hereby can complete any job in full.
MARBLE FINISHER
Loading and unloading trucks, distribution of all materials (all
stone, sand, etc.), stocking of floors with material, performing all
rigging for heavy work, the handling of all material that may be
needed for the installation of such materials, building of
scaffolding, polishing if needed, patching, waxing of material if
damaged, pointing up, caulking, grouting and cleaning of marble,
holding water on diamond or Carborundum blade or saw for setters
cutting, use of tub saw or any other saw needed for preparation of
material, drilling of holes for wires that anchor material set by
setters, mixing up of molding plaster for installation of material,
mixing up thin set for the installation of material, mixing up of sand
to cement for the installation of material and such other work as may
be required in helping a Marble Setter in the handling of all
material in the erection or installation of interior marble, slate,
travertine, art marble, serpentine, alberene stone, blue stone,
granite and other stones (meaning as to stone any foreign or domestic
materials as are specified and used in building interiors and
exteriors and customarily known as stone in the trade), carrara,
sanionyx, vitrolite and similar opaque glass and the laying of all
marble tile, terrazzo tile, slate tile and precast tile, steps, risers
treads, base, or any other materials that may be used as substitutes
for any of the aforementioned materials and which are used on interior
and exterior which are installed in a similar manner.
MATERIAL TESTER I: Hand coring and drilling for testing of materials;
field inspection of uncured concrete and asphalt.
MATERIAL TESTER II: Field inspection of welds, structural steel,
fireproofing, masonry, soil, facade, reinforcing steel, formwork,
cured concrete, and concrete and asphalt batch plants; adjusting
proportions of bituminous mixtures.
OPERATING ENGINEER - BUILDING
Class 1. Asphalt Plant; Asphalt Spreader; Autograde; Backhoes with
Caisson Attachment; Batch Plant; Benoto (requires Two Engineers);
133
Boiler and Throttle Valve; Caisson Rigs; Central Redi-Mix Plant;
Combination Back Hoe Front End-loader Machine; Compressor and Throttle
Valve; Concrete Breaker (Truck Mounted); Concrete Conveyor; Concrete
Conveyor (Truck Mounted); Concrete Paver Over 27E cu. ft; Concrete
Paver 27E cu. ft. and Under: Concrete Placer; Concrete Placing Boom;
Concrete Pump (Truck Mounted); Concrete Tower; Cranes, All; Cranes,
Hammerhead; Cranes, (GCI and similar Type); Creter Crane; Spider
Crane; Crusher, Stone, etc.; Derricks, All; Derricks, Traveling;
Formless Curb and Gutter Machine; Grader, Elevating; Grouting
Machines; Heavy Duty Self-Propelled Transporter or Prime Mover;
Highlift Shovels or Front Endloader 2-1/4 yd. and over; Hoists,
Elevators, outside type rack and pinion and similar machines; Hoists,
One, Two and Three Drum; Hoists, Two Tugger One Floor; Hydraulic
Backhoes; Hydraulic Boom Trucks; Hydro Vac (and similar equipment);
Locomotives, All; Motor Patrol; Lubrication Technician; Manipulators;
Pile Drivers and Skid Rig; Post Hole Digger; Pre-Stress Machine; Pump
Cretes Dual Ram; Pump Cretes: Squeeze Cretes-Screw Type Pumps; Gypsum
Bulker and Pump; Raised and Blind Hole Drill; Roto Mill Grinder;
Scoops - Tractor Drawn; Slip-Form Paver; Straddle Buggies; Operation
of Tie Back Machine; Tournapull; Tractor with Boom and Side Boom;
Trenching Machines.
Class 2. Boilers; Broom, All Power Propelled; Bulldozers; Concrete
Mixer (Two Bag and Over); Conveyor, Portable; Forklift Trucks;
Highlift Shovels or Front Endloaders under 2-1/4 yd.; Hoists,
Automatic; Hoists, Inside Elevators; Hoists, Sewer Dragging Machine;
Hoists, Tugger Single Drum; Laser Screed; Rock Drill (Self-Propelled);
Rock Drill (Truck Mounted); Rollers, All; Steam Generators; Tractors,
All; Tractor Drawn Vibratory Roller; Winch Trucks with "A" Frame.
Class 3. Air Compressor; Combination Small Equipment Operator;
Generators; Heaters, Mechanical; Hoists, Inside Elevators (remodeling
or renovation work); Hydraulic Power Units (Pile Driving, Extracting,
and Drilling); Pumps, over 3" (1 to 3 not to exceed a total of 300
ft.); Low Boys; Pumps, Well Points; Welding Machines (2 through 5);
Winches, 4 Small Electric Drill Winches.
Class 4. Bobcats and/or other Skid Steer Loaders; Oilers; and Brick
Forklift.
Class 5. Assistant Craft Foreman.
Class 6. Gradall.
Class 7. Mechanics; Welders.
OPERATING ENGINEERS - HIGHWAY CONSTRUCTION
Class 1. Asphalt Plant; Asphalt Heater and Planer Combination; Asphalt
Heater Scarfire; Asphalt Spreader; Autograder/GOMACO or other similar
type machines: ABG Paver; Backhoes with Caisson Attachment; Ballast
Regulator; Belt Loader; Caisson Rigs; Car Dumper; Central Redi-Mix
Plant; Combination Backhoe Front Endloader Machine, (1 cu. yd. Backhoe
Bucket or over or with attachments); Concrete Breaker (Truck
Mounted); Concrete Conveyor; Concrete Paver over 27E cu. ft.; Concrete
Placer; Concrete Tube Float; Cranes, all attachments; Cranes, Tower
Cranes of all types: Creter Crane: Spider Crane; Crusher, Stone, etc.;
Derricks, All; Derrick Boats; Derricks, Traveling; Dredges;
Elevators, Outside type Rack & Pinion and Similar Machines; Formless
134
Curb and Gutter Machine; Grader, Elevating; Grader, Motor Grader,
Motor Patrol, Auto Patrol, Form Grader, Pull Grader, Subgrader; Guard
Rail Post Driver Truck Mounted; Hoists, One, Two and Three Drum; Heavy
Duty Self-Propelled Transporter or Prime Mover; Hydraulic Backhoes;
Backhoes with shear attachments up to 40' of boom reach; Lubrication
Technician; Manipulators; Mucking Machine; Pile Drivers and Skid Rig;
Pre-Stress Machine; Pump Cretes Dual Ram; Rock Drill - Crawler or Skid
Rig; Rock Drill - Truck Mounted; Rock/Track Tamper; Roto Mill
Grinder; Slip-Form Paver; Snow Melters; Soil Test Drill Rig (Truck
Mounted); Straddle Buggies; Hydraulic Telescoping Form (Tunnel);
Operation of Tieback Machine; Tractor Drawn Belt Loader; Tractor
Drawn Belt Loader (with attached pusher - two engineers); Tractor with
Boom; Tractaire with Attachments; Traffic Barrier Transfer Machine;
Trenching; Truck Mounted Concrete Pump with Boom; Raised or Blind Hole
Drills (Tunnel Shaft); Underground Boring and/or Mining Machines 5
ft. in diameter and over tunnel, etc; Underground Boring and/or Mining
Machines under 5 ft. in diameter; Wheel Excavator; Widener (APSCO).
Class 2. Batch Plant; Bituminous Mixer; Boiler and Throttle Valve;
Bulldozers; Car Loader Trailing Conveyors; Combination Backhoe Front
Endloader Machine (Less than 1 cu. yd. Backhoe Bucket or over or with
attachments); Compressor and Throttle Valve; Compressor, Common
Receiver (3); Concrete Breaker or Hydro Hammer; Concrete Grinding
Machine; Concrete Mixer or Paver 7S Series to and including 27 cu.
ft.; Concrete Spreader; Concrete Curing Machine, Burlap Machine,
Belting Machine and Sealing Machine; Concrete Wheel Saw; Conveyor Muck
Cars (Haglund or Similar Type); Drills, All; Finishing Machine Concrete; Highlift Shovels or Front Endloader; Hoist - Sewer Dragging
Machine; Hydraulic Boom Trucks (All Attachments); Hydro-Blaster; Hydro
Excavating (excluding hose work); Laser Screed; All Locomotives,
Dinky; Off-Road Hauling Units (including articulating) Non
Self-Loading Ejection Dump; Pump Cretes: Squeeze Cretes - Screw Type
Pumps, Gypsum Bulker and Pump; Roller, Asphalt; Rotary Snow Plows;
Rototiller, Seaman, etc., self-propelled; Self-Propelled Compactor;
Spreader - Chip - Stone, etc.; Scraper - Single/Twin Engine/Push and
Pull; Scraper - Prime Mover in Tandem (Regardless of Size); Tractors
pulling attachments, Sheeps Foot, Disc, Compactor, etc.; Tug Boats.
Class 3. Boilers; Brooms, All Power Propelled; Cement Supply Tender;
Compressor, Common Receiver (2); Concrete Mixer (Two Bag and Over);
Conveyor, Portable; Farm-Type Tractors Used for Mowing, Seeding, etc.;
Forklift Trucks; Grouting Machine; Hoists, Automatic; Hoists, All
Elevators; Hoists, Tugger Single Drum; Jeep Diggers; Low Boys; Pipe
Jacking Machines; Post-Hole Digger; Power Saw, Concrete Power Driven;
Pug Mills; Rollers, other than Asphalt; Seed and Straw Blower; Steam
Generators; Stump Machine; Winch Trucks with "A" Frame; Work Boats;
Tamper-Form-Motor Driven.
Class 4. Air Compressor; Combination - Small Equipment Operator;
Directional Boring Machine; Generators; Heaters, Mechanical; Hydraulic
Power Unit (Pile Driving, Extracting, or Drilling); Light Plants, All
(1 through 5); Pumps, over 3" (1 to 3 not to exceed a total of 300
ft.); Pumps, Well Points; Vacuum Trucks (excluding hose work); Welding
Machines (2 through 5); Winches, 4 Small Electric Drill Winches.
Class 5. SkidSteer Loader (all); Brick Forklifts; Oilers.
Class 6. Field Mechanics and Field Welders
Class 7. Dowell Machine with Air Compressor; Gradall and machines of
135
like nature.
OPERATING ENGINEER - FLOATING
Class 1. Craft Foreman; Master Mechanic; Diver/Wet Tender; Engineer;
Engineer (Hydraulic Dredge).
Class 2. Crane/Backhoe Operator; Boat Operator with towing
endorsement; Mechanic/Welder; Assistant Engineer (Hydraulic Dredge);
Leverman (Hydraulic Dredge); Diver Tender.
Class 3. Deck Equipment Operator, Machineryman, Maintenance of Crane
(over 50 ton capacity) or Backhoe (115,000 lbs. or more); Tug/Launch
Operator; Loader/Dozer and like equipment on Barge, Breakwater Wall,
Slip/Dock, or Scow, Deck Machinery, etc.
Class 4. Deck Equipment Operator, Machineryman/Fireman (4 Equipment
Units or More); Off Road Trucks; Deck Hand, Tug Engineer, Crane
Maintenance (50 Ton Capacity and Under) or Backhoe Weighing (115,000
pounds or less); Assistant Tug Operator.
Class 5.
Friction or Lattice Boom Cranes.
Class 6. ROV Pilot, ROV Tender
SURVEY WORKER - Operated survey equipment including data collectors,
G.P.S. and robotic instruments, as well as conventional levels and
transits.
TERRAZZO FINISHER
The handling of sand, cement, marble chips, and all other materials
that may be used by the Mosaic Terrazzo Mechanic, and the mixing,
grinding, grouting, cleaning and sealing of all Marble, Mosaic, and
Terrazzo work, floors, base, stairs, and wainscoting by hand or
machine, and in addition, assisting and aiding Marble, Masonic, and
Terrazzo Mechanics.
TRAFFIC SAFETY
Work associated with barricades, horses and drums used to reduce lane
usage on highway work, the installation and removal of temporary lane
markings, and the installation and removal of temporary road signs.
TRUCK DRIVER - BUILDING, HEAVY AND HIGHWAY CONSTRUCTION - EAST & WEST
Class 1. Two or three Axle Trucks. A-frame Truck when used for
transportation purposes; Air Compressors and Welding Machines,
including those pulled by cars, pick-up trucks and tractors;
Ambulances; Batch Gate Lockers; Batch Hopperman; Car and Truck
Washers; Carry-alls; Fork Lifts and Hoisters; Helpers; Mechanics
Helpers and Greasers; Oil Distributors 2-man operation; Pavement
Breakers; Pole Trailer, up to 40 feet; Power Mower Tractors;
Self-propelled Chip Spreader; Skipman; Slurry Trucks, 2-man operation;
Slurry Truck Conveyor Operation, 2 or 3 man; Teamsters; Unskilled
Dumpman; and Truck Drivers hauling warning lights, barricades, and
portable toilets on the job site.
Class 2. Four axle trucks; Dump Crets and Adgetors under 7 yards;
Dumpsters, Track Trucks, Euclids, Hug Bottom Dump Turnapulls or
136
Turnatrailers when pulling other than self-loading equipment or
similar equipment under 16 cubic yards; Mixer Trucks under 7 yards;
Ready-mix Plant Hopper Operator, and Winch Trucks, 2 Axles.
Class 3. Five axle trucks; Dump Crets and Adgetors 7 yards and over;
Dumpsters, Track Trucks, Euclids, Hug Bottom Dump Turnatrailers or
turnapulls when pulling other than self-loading equipment or similar
equipment over 16 cubic yards; Explosives and/or Fission Material
Trucks; Mixer Trucks 7 yards or over; Mobile Cranes while in transit;
Oil Distributors, 1-man operation; Pole Trailer, over 40 feet; Pole
and Expandable Trailers hauling material over 50 feet long; Slurry
trucks, 1-man operation; Winch trucks, 3 axles or more;
Mechanic--Truck Welder and Truck Painter.
Class 4. Six axle trucks; Dual-purpose vehicles, such as mounted
crane trucks with hoist and accessories; Foreman; Master Mechanic;
Self-loading equipment like P.B. and trucks with scoops on the front.
Other Classifications of Work:
For definitions of classifications not otherwise set out, the
Department generally has on file such definitions which are
available. If a task to be performed is not subject to one of the
classifications of pay set out, the Department will upon being
contacted state which neighboring county has such a classification and
provide such rate, such rate being deemed to exist by reference in
this document. If no neighboring county rate applies to the task,
the Department shall undertake a special determination, such special
determination being then deemed to have existed under this
determination. If a project requires these, or any classification not
listed, please contact IDOL at 217-782-1710 for wage rates or
clarifications.
LANDSCAPING
Landscaping work falls under the existing classifications for laborer,
operating engineer and truck driver.
The work performed by
landscape plantsman and landscape laborer is covered by the existing
classification of laborer. The work performed by landscape operators
(regardless of equipment used or its size) is covered by the
classifications of operating engineer. The work performed by
landscape truck drivers (regardless of size of truck driven) is
covered by the classifications of truck driver.
MATERIAL TESTER & MATERIAL TESTER/INSPECTOR I AND II
Notwithstanding the difference in the classification title, the
classification entitled "Material Tester I" involves the same job
duties as the classification entitled "Material Tester/Inspector I".
Likewise, the classification entitled "Material Tester II" involves
the same job duties as the classification entitled "Material
Tester/Inspector II".
137
Kane County Prevailing Wage for July 2015
(See explanation of column headings at bottom of wages)
Trade Name
Trng
====================
=====
ASBESTOS ABT-GEN
0.500
ASBESTOS ABT-MEC
0.720
BOILERMAKER
0.400
BRICK MASON
1.030
CARPENTER
0.630
CEMENT MASON
0.500
CERAMIC TILE FNSHER
0.770
COMMUNICATION TECH
0.640
COMMUNICATION TECH
1.350
ELECTRIC PWR EQMT OP
0.380
ELECTRIC PWR EQMT OP
0.390
ELECTRIC PWR GRNDMAN
0.290
ELECTRIC PWR GRNDMAN
0.300
ELECTRIC PWR LINEMAN
0.450
ELECTRIC PWR LINEMAN
0.470
ELECTRIC PWR TRK DRV
0.300
ELECTRIC PWR TRK DRV
0.310
ELECTRICIAN
0.880
ELECTRICIAN
1.610
ELEVATOR CONSTRUCTOR
0.600
FENCE ERECTOR
0.700
GLAZIER
0.940
HT/FROST INSULATOR
0.720
IRON WORKER
0.700
LABORER
0.500
LATHER
0.630
MACHINIST
0.000
RG TYP C Base
FRMAN M-F>8
OSA OSH H/W
Pensn
Vac
== === = ====== ====== ===== === === ===== ===== =====
ALL
39.400 39.950 1.5
1.5 2.0 13.98 11.28 0.000
BLD
36.340 38.840 1.5
1.5 2.0 11.47 10.96 0.000
BLD
47.070 51.300 2.0
2.0 2.0 6.970 18.13 0.000
BLD
43.780 48.160 1.5
1.5 2.0 10.05 14.43 0.000
ALL
44.350 46.350 1.5
1.5 2.0 11.79 16.40 0.000
ALL
43.000 45.000 2.0
1.5 2.0 10.00 18.27 0.000
BLD
36.810
0.000 1.5
1.5 2.0 10.55 9.230 0.000
N
BLD
36.360 38.460 1.5
1.5 2.0 12.27 10.25 0.000
S
BLD
38.620 40.720 1.5
1.5 2.0 10.19 10.81 0.000
ALL
37.890 51.480 1.5
1.5 2.0 5.000 11.75 0.000
HWY
39.220 53.290 1.5
1.5 2.0 5.000 12.17 0.000
ALL
29.300 51.480 1.5
1.5 2.0 5.000 9.090 0.000
HWY
30.330 53.290 1.5
1.5 2.0 5.000 9.400 0.000
ALL
45.360 51.480 1.5
1.5 2.0 5.000 14.06 0.000
HWY
46.950 53.290 1.5
1.5 2.0 5.000 14.56 0.000
ALL
30.340 51.480 1.5
1.5 2.0 5.000 9.400 0.000
HWY
31.400 53.290 1.5
1.5 2.0 5.000 9.730 0.000
N
ALL
43.750 48.130 1.5
1.5 2.0 14.66 12.31 0.000
S
BLD
45.950 50.550 1.5
1.5 2.0 10.57 12.87 0.000
BLD
50.800 57.150 2.0
2.0 2.0 13.57 14.21 4.060
ALL
45.060 48.660 2.0
2.0 2.0 10.52 20.76 0.000
BLD
40.500 42.000 1.5
2.0 2.0 13.14 16.99 0.000
BLD
48.450 50.950 1.5
1.5 2.0 11.47 12.16 0.000
ALL
45.060 48.660 2.0
2.0 2.0 10.52 20.76 0.000
ALL
38.000 38.750 1.5
1.5 2.0 13.42 10.48 0.000
ALL
42.520 44.520 1.5
1.5 2.0 13.29 12.76 0.000
BLD
45.350 47.850 1.5
1.5 2.0 7.260 8.950 1.850
138
MARBLE FINISHERS
0.620
MARBLE MASON
0.780
MATERIAL TESTER I
0.500
MATERIALS TESTER II
0.000
MILLWRIGHT
0.630
OPERATING ENGINEER
1.250
OPERATING ENGINEER
1.250
OPERATING ENGINEER
1.250
OPERATING ENGINEER
1.250
OPERATING ENGINEER
1.250
OPERATING ENGINEER
1.250
OPERATING ENGINEER
1.250
OPERATING ENGINEER
1.250
OPERATING ENGINEER
1.250
OPERATING ENGINEER
1.250
OPERATING ENGINEER
1.250
OPERATING ENGINEER
1.250
OPERATING ENGINEER
1.250
OPERATING ENGINEER
1.250
OPERATING ENGINEER
1.250
ORNAMNTL IRON WORKER
0.700
PAINTER
1.350
PAINTER SIGNS
0.000
PILEDRIVER
0.630
PIPEFITTER
1.780
PLASTERER
1.020
PLUMBER
0.880
ROOFER
0.530
SHEETMETAL WORKER
0.820
SIGN HANGER
0.000
ALL
32.400 34.320 1.5
1.5 2.0 10.05 13.75 0.000
BLD
43.030 47.330 1.5
1.5 2.0 10.05 14.10 0.000
ALL
29.200
0.000 1.5
1.5 2.0 13.98 10.72 0.000
ALL
34.200
0.000 1.5
1.5 2.0 13.98 10.72 0.000
ALL
44.350 46.350 1.5
1.5 2.0 11.79 16.40 0.000
BLD 1 48.100 52.100 2.0
2.0 2.0 17.55 12.65 1.900
BLD 2 46.800 52.100 2.0
2.0 2.0 17.55 12.65 1.900
BLD 3 44.250 52.100 2.0
2.0 2.0 17.55 12.65 1.900
BLD 4 42.500 52.100 2.0
2.0 2.0 17.55 12.65 1.900
BLD 5 51.850 52.100 2.0
2.0 2.0 17.55 12.65 1.900
BLD 6 49.100 52.100 2.0
2.0 2.0 17.55 12.65 1.900
BLD 7 51.100 52.100 2.0
2.0 2.0 17.55 12.65 1.900
FLT
36.000 36.000 1.5
1.5 2.0 17.10 11.80 1.900
HWY 1 46.300 50.300 1.5
1.5 2.0 17.55 12.65 1.900
HWY 2 45.750 50.300 1.5
1.5 2.0 17.55 12.65 1.900
HWY 3 43.700 50.300 1.5
1.5 2.0 17.55 12.65 1.900
HWY 4 42.300 50.300 1.5
1.5 2.0 17.55 12.65 1.900
HWY 5 41.100 50.300 1.5
1.5 2.0 17.55 12.65 1.900
HWY 6 49.300 50.300 1.5
1.5 2.0 17.55 12.65 1.900
HWY 7 47.300 50.300 1.5
1.5 2.0 17.55 12.65 1.900
ALL
45.060 48.660 2.0
2.0 2.0 10.52 20.76 0.000
ALL
41.730 43.730 1.5
1.5 1.5 10.30 8.200 0.000
BLD
33.920 38.090 1.5
1.5 1.5 2.600 2.710 0.000
ALL
44.350 46.350 1.5
1.5 2.0 11.79 16.40 0.000
BLD
46.000 49.000 1.5
1.5 2.0 9.000 15.85 0.000
BLD
43.430 46.040 1.5
1.5 2.0 13.05 14.43 0.000
BLD
46.650 48.650 1.5
1.5 2.0 13.18 11.46 0.000
BLD
41.000 44.000 1.5
1.5 2.0 8.280 10.54 0.000
BLD
44.720 46.720 1.5
1.5 2.0 10.65 13.31 0.000
BLD
26.070 27.570 1.5
1.5 2.0 3.800 3.550 0.000
139
SPRINKLER FITTER
0.550
STEEL ERECTOR
0.700
STONE MASON
1.030
SURVEY WORKER
0.500
TERRAZZO FINISHER
0.720
TERRAZZO MASON
0.940
TILE MASON
0.990
TRAFFIC SAFETY WRKR
0.500
TRUCK DRIVER
0.150
TRUCK DRIVER
0.150
TRUCK DRIVER
0.150
TRUCK DRIVER
0.150
TUCKPOINTER
0.670
BLD
49.200 51.200 1.5
1.5 2.0 11.75 9.650 0.000
ALL
45.060 48.660 2.0
2.0 2.0 10.52 20.76 0.000
BLD
43.780 48.160 1.5
1.5 2.0 10.05 14.43 0.000
ALL
37.000 37.750 1.5
1.5 2.0 12.97 9.930 0.000
BLD
38.040
0.000 1.5
1.5 2.0 10.55 11.22 0.000
BLD
41.880 44.880 1.5
1.5 2.0 10.55 12.51 0.000
BLD
43.840 47.840 1.5
1.5 2.0 10.55 11.40 0.000
HWY
32.750 34.350 1.5
1.5 2.0 6.550 6.450 0.000
ALL 1 35.920 36.120 1.5
1.5 2.0 8.280 8.760 0.000
ALL 2 32.700 33.100 1.5
1.5 2.0 6.500 4.350 0.000
ALL 3 32.900 33.100 1.5
1.5 2.0 6.500 4.350 0.000
ALL 4 33.100 33.100 1.5
1.5 2.0 6.500 4.350 0.000
BLD
1.5 2.0 8.280 13.49 0.000
43.800 44.800 1.5
Legend:
RG (Region)
TYP (Trade Type - All,Highway,Building,Floating,Oil & Chip,Rivers)
C (Class)
Base (Base Wage Rate)
FRMAN (Foreman Rate)
M-F>8 (OT required for any hour greater than 8 worked each day, Mon through Fri.
OSA (Overtime (OT) is required for every hour worked on Saturday)
OSH (Overtime is required for every hour worked on Sunday and Holidays)
H/W (Health & Welfare Insurance)
Pensn (Pension)
Vac (Vacation)
Trng (Training)
140
Explanations
KANE COUNTY
ELECTRICIANS AND COMMUNICATIONS TECHNICIAN (NORTH) - Townships of
Burlington, Campton, Dundee, Elgin, Hampshire, Plato, Rutland, St.
Charles (except the West half of Sec. 26, all of Secs. 27, 33, and
34, South half of Sec. 28, West half of Sec. 35), Virgil and Valley
View CCC and Elgin Mental Health Center.
The following list is considered as those days for which holiday rates
of wages for work performed apply: New Years Day, Memorial Day,
Fourth of July, Labor Day, Thanksgiving Day, Christmas Day and
Veterans Day in some classifications/counties. Generally, any of
these holidays which fall on a Sunday is celebrated on the following
Monday. This then makes work performed on that Monday payable at the
appropriate overtime rate for holiday pay. Common practice in a given
local may alter certain days of celebration. If in doubt, please
check with IDOL.
EXPLANATION OF CLASSES
ASBESTOS - GENERAL - removal of asbestos material/mold and hazardous
materials from any place in a building, including mechanical systems
where those mechanical systems are to be removed. This includes the
removal of asbestos materials/mold and hazardous materials from
ductwork or pipes in a building when the building is to be demolished
at the time or at some close future date.
ASBESTOS - MECHANICAL - removal of asbestos material from mechanical
systems, such as pipes, ducts, and boilers, where the mechanical
systems are to remain.
CERAMIC TILE FINISHER
The grouting, cleaning, and polishing of all classes of tile, whether
for interior or exterior purposes, all burned, glazed or unglazed
products; all composition materials, granite tiles, warning detectable
tiles, cement tiles, epoxy composite materials, pavers, glass,
mosaics, fiberglass, and all substitute materials, for tile made in
tile-like units; all mixtures in tile like form of cement, metals, and
other materials that are for and intended for use as a finished floor
surface, stair treads, promenade roofs, walks, walls, ceilings,
swimming pools, and all other places where tile is to form a finished
interior or exterior. The mixing of all setting mortars including but
not limited to thin-set mortars, epoxies, wall mud, and any other
sand and cement mixtures or adhesives when used in the preparation,
installation, repair, or maintenance of tile and/or similar materials.
The handling and unloading of all sand, cement, lime, tile,
fixtures, equipment, adhesives, or any other materials to be used in
the preparation, installation, repair, or maintenance of tile and/or
similar materials. Ceramic Tile Finishers shall fill all joints and
voids regardless of method on all tile work, particularly and
especially after installation of said tile work. Application of any
and all protective coverings to all types of tile installations
including, but not be limited to, all soap compounds, paper products,
tapes, and all polyethylene coverings, plywood, masonite, cardboard,
141
and any new type of products that may be used to protect tile
installations, Blastrac equipment, and all floor scarifying equipment
used in preparing floors to receive tile. The clean up and removal of
all waste and materials. All demolition of existing tile floors and
walls to be re-tiled.
COMMUNICATIONS TECHNICIAN
Construction, installation, maintenance and removal of
telecommunication facilities (voice, sound, data and video),
telephone, security systems, fire alarm systems that are a component
of a multiplex system and share a common cable, and data inside wire,
interconnect, terminal equipment, central offices, PABX and
equipment, micro waves, V-SAT, bypass, CATV, WAN (wide area network),
LAN (local area networks), and ISDN (integrated system digital
network), pulling of wire in raceways, but not the installation of
raceways.
MARBLE FINISHER
Loading and unloading trucks, distribution of all materials (all
stone, sand, etc.), stocking of floors with material, performing all
rigging for heavy work, the handling of all material that may be
needed for the installation of such materials, building of
scaffolding, polishing if needed, patching, waxing of material if
damaged, pointing up, caulking, grouting and cleaning of marble,
holding water on diamond or Carborundum blade or saw for setters
cutting, use of tub saw or any other saw needed for preparation of
material, drilling of holes for wires that anchor material set by
setters, mixing up of molding plaster for installation of material,
mixing up thin set for the installation of material, mixing up of sand
to cement for the installation of material and such other work as may
be required in helping a Marble Setter in the handling of all
material in the erection or installation of interior marble, slate,
travertine, art marble, serpentine, alberene stone, blue stone,
granite and other stones (meaning as to stone any foreign or domestic
materials as are specified and used in building interiors and
exteriors and customarily known as stone in the trade), carrara,
sanionyx, vitrolite and similar opaque glass and the laying of all
marble tile, terrazzo tile, slate tile and precast tile, steps, risers
treads, base, or any other materials that may be used as substitutes
for any of the aforementioned materials and which are used on interior
and exterior which are installed in a similar manner.
MATERIAL TESTER I: Hand coring and drilling for testing of materials;
field inspection of uncured concrete and asphalt.
MATERIAL TESTER II: Field inspection of welds, structural steel,
fireproofing, masonry, soil, facade, reinforcing steel, formwork,
cured concrete, and concrete and asphalt batch plants; adjusting
proportions of bituminous mixtures.
OPERATING ENGINEER - BUILDING
Class 1. Asphalt Plant; Asphalt Spreader; Autograde; Backhoes with
Caisson Attachment; Batch Plant; Benoto (requires Two Engineers);
Boiler and Throttle Valve; Caisson Rigs; Central Redi-Mix Plant;
Combination Back Hoe Front End-loader Machine; Compressor and Throttle
Valve; Concrete Breaker (Truck Mounted); Concrete Conveyor; Concrete
Conveyor (Truck Mounted); Concrete Paver Over 27E cu. ft; Concrete
142
Paver 27E cu. ft. and Under: Concrete Placer; Concrete Placing Boom;
Concrete Pump (Truck Mounted); Concrete Tower; Cranes, All; Cranes,
Hammerhead; Cranes, (GCI and similar Type); Creter Crane; Spider
Crane; Crusher, Stone, etc.; Derricks, All; Derricks, Traveling;
Formless Curb and Gutter Machine; Grader, Elevating; Grouting
Machines; Heavy Duty Self-Propelled Transporter or Prime Mover;
Highlift Shovels or Front Endloader 2-1/4 yd. and over; Hoists,
Elevators, outside type rack and pinion and similar machines; Hoists,
One, Two and Three Drum; Hoists, Two Tugger One Floor; Hydraulic
Backhoes; Hydraulic Boom Trucks; Hydro Vac (and similar equipment);
Locomotives, All; Motor Patrol; Lubrication Technician; Manipulators;
Pile Drivers and Skid Rig; Post Hole Digger; Pre-Stress Machine; Pump
Cretes Dual Ram; Pump Cretes: Squeeze Cretes-Screw Type Pumps; Gypsum
Bulker and Pump; Raised and Blind Hole Drill; Roto Mill Grinder;
Scoops - Tractor Drawn; Slip-Form Paver; Straddle Buggies; Operation
of Tie Back Machine; Tournapull; Tractor with Boom and Side Boom;
Trenching Machines.
Class 2. Boilers; Broom, All Power Propelled; Bulldozers; Concrete
Mixer (Two Bag and Over); Conveyor, Portable; Forklift Trucks;
Highlift Shovels or Front Endloaders under 2-1/4 yd.; Hoists,
Automatic; Hoists, Inside Elevators; Hoists, Sewer Dragging Machine;
Hoists, Tugger Single Drum; Laser Screed; Rock Drill (Self-Propelled);
Rock Drill (Truck Mounted); Rollers, All; Steam Generators; Tractors,
All; Tractor Drawn Vibratory Roller; Winch Trucks with "A" Frame.
Class 3. Air Compressor; Combination Small Equipment Operator;
Generators; Heaters, Mechanical; Hoists, Inside Elevators (remodeling
or renovation work); Hydraulic Power Units (Pile Driving, Extracting,
and Drilling); Pumps, over 3" (1 to 3 not to exceed a total of 300
ft.); Low Boys; Pumps, Well Points; Welding Machines (2 through 5);
Winches, 4 Small Electric Drill Winches.
Class 4. Bobcats and/or other Skid Steer Loaders; Oilers; and Brick
Forklift.
Class 5. Assistant Craft Foreman.
Class 6. Gradall.
Class 7. Mechanics; Welders.
OPERATING ENGINEERS - HIGHWAY CONSTRUCTION
Class 1. Asphalt Plant; Asphalt Heater and Planer Combination; Asphalt
Heater Scarfire; Asphalt Spreader; Autograder/GOMACO or other similar
type machines: ABG Paver; Backhoes with Caisson Attachment; Ballast
Regulator; Belt Loader; Caisson Rigs; Car Dumper; Central Redi-Mix
Plant; Combination Backhoe Front Endloader Machine, (1 cu. yd. Backhoe
Bucket or over or with attachments); Concrete Breaker (Truck
Mounted); Concrete Conveyor; Concrete Paver over 27E cu. ft.; Concrete
Placer; Concrete Tube Float; Cranes, all attachments; Cranes, Tower
Cranes of all types: Creter Crane: Spider Crane; Crusher, Stone, etc.;
Derricks, All; Derrick Boats; Derricks, Traveling; Dredges;
Elevators, Outside type Rack & Pinion and Similar Machines; Formless
Curb and Gutter Machine; Grader, Elevating; Grader, Motor Grader,
Motor Patrol, Auto Patrol, Form Grader, Pull Grader, Subgrader; Guard
Rail Post Driver Truck Mounted; Hoists, One, Two and Three Drum; Heavy
Duty Self-Propelled Transporter or Prime Mover; Hydraulic Backhoes;
143
Backhoes with shear attachments up to 40' of boom reach; Lubrication
Technician; Manipulators; Mucking Machine; Pile Drivers and Skid Rig;
Pre-Stress Machine; Pump Cretes Dual Ram; Rock Drill - Crawler or Skid
Rig; Rock Drill - Truck Mounted; Rock/Track Tamper; Roto Mill
Grinder; Slip-Form Paver; Snow Melters; Soil Test Drill Rig (Truck
Mounted); Straddle Buggies; Hydraulic Telescoping Form (Tunnel);
Operation of Tieback Machine; Tractor Drawn Belt Loader; Tractor
Drawn Belt Loader (with attached pusher - two engineers); Tractor with
Boom; Tractaire with Attachments; Traffic Barrier Transfer Machine;
Trenching; Truck Mounted Concrete Pump with Boom; Raised or Blind Hole
Drills (Tunnel Shaft); Underground Boring and/or Mining Machines 5
ft. in diameter and over tunnel, etc; Underground Boring and/or Mining
Machines under 5 ft. in diameter; Wheel Excavator; Widener (APSCO).
Class 2. Batch Plant; Bituminous Mixer; Boiler and Throttle Valve;
Bulldozers; Car Loader Trailing Conveyors; Combination Backhoe Front
Endloader Machine (Less than 1 cu. yd. Backhoe Bucket or over or with
attachments); Compressor and Throttle Valve; Compressor, Common
Receiver (3); Concrete Breaker or Hydro Hammer; Concrete Grinding
Machine; Concrete Mixer or Paver 7S Series to and including 27 cu.
ft.; Concrete Spreader; Concrete Curing Machine, Burlap Machine,
Belting Machine and Sealing Machine; Concrete Wheel Saw; Conveyor Muck
Cars (Haglund or Similar Type); Drills, All; Finishing Machine Concrete; Highlift Shovels or Front Endloader; Hoist - Sewer Dragging
Machine; Hydraulic Boom Trucks (All Attachments); Hydro-Blaster; Hydro
Excavating (excluding hose work); Laser Screed; All Locomotives,
Dinky; Off-Road Hauling Units (including articulating) Non
Self-Loading Ejection Dump; Pump Cretes: Squeeze Cretes - Screw Type
Pumps, Gypsum Bulker and Pump; Roller, Asphalt; Rotary Snow Plows;
Rototiller, Seaman, etc., self-propelled; Self-Propelled Compactor;
Spreader - Chip - Stone, etc.; Scraper - Single/Twin Engine/Push and
Pull; Scraper - Prime Mover in Tandem (Regardless of Size); Tractors
pulling attachments, Sheeps Foot, Disc, Compactor, etc.; Tug Boats.
Class 3. Boilers; Brooms, All Power Propelled; Cement Supply Tender;
Compressor, Common Receiver (2); Concrete Mixer (Two Bag and Over);
Conveyor, Portable; Farm-Type Tractors Used for Mowing, Seeding, etc.;
Forklift Trucks; Grouting Machine; Hoists, Automatic; Hoists, All
Elevators; Hoists, Tugger Single Drum; Jeep Diggers; Low Boys; Pipe
Jacking Machines; Post-Hole Digger; Power Saw, Concrete Power Driven;
Pug Mills; Rollers, other than Asphalt; Seed and Straw Blower; Steam
Generators; Stump Machine; Winch Trucks with "A" Frame; Work Boats;
Tamper-Form-Motor Driven.
Class 4. Air Compressor; Combination - Small Equipment Operator;
Directional Boring Machine; Generators; Heaters, Mechanical; Hydraulic
Power Unit (Pile Driving, Extracting, or Drilling); Light Plants, All
(1 through 5); Pumps, over 3" (1 to 3 not to exceed a total of 300
ft.); Pumps, Well Points; Vacuum Trucks (excluding hose work); Welding
Machines (2 through 5); Winches, 4 Small Electric Drill Winches.
Class 5. SkidSteer Loader (all); Brick Forklifts; Oilers.
Class 6. Field Mechanics and Field Welders
Class 7. Dowell Machine with Air Compressor; Gradall and machines of
like nature.
144
OPERATING ENGINEERS - FLOATING
Diver. Diver Wet Tender, Diver Tender, ROV Pilot, ROV Tender
SURVEY WORKER - Operated survey equipment including data collectors,
G.P.S. and robotic instruments, as well as conventional levels and
transits.
TRAFFIC SAFETY - work associated with barricades, horses and drums
used to reduce lane usage on highway work, the installation and
removal of temporary lane markings, and the installation and removal
of temporary road signs.
TRUCK DRIVER - BUILDING, HEAVY AND HIGHWAY CONSTRUCTION
Class 1. Two or three Axle Trucks. A-frame Truck when used for
transportation purposes; Air Compressors and Welding Machines,
including those pulled by cars, pick-up trucks and tractors;
Ambulances; Batch Gate Lockers; Batch Hopperman; Car and Truck
Washers; Carry-alls; Fork Lifts and Hoisters; Helpers; Mechanics
Helpers and Greasers; Oil Distributors 2-man operation; Pavement
Breakers; Pole Trailer, up to 40 feet; Power Mower Tractors;
Self-propelled Chip Spreader; Skipman; Slurry Trucks, 2-man
operation; Slurry Truck Conveyor Operation, 2 or 3 man; Teamsters;
Unskilled Dumpman; and Truck Drivers hauling warning lights,
barricades, and portable toilets on the job site.
Class 2. Four axle trucks; Dump Crets and Adgetors under 7 yards;
Dumpsters, Track Trucks, Euclids, Hug Bottom Dump Turnapulls or
Turnatrailers when pulling other than self-loading equipment or
similar equipment under 16 cubic yards; Mixer Trucks under 7 yards;
Ready-mix Plant Hopper Operator, and Winch Trucks, 2 Axles.
Class 3. Five axle trucks; Dump Crets and Adgetors 7 yards and over;
Dumpsters, Track Trucks, Euclids, Hug Bottom Dump Turnatrailers or
turnapulls when pulling other than self-loading equipment or similar
equipment over 16 cubic yards; Explosives and/or Fission Material
Trucks; Mixer Trucks 7 yards or over; Mobile Cranes while in transit;
Oil Distributors, 1-man operation; Pole Trailer, over 40 feet; Pole
and Expandable Trailers hauling material over 50 feet long; Slurry
trucks, 1-man operation; Winch trucks, 3 axles or more;
Mechanic--Truck Welder and Truck Painter.
Class 4. Six axle trucks; Dual-purpose vehicles, such as mounted
crane trucks with hoist and accessories; Foreman; Master Mechanic;
Self-loading equipment like P.B. and trucks with scoops on the front.
TERRAZZO FINISHER
The handling of sand, cement, marble chips, and all other materials
that may be used by the Mosaic Terrazzo Mechanic, and the mixing,
grinding, grouting, cleaning and sealing of all Marble, Mosaic, and
Terrazzo work, floors, base, stairs, and wainscoting by hand or
machine, and in addition, assisting and aiding Marble, Masonic, and
Terrazzo Mechanics.
Other Classifications of Work:
145
For definitions of classifications not otherwise set out, the
Department generally has on file such definitions which are available.
If a task to be performed is not subject to one of the
classifications of pay set out, the Department will upon being
contacted state which neighboring county has such a classification and
provide such rate, such rate being deemed to exist by reference in
this document. If no neighboring county rate applies to the task,
the Department shall undertake a special determination, such special
determination being then deemed to have existed under this
determination. If a project requires these, or any classification not
listed, please contact IDOL at 217-782-1710 for wage rates or
clarifications.
LANDSCAPING
Landscaping work falls under the existing classifications for laborer,
operating engineer and truck driver. The work performed by landscape
plantsman and landscape laborer is covered by the existing
classification of laborer. The work performed by landscape operators
(regardless of equipment used or its size) is covered by the
classifications of operating engineer. The work performed by
landscape truck drivers (regardless of size of truck driven) is
covered by the classifications of truck driver.
MATERIAL TESTER & MATERIAL TESTER/INSPECTOR I AND II
Notwithstanding the difference in the classification title, the
classification entitled "Material Tester I" involves the same job
duties as the classification entitled "Material Tester/Inspector I".
Likewise, the classification entitled "Material Tester II" involves
the same job duties as the classification entitled "Material
Tester/Inspector II".
146
2015 Accounts Payable Schedule
Paperwork to Finance By:
Payout Date
December 26, 2014
January 9, 2015
January 9, 2015
January 23, 2015
January 23, 2015
February 6, 2015
February 6, 2015
February 20, 2015
February 20, 2015
March 6, 2015
March 6, 2015
March 20, 2015
March 20, 2015
April 3, 2015
April 3, 2015
April 17,2015
April 17,2015
May 1, 2015
May 1, 2015
May 15, 2015
May 15, 2015
May 29, 2015
May 29, 2015
June 12, 2015
June 12, 2015
June 26, 2015
June 26, 2015
July 10, 2015
July 10, 2015
July 24, 2015
July 24, 2015
August 7, 2015
August 7, 2015
August 21, 2015
August 21, 2015
September 4, 2015
September 4, 2015
September 18, 2015
September 18, 2015
October 2, 2015
October 2, 2015
October 16, 2015
October 16, 2015
October 30, 2015
October 30, 2015
November 13, 2015
November 13, 2015
November 25, 2015
November 25, 2015
December 11, 2015
December 11, 2015
December 23, 2015
December 23, 2015
January 8, 2016
147
NOISE ORDINANCE
Day / Hours
Old Ordinance
New Ordinance
Weekdays, Saturday
Sunrise – Sunset
7:00 a.m. – 8:00 p.m.
Sunday
9:00 a.m. – 6:00 p.m.
10:00 a.m. – 6:00 p.m.
Legal Holidays
-------------------------
10:00 a.m. – 6:00 p.m.
10/11/00
148
City of Elgin, Illinois
Certification Requirements
Please submit all required forms and documentation, fully completed and signed,
with your proposal. No proposal will be accepted without this information.
1.
To assure compliance with the City of Elgin’s Affirmative Action Ordinance, all contractors and
vendors. Herein referred to as “bidders”, are requested to submit the following information:
a. Workforce analysis using the enclosed Bidder’s Employee Utilization form.
b. Provide the information required in Item #3 on the employee utilization form if the answer to
Question # 2 on the form is “Yes”.
c. Provide a written commitment outlining the steps that the bidder plans to take in the area of
recruitment and promotion of minorities and females to assure equal employment opportunity.
(A copy of the bidder’s affirmative action plan may be submitted in lieu of this requirement.)
2.
To assure compliance with the City of Elgin’s Sexual Harassment Ordinance, all bidders must
submit a signed sexual harassment form enclosed with the Invitation to Bid.
3.
The undersigned certifies that the offerer is not delinquent in the payment of any tax administered
by the Illinois Department of Revenue unless there is a pending proceeding contesting the tax.
4.
The undersigned certifies that the offerer is not barred from offering on this solicitation as a result
of a conviction for the violation of State law prohibiting bid-rigging or bid-rotating.
5.
The successful bidder agrees that upon acceptance by the City of Elgin, the executed Invitation to
Bid along with all instructions, conditions, and specifications attached thereto constitute a binding
contract which may be enforced by the city.
Signature / Title
Company Name
Address
Phone Number
Email Address
FEIN No.
149
____________________________
____________________________
____________________________
____________________________
____________________________
____________________________
____________________________
City of Elgin, Illinois
Equal Employment Written Commitment Guideline
The written commitment required in Item #4 of the Bidder’s Employee Utilization Form shall:
1.
Set out the name and phone number of the bidder’s Equal Employment Officer.
2.
Clearly identify the bidder’s recruitment area and the percentage of minorities and females in the
area’s population and labor force.
3.
Set out what the bidder has done and has set as a goal to ensure the recruitment of minority and
female employees.
4.
Set out the bidder’s specific goals to recruit minorities and females for training programs or other
similar opportunities available through the bidder’s organization.
5.
Indicate bidder’s consent to submit to the City of Elgin, upon request, statistical data concerning
its employee composition and recruitment efforts anytime during the term of the contract.
6.
Show bidder’s consent to distribute copies of the written commitment to all persons who
participate in recruitment, screening, referral, and selection and hiring of job applicants for the
bidder.
7.
Clearly show that the bidder shall require all subcontractors, if any, to submit a written
commitment complying with the above requirements of their affirmative action plan to the City of
Elgin.
8.
Clearly state the bidder agrees that:
“Bidder (company name) shall not discriminate against any employee or applicant on the basis of
race, color, religion, sex, national origin, age, place of birth, ancestry, marital status, or disability
(physical or mental) which will not interfere with the performance of the job in question.”
Description of Groups for Classification Purposes
White:
all persons having origins in Europe, North America, or the Middle East
Black:
all persons having origins in any of the Black racial groups of Africa
Hispanic:
all persons of Mexican, Puerto Rican, Cuban, Central South American, or other
Spanish culture or origin, regardless of race
Asian American:
all persons having origins in the Far East, Southeast Asia, the Indian
subcontinent, or the Pacific Islands
American Indian:
all persons having origins in any of the original peoples of North America and
who maintain cultural identification through tribal affiliation or community
recognition
150
City of Elgin, Illinois
Sexual Harassment - - Policies and Programs
Effective July 1, 1993, every party to any contract with the City of Elgin and every eligible
bidder is required to have written sexual harassment policies that include, at a minimum, the
following information:







the illegality of sexual harassment
the definition of sexual harassment under state law
a description of sexual harassment, utilizing examples
a vendor’s internal complaint process including penalties and a description of the means by
which complaining parties may complain directly to management personnel other than the
alleged harassing individual
the legal recourse, investigative and complaint process available through the Illinois
Department of Human Rights, and the Illinois Human Rights Commission
directions on how to contact the department and commission
protection against retaliation as provided by Section 6-101 of the Human Rights Act
I hereby affirm that the organization which I represent has in place sexual harassment
policies which include the required information set forth above, and I hereby agree to
furnish the City of Elgin - Human Resources Department with a copy of these policies if
they so request.
Signature/Title
Company
Date
____________________
____________________
____________________
Sexual harassment is defined as follows:
“Sexual harassment” means any unwelcome sexual advances or requests for sexual favors or any
conduct of a sexual nature when (1) submission to such conduct is made either explicitly or
implicitly a term or condition of an individual’s employment, (2) submission to or rejection of
such conduct by an individual is used as a basis for employment decisions affecting such
individual, or (3) such conduct has the purpose or effect of substantially interfering with an
individual’s work performance or creating an intimidating, hostile, or offensive working
environment.
Any questions by contracting parties or eligible bidders concerning compliance with these
requirements should be directed to the City of Elgin - Human Resources Department at (847)
931-5607.
151
The undersigned, on behalf of the undersigned company, hereby agrees to fully indemnify
and hold the City of Elgin harmless from any and all liability, loss or damage including
costs of defense or claim, demands, costs of judgment against it arising from any complaint
based on unlawful harassment and/or employment action, including, but not limited to
termination, based on any protected category as provided by law, including, but not limited
to, sexual harassment resulting from the act of any member of my organization in the
performance of this contract.
Signature/Title
Company
Date
_______________________
_______________________
_______________________
152
City of Elgin, Illinois
BIDDER’S EMPLOYEE UTILIZATION FORM
This report is required by the City of Elgin and must be submitted before the contract can be awarded.
Chapter 3.12.1000 Affirmative Action - City Contracts
1.
Name and Address of Bidder
_______________________
_______________________
_______________________
JOB CATEGORIES
Example: Managers
Total
Employees
18
Description of Project
_______________________
_______________________
_______________________
Whites
Blacks
Hispanics
M / F
M / F
M
3/5
3/2
4/0
/
F
Asians or
Pacific
Islanders
M / F
0 /1
American
Indians
M
/
0/0
Minority
(M & F)
%
Female (All
Categories)
%
55.6%
(10/18)
44.4%
(8/18)
F
TOTALS
Signature of Company Official
2.
Title
Telephone Number
Have you ever been awarded a bid by the City of Elgin?
____ Yes
Date Signed
Page ___
of ___
____ No
3.
If the answer to question #2 is Yes, please submit a copy of the Employee Utilization Form that was
submitted with your last successful bid along with a fully completed copy of this form.
4.
Please submit, according to the guideline provided in the attached document, a written commitment to
provide equal employment opportunity. An Employee Utilization Form is required for any subcontractors.
NOTE: In the event that a contractor or vendor, etc., fails to comply with the fair employment and affirmative action provisions of the City
of Elgin, the City amongst other actions may cancel, terminate, or suspend the contract in whole or in part.
153
CITY OF ELGIN, ILLINOIS
RESPONSIBLE BIDDER AFFIDAVIT
State of ______________ ss.
County of _____________
___________________________________, being first duly sworn, hereby deposes and states:
(1)
That s/he is the _____________________________________ of the party making
the bid (the “bidder”) of which this affidavit is a part thereof.
(2)
That the bidder has a valid federal employer tax identification number, or if an
individual, a valid social security number, such number being as follows: __________________.
(3)
That the bidder agrees to and shall comply with the Equal Opportunity Employer
provisions of Section 2000e of Chapter 21, Title 42 of the United States Code and Federal
Executive Order Number 11246, as amended, by Executive Order 11375, and has and shall
comply with the Equal Opportunity Employer provisions of the Elgin Municipal Code, Section
3.12.100, as amended.
(4)
That bidder has the insurance coverage as set forth in the bid specifications
including general liability, workers’ compensation, completed operations, automobile, hazardous
occupations and products liability. Copies of certificates of insurance indicating such insurance
coverages are attached.
(5)
That bidder has a written sexual harassment policy in compliance with the
provisions of the Illinois Human Rights Act (775 ILCS 5/2-105(A)(4), as amended). A copy of
bidder’s written sexual harassment policy is attached.
(6)
That bidder hereby certifies that it shall comply with the provisions of the Illinois
Prevailing Wage Act (820 ILCS 130/0.01 et seq., as amended).
(7)
That the bidder hereby certifies: [check all that apply]

______
bidder has not received any notices of violations of the Illinois
Prevailing Wage Act (820 ILCS 130/0.01 et seq.)

______
in the event any such notice has been received by bidder, a copy of
any such notice is attached hereto

______
in the event that bidder has received such a notice, any
documentation demonstrating the resolution of any such notice is
attached hereto

______
for each such notice received by bidder, the matter has been
resolved as follows:
________________________________________________
________________________________________________
154
(8)
As a condition of the agreement for the project, bidder shall have in place a written
substance abuse prevention program which meets or exceeds the program requirements of the
Substance Abuse Prevention on Public Works Act (820 ILCS 265/1 et seq., as amended). A copy
of such policy shall be provided to the city’s purchasing director prior to the entry into and
execution of the agreement for the project.
(9)
Bidder represents and warrants that it has relevant experience that indicates the
necessary capacity to perform the project and adequate references verifying the quality of work
performed. Relevant experience of the bidder includes the following projects:
__________________________________________________________________
__________________________________________________________________
__________________________________________________________________
__________________________________________________________________
Bidder’s references verifying the quality of the work performed on such projects are as follows:
__________________________________________________________________
__________________________________________________________________
__________________________________________________________________
__________________________________________________________________
(10) For city construction projects (construction of new city facilities, renovation of an
existing facility, or city road construction projects) over fifty thousand dollars ($50,000) bidder
hereby certifies, represents and warrants that it participates in an apprentice and training programs
applicable to the work to be performed on the project which are approved by and registered with
the United States Department of Labor Office of Apprenticeship and Training or are a reasonable
equivalent to such programs. Evidence of such participation is hereby attached:
_______ Yes
_______ No
_______ Not applicable to this project
(check response which applies)
(11) For city construction projects (construction of new city facilities, renovation of
existing facilities or city road construction projects) bidder must demonstrate a good faith effort
toward providing equal employment opportunities for persons to work as craftspersons, laborers,
workers or mechanics consistent with the racial, ethnic and gender demographics of the labor
force available in the Illinois Department of Employment Security Chicago-Naperville-Joliet
Metropolitan Division which consists of Cook DeKalb, DuPage, Grundy, Kane, Kendall,
McHenry and Will counties. The following is bidder’s description of bidder’s good-faith efforts
toward providing such equal employment opportunities:
__________________________________________________________________
__________________________________________________________________
__________________________________________________________________
__________________________________________________________________
__________________________________________________________________
155
Signature of bidder, if an individual:
Signature of bidder, if a partnership:
________________________________
______________________________
Partner (indicate General or Limited)
Signature of bidder, if a corporation:
Signature of bidder, if a limited liability
company:
_________________________________
President
______________________________
Member or Manager
Subscribed and sworn to before me this
______ day
_________________________________
Secretary
of _______________________, 20_____.
My Commission expires: _____________
FOR CITY PURCHASING DEPARTMENT ONLY:
Attachments - Insurance certificates: ________
Bidder’s sexual harassment policy: ________
Bidder’s substance abuse prevention program: ________
If applicable, Illinois Prevailing Wage Act violation notice(s): _____
If applicable, documentation resolving IPWA violation notice(s): _____
If applicable, apprenticeship and training program documentation: _____
156
Proposal
Route
County
Local Agency
Section
RETURN WITH BID
Kane
City of Elgin
1. Proposal of
for the improvement of the above section by the construction of
3.9 acres of tree removal, dual box culvert removal and replacement,
2,700’ of water main, 1,700’ of sanitary sewer, 5,400’ of storm sewer, 1.2 miles of new HMA roadway , 34,000 SF of sidewalk, street
lights, HMA bike path, and 11 acres of restoration
distance of
6,600
feet ,(
a total distance of
1.25
2. The plans for the proposed work are those prepared by
feet, of which a
6,600
miles) are to be improved.
Engineering Enterprises, Inc.
and approved by the City of Elgin Engineering Div.
3. The specifications referred to herein are those prepared by the City of Elgin and designated as “Standard Specifications
for Road and Bridge Construction” and the “Supplemental Specifications and Recurring Special
Provisions” thereto,
adopted and in effect on the date of invitation for bids.
4. The undersigned agrees to accept, as part of the contract, the applicable Special Provisions indicated on the “Check
Sheet for Recurring Special Provisions” contained in this proposal.
5. The undersigned agrees to complete the work within
working days or by
unless additional time is granted in accordance with the specifications.
November 18, 2016
6. A proposal guaranty in the proper amount, as specified in BLRS Special Provision for Bidding Requirements and
Conditions for contract Proposals, will be required. Bid Bonds
will
will not
be allowed as proposal
guaranties. Accompanying this proposal is either a bid bond if allowed, on Department form BLR 5708 or a proposal
To the City of Elgin
guaranty check, complying with the specifications, made payable to:
(
the amount of the check is
5%
)
7. In the event that one proposal guaranty check is intended to cover two or more proposals, the amount must be equal to
the sum of the proposal guaranties, which would be required for each individual proposal. If the proposal guaranty check
is placed in another proposal, it will be found in the proposal for: Section Number
.
8. If this proposal is accepted and the undersigned fails to execute a contract and contract bond as required, it is hereby
agreed that the Bid Bond or check shall be forfeited to the Awarding Authority.
9. Each pay item should have a unit price and a total price. If no total price is shown or if there is a discrepancy between the
product of the unit price multiplied by the quantity, the unit price shall govern. If a unit price is omitted, the total price will be
divided by the quantity in order to establish a unit price.
10. A bid will be declared unacceptable if neither a unit price nor a total price is shown.
11. The undersigned firm certifies that it has not been convicted of bribery or attempting to bribe an officer or employee of the
State of Illinois, nor has the firm made an admission of guilt of such conduct which is a matter of record, nor has an official,
agent, or employee of the firm committed bribery or attempted bribery on behalf of the firm and pursuant to the
direction
or authorization of a responsible official of the firm. The undersigned firm further certifies that it is not barred from
contracting with any unit of State or local government as a result of a violation of State laws prohibiting bid-rigging or bidrotating.
12. The undersigned submits herewith the schedule of prices on BLR 5706 covering the work to be performed under this
contract.
157
BLR 5705 (10/01)
Material Proposal
Schedule of Prices
BASE BID
Item
No.
Items
Unit
Quantity
1
TREE REMOVAL, ACRES
ACRE
4.31
2
TREE REMOVAL (6 TO 15 UNITS DIAMETER)
UNIT
209
3
TREE REMOVAL (OVER 15 UNITS DIAMETER)
UNIT
172
4
TREE ROOT PRUNING
EACH
8
5
PAVEMENT REMOVAL
SQ YD
1866
6
SIDEWALK REMOVAL
SQ FT
956
7
SIDEWALK REMOVAL AND REPLACEMENT (SPECIAL)
SQ FT
363
8
COMBINATION CURB AND GUTTER REMOVAL
FOOT
968
9
GUARDRAIL REMOVAL
FOOT
240
10
REMOVAL OF EXISTING LIGHTING UNIT, SALVAGE
EACH
2
11
LIGHTING FOUNDATION REMOVAL
EACH
2
12
STORM SEWER REMOVAL
FOOT
162
13
STORM STRUCTURE REMOVAL
EACH
5
14
STORM STRUCTURE TO BE RELOCATED
EACH
1
15
STRUCTURE TO BE CLEANED (NOT ADJUSTED OR RECONSTRUCTED)
EACH
9
16
EARTH EXCAVATION
CU YD
12361
17
POROUS GRANULAR EMBANKMENT (SPECIAL)
TON
14722
18
GEOTECHNICAL FABRIC FOR GROUND STABILIZATION
SQ YD
55309
19
TOPSOIL STRIP
SQ YD
76637
20
TOPSOIL PLACEMENT, 4"
SQ YD
51304
21
EXPLORATORY TRENCH
EACH
16
22
SEEDING, CLASS 1A
ACRE
3.38
23
SEEDING, CLASS 4A
ACRE
7.22
24
NITROGEN FERTILIZER NUTRIENT
POUND
867
25
PHOSPHORUS FERTILIZER NUTRIENT
POUND
867
26
POTASSIUM FERTILIZER NUTRIENT
POUND
867
27
EROSION CONTROL BLANKET
SQ YD
46640
28
STABILIZED CONSTRUCTION ENTRANCE
EACH
2
29
TEMPORARY FENCE
FOOT
600
30
TEMPORARY EROSION CONTROL SEEDING
POUND
1583
31
TEMPORARY DITCH CHECKS
EACH
14
32
ROCK CHECK DAM
EACH
1
33
PERIMETER EROSION BARRIER
FOOT
14720
158
Unit
Price
Total
Material Proposal
Schedule of Prices
BASE BID
Item
No.
Items
Unit
Quantity
34
INLET AND PIPE PROTECTION
EACH
70
35
STONE RIPRAP, CLASS A3
SQ YD
100
36
FILTER FABRIC
SQ YD
100
37
GABIONS
CU YD
55
38
DUST CONTROL - MECHANICAL SWEEPING
EACH
52
39
DUST CONTROL - WATERING WITH CALCIUM CHLORIDE
UNIT
26
40
HOT-MIX ASPHALT SURFACE REMOVAL, 2.5"
SQ YD
1,828
41
HOT-MIX ASPHALT SURFACE REMOVAL - BUTT JOINT
SQ YD
89
42
CLASS D PATCHES, 6"
SQ YD
263
43
AGGREGATE BASE COURSE, TYPE B, 8" (BIKE PATH)
SQ YD
2,518
44
SUB-BASE GRANULAR MATERIAL, TYPE B 6"
SQ YD
24,146
45
HOT-MIX ASPHALT BASE COURSE, 4 1/2"
SQ YD
24,146
46
BITUMINOUS MATERIALS (PRIME COAT) SS-1
GALLON
10,360
47
AGGREGATE (PRIME COAT)
TON
81
48
LEVEL BINDER (MACHINE METHOD), N50
TON
101
49
HOT-MIX ASPHALT BINDER COURSE, IL-19.0, N50
TON
4,178
50
HOT-MIX ASPHALT SURFACE COURSE, MIX "D", N50
TON
2,681
51
PROTECTIVE COAT
SQ YD
12,690
52
COMBINATION CONCRETE CURB AND GUTTER, TYPE B-6.12
FOOT
407
53
COMBINATION CONCRETE CURB AND GUTTER, TYPE B-6.18
FOOT
21,386
54
PORTLAND CEMENT CONCRETE SPLASH PAD, SPECIAL
SQ FT
9,191
55
CONCRETE MEDIAN SURFACE, 6 INCH
SQ FT
304
56
PORTLAND CEMENT CONCRETE DRIVEWAY PAVEMENT, 8 INCH
SQ YD
66
57
TURFSTONE PAVERS
SQ YD
79
58
PORTLAND CEMENT CONCRETE SIDEWALK, 5 INCH
SQ FT
33,725
59
DETECTABLE WARNINGS
SQ FT
320
60
NICOR TRANSMISSION MAIN TEMPORARY CROSSING
EACH
1
61
PORTLAND CEMENT CONCRETE PAD, 8 INCH (NICOR MAIN
PROTECTION)
SQ YD
89
62
VACUUM EXCAVATION (NICOR TRANSMISSION MAIN CROSSINGS)
EACH
3
63
FOUNDATION MATERIAL
CU YD
168
64
UTILITY STRUCTURE UNDERCUT
CU YD
63
65
NON-PRESSURE CONNECTION (TO EXISTING 8-INCH WATER MAIN)
EACH
2
66
NON-PRESSURE CONNECTION (TO EXISTING 16-INCH WATER MAIN)
EACH
1
159
Unit
Price
Total
Material Proposal
Schedule of Prices
BASE BID
Item
No.
Items
Unit
Quantity
67
PRESSURE CONNECTION (TO EXISTING 8-INCH WATER MAIN)
EACH
1
68
DUCTILE IRON WATER MAIN 8"
FOOT
2,455
69
DUCTILE IRON WATER MAIN 12"
FOOT
2,309
FOOT
56
FOOT
66
70
71
STEEL CASING PIPE, AUGER BORING AND JAKING, 20" DIAMETER,
0.281" WALL THICKNESS (WM NOT INCLUDED)
STEEL CASING PIPE, WATER MAIN PROTECTION, 20" DIAMETER, 0.281"
WALL THICKNESS (WM NOT INCLUDED)
72
POLYETHYLENE WRAP (8" DIP)
FOOT
2,455
73
POLYETHYLENE WRAP (12" DIP)
FOOT
2,309
74
GATE VALVE, 8-INCH
EACH
5
75
PRESSURE REDUCING VALVE, 8-INCH
EACH
1
76
GATE VALVE, 12-INCH
EACH
2
77
VALVE VAULT 4' DIAMETER
EACH
6
78
VALVE VAULT 5' DIAMETER
EACH
2
79
DUCTILE IRON FITTINGS
POUND
2,252
80
FIRE HYDRANT ASSEMBLY, COMPLETE
EACH
16
81
WATER SERVICE
EACH
1
82
WATER MAIN TESTING - PRESSURE AND DISCONNECTION
L SUM
1
83
FIRE HYDRANTS TO BE RELOCATED
EACH
5
84
FIRE HYDRANTS TO BE ADJUSTED
EACH
1
85
VALVE VAULT TO BE RECONSTRUCTED
EACH
3
86
VALVE VAULTS TO BE ADJUSTED, SPECIAL
EACH
6
87
FIELD TILE CONNECTION WITH TY A INLET
EACH
12
88
FIELD TILE 6"
FOOT
240
FIELD TILE STORM SEWER CONNECTION
EACH
12
EACH
3
EACH
3
EACH
1
89
90
91
92
PRECAST REINFORCED CONCRETE FLARED END SECTIONS, 12"
W/GRATE
PRECAST REINFORCED CONCRETE FLARED END SECTIONS, 24"
W/GRATE
PRECAST REINFORCED CONCRETE FLARED END SECTIONS, 30"
W/GRATE
93
12" PERFORATED ADS N-12 STORM SEWERS
FOOT
900
94
12" PVC C-900 STORM SEWERS
FOOT
232
95
12" RCP STORM SEWERS
FOOT
1,554
96
15" RCP STORM SEWERS
FOOT
860
97
18" RCP STORM SEWERS
FOOT
247
98
21" RCP STORM SEWERS
FOOT
179
99
24" RCP STORM SEWERS
FOOT
400
160
Unit
Price
Total
Material Proposal
Schedule of Prices
BASE BID
Item
No.
Items
Unit
Quantity
100
30" RCP STORM SEWERS
FOOT
1,036
101
CATCH BASIN TYPE A, 4' DIA, OPEN BOTTOM
EACH
59
102
STORM MANHOLE, 4' DIAMETER
EACH
12
103
STORM MANHOLE, 5' DIAMETER
EACH
2
104
STORM MANHOLE, 6' DIAMETER
EACH
7
105
NEENAH R-1712-C/390 LBS/CONCEALED PICK HOLES
EACH
52
106
NEENAH R-3065-A FR/OPEN BOX (SAG)
EACH
3
107
NEENAH R-3065-L FR/OPEN BOX (VANED)
EACH
49
108
NEENAH R-3506-A2 FRAME AND GRATE (DEPRESSED)
EACH
5
109
NEENAH R-4349-D GRATE (DITCH)
EACH
6
110
NEENAH R-1564 FRAME AND LID (PRV)
EACH
1
111
CATCH BASINS TO BE ADJUSTED, SPECIAL
EACH
9
112
CATCH BASIN TO BE RECONSTRUCTED
EACH
3
113
MANHOLES TO BE ADJUSTED, SPECIAL
EACH
4
114
MANHOLE TO BE RECONSTRUCTED
EACH
1
115
SANITARY MANHOLES TO BE ADJUSTED, SPECIAL
EACH
4
116
TYPE A SANITARY MANHOLE, 4' DIAMETER
FOOT
7
117
SEWER CONSTRUCTION - PIPE SEWERS, 8" SDR-21
FOOT
29
118
SEWER CONSTRUCTION - PIPE SEWERS, 24" SDR-21
FOOT
742
119
SEWER CONSTRUCTION - PIPE SEWERS, 24" SDR-26
FOOT
497
120
SEWER CONSTRUCTION - PIPE SEWERS, 24" C-905
FOOT
397
121
SIGN PANEL - TYPE 1
SQ FT
144
122
TELESCOPING STEEL SIGN SUPPORT
FOOT
459
123
BASE FOR TELESCOPING STEEL SIGN SUPPORT
EACH
30
124
DETECTOR LOOP REPLACEMENT
FOOT
101
125
PORTLAND CEMENT CONCRETE TEMPORARY PAVEMENT, 4 INCH
SQ YD
840
126
SHORT TERM PAVEMENT MARKING
FOOT
1,050
127
WORK ZONE PAVEMENT MARKING REMOVAL
SQ FT
347
128
EPOXY PAVEMENT MARKING - LETTERS AND SYMBOLS
SQ FT
214
129
EPOXY PAVEMENT MARKING - LINE 4"
FOOT
3,147
130
EPOXY PAVEMENT MARKING - LINE 6"
FOOT
644
131
EPOXY PAVEMENT MARKING - LINE 12"
FOOT
192
132
EPOXY PAVEMENT MARKING - LINE 24"
FOOT
65
161
Unit
Price
Total
Material Proposal
Schedule of Prices
BASE BID
Item
No.
Items
Unit
Quantity
133
ELECTRIC SERVICE INSTALLATION
EACH
1
UNDERGROUND CONDUIT, PVC, 4" DIA.
FOOT
229
FOOT
4,427
FOOT
7,815
134
135
136
UNIT DUCT, 600V, 2-1C NO.6, 1/C NO.8 GROUND, (XLP-TYPE USE), 1"
DIA. POLYETHYLENE
UNIT DUCT, 600V, 2-1C NO.2, 1/C NO.4 GROUND, (XLP-TYPE USE), 1 1/4"
DIA. POLYETHYLENE
137
LIGHT CONTROLLER, BASE MOUNTED, 240VOLT, 100AMP
EACH
1
138
LIGHTING UNIT COMPLETE, SPECIAL
EACH
65
139
REMOVAL OF EXISTING STRUCTURES
EACH
1
140
STRUCTURE EXCAVATION
CU YD
838
141
CONCRETE STRUCTURES
CU YD
86.8
142
STUD SHEAR CONNECTORS
EACH
265
143
REINFORCEMENT BARS, EPOXY COATED
POUND
22,890
144
NAME PLATES
EACH
1
145
CONCRETE BOX CULVERTS
CU YD
62.7
146
PRECAST CONCRETE BOX CULVERT 8' X 4'
FOOT
312
147
GEOCOMPOSITE WALL DRAIN
SQ YD
105
148
DRILLING AND SETTING SOLDIER PILES (IN SOIL)
CU FT
5,768
149
FLOW DIVERSION (CULVERT)
LSUM
1
150
GRANULAR BACK FILL FOR STRUCTURES (CULVERT)
TON
620
151
UNTREATED LIMBER LAGGING
SQ FT
2,204
152
FURNISHING SOLDIER PILES (W SECTION)
FOOT
940
153
UNDERWATER STRUCTURE EXCAVATION PROTECTION - LOCATION 1
EACH
1
154
UNDERWATER STRUCTURE EXCAVATION PROTECTION - LOCATION 2
EACH
1
155
ORNAMENTAL METAL FENCE
FOOT
256
156
ARCHITECTURAL FORM LINER
SQ FT
2,846
157
ANTI-GRAFFITI COATING
SQ FT
2,368
158
ACER SACCHARUM (SUGAR MAPLE), 3" CALIPER, BALLED AND
BURLAPPED
EACH
55
159
GINKGO BILOBA (GINKGO), 3" CALIPER, BALLED AND BURLAPPED
EACH
56
EACH
28
EACH
12
EACH
42
EACH
51
EACH
27
160
161
162
163
164
TREE, QUERCUS RUBRA (RED OAK), 2-1/2" CALIPER, BALLED AND
BURLAPPED
PYRUS CALLERYANA CHANTICLEER (CHANTICLEER CALLERY PEAR),
2-1/2" CALIPER, BALLED AND BURLAPPED
SYRINGA RETICULATA (JAPANESE TREE LILAC), 2-1/2" CALIPER, TREE
FORM, BALLED AND BURLAPPED
GLEDITSIA TRIACATHOS INERMIS (HONEY LOCUST), 3" CALIPER,
BALLED AND BURLAPPED
GYMNOCLADUS DIOICUS (KENTUCKY COFFEE), 3" CALIPER, BALLED
AND BURLAPPED
162
Unit
Price
Total
Material Proposal
Schedule of Prices
BASE BID AND ALTERNATES
Item
No.
Items
Unit
Quantity
165
CONTAMINATED WASTE DISPOSAL
CU YD
100
166
IRRIGATION SYSTEM
L SUM
1
167
MISCELLANEOUS ADDITIONS TO THE PROJECT AT THE CITY'S
DISCRETION
UNIT
125,000
168
CONSTRUCTION STAKING
L SUM
1
169
TRAFFIC CONTROL AND PROTECTION
L SUM
1
Unit
Price
$1.00
Total
$125,000.00
BASE BID TOTAL (ITEMS 1 - 169) =
ALTERNATE NO. 1
170
PROCESSING MODIFIED SOIL 16" (ALT 1)
SQ YD
38,773
171
LIME (ALT 1)
TON
1,396
172
FLY ASH (ALT 1)
TON
2,753
173
GEOGRID (ALT 1)
SQ YD
6,901
CU YD
2,895
SQ YD
8,685
174
175
UNSUITABLE MATERIAL, REMOVAL AND REPLACEMENT, CA-1, 100%
CRUSHED STONE (ALT 1, UNDERCUTS WITH REMOVAL)
GEOTECHNICAL FABRIC FOR GROUND STABILIZATION (ALT 1, ADDED
QUANTITY)
ALTERNATE NO. 1 TOTAL =
ALTERNATE NO. 2
176
177
UNSUITABLE MATERIAL, REMOVAL AND REPLACEMENT, CA-1, 100%
CRUSHED STONE (ALT 2, UNDERCUTS WITH REMOVAL)
GEOTECHNICAL FABRIC FOR GROUND STABILIZATION (ALT 2, ADDED
QUANTITY)
CU YD
9,596
SQ YD
41,268
ALTERNATE NO. 2 TOTAL =
The undersigned firm certifies that it has not been convicted of bribery or attempting to bribe an officer or employee of
the State of Illinois, nor has the firm made an admission of guilt of such conduct which is a matter of record, nor has an
official, agent or employee of the firm committed bribery or attempted bribery on behalf of the firm and pursuant to the
direction or authorization of a responsible official of the firm. The undersigned firm further certifies that it is not barred
from contracting with any unit of State or local government as a result of a violation of State laws prohibiting bid-rigging
or bid rotating.
Signature of Bidder
Address
BLR 5721 (Rev. 4/2000)
163
164
CITY OF ELGIN, ILLINOIS
BID BOND
We, the undersigned,
as Principal, and
as Surety, are hereby held and
firmly bound unto the CITY OF ELGIN, a municipality in the State of Illinois, in the sum of
Dollars ($
).
We hereby jointly and severally bind ourselves, our heirs, executors, administrators, successors
and assigns.
Principal has hereby submitted to the City of Elgin a certain Bid attached hereto and hereby made a
part hereof for the Project described as:
South Street Roadway Extension
If Principal fails to execute a contract and furnish a performance bond and a labor and materials or
payment bond as provided for in its bid or otherwise fails to perform any of the obligations created by
the acceptance of said bid, Principal’s bid deposit shall become and be the property of the City of
Elgin as and for reasonable liquidated damages, which shall not be construed as a penalty, but as an
actual estimate of damages.
If such Bid is rejected because of death, disability, or clearly apparent clerical error, Principal’s bid
bond shall be returned to Principal.
Surety, for value received, the sufficiency of which is hereby acknowledged, hereby agrees that its
obligations and this bond shall in no way be impaired or affected by an extension of the time in which
the City of Elgin may accept such bid and said Surety does hereby waive notice of any such
extension.
IN WITNESS WHEREOF, the Principal and the Surety have set their hands and seals, and such of
them as are corporations have caused their corporate seals to be hereto affixed and have caused this
bond to be signed by their proper officers on this ____day of
, 20__
CONTRACTOR AS PRINCIPAL
SURETY
___________________
(Signature)
(Signature)
Name and Title:
Name and Title: ____________
_________________________
SEAL
SEAL
165
AGREEMENT
THIS AGREEMENT is dated this _____ day of ____________________, 2015 by and between the City of Elgin, an
Illinois Municipal Corporation (herein called “City”) and ________________________________________________
(herein called “Contractor”), a ______________________with a principal place of business at
__________________________________
(corporation or limited liability company)
________________________________________________.
WHEREAS, on July 31, 2015 the City released an Invitation for Bids entitled South Street Roadway Extension; and
WHEREAS, Contractor submitted a timely bid on August 25, 2015; and
WHEREAS, the City Council has deemed Contractor to be the lowest price responsive and responsible bidder for South Street
Roadway Extension, hereinafter referred to as “Work”;
NOW THEREFORE, in consideration of the mutual promises and covenants herein, the sufficiency of which is hereby acknowledged,
the parties hereto hereby agree as follows:
Article 1. Work.
Contractor shall complete the Work as specified in the Contract Documents.
The Work is generally described as follows:
The proposed improvement includes the following base bid quantities: 3.9 acres of tree removal, dual box culvert removal and
replacement, 2,700’ of water main, 1,700’ of sanitary sewer, 5,400’ of storm sewer, 1.2 miles of new HMA roadway, 34,000 SF of
sidewalk, street lights, HMA bike path, and 11 acres of restoration and all other appurtenant work and materials necessary to
complete the project.
Article 2. ENGINEER.
The Work has been designed by Engineering Enterprises under the supervision of the City of Elgin (“Engineer”). Engineer shall act
as City's representative and shall assume and provide such duties and obligations to the extent provided in the Contract Documents.
Article 3. Work COMPLETION, LIQUIDATED DAMAGES, DELAYS AND DAMAGES.
3.1. Work Completion. The Work shall be completed by November 18, 2016. In the event of any conflict between these dates and
dates elsewhere in the Contract Documents, these dates shall prevail. Time is of the essence of this Agreement.
3.2. Liquidated Damages. City and Contractor agree that as reasonable liquidated damages for delay (but not as a penalty) Contractor
shall pay City $2,300 for each day beyond the time specified for Substantial Completion in the Contract Documents. After Substantial
Completion, if Contractor shall neglect, refuse, or fail to complete the remaining Work within the times specified in the Contract
Documents (hereinafter referred to as “Contract Times”) or any proper extension thereof granted by City, Contractor shall pay City
$2,300 for each day beyond the time for Final Completion. Contractor agrees and acknowledges that such liquidated damages
constitute a reasonable estimate of City's actual damages. Such liquidated damages shall constitute City's sole recourse for and shall
constitute full satisfaction of City's actual damages resulting from Contractor's delay. Contractor further acknowledges and agrees that
in the event any provisions in any of the Contract Documents conflict with the provisions of this paragraph or otherwise provide for
damages resulting from Contractor's delay, the provisions of this paragraph shall control, and such conflicting provisions and any
Contract Documents shall not constitute, and shall not be construed as, a basis by which to render the provisions of this paragraph
unenforceable.
3.3. Delays and Damages. In the event Contractor is delayed in the prosecution and completion of the Work or achievement of any
Contract Times because of any delays caused by City or Engineer, Contractor shall have no claim against City or Engineer for
damages or contract adjustment other than an extension of the Contract Times as provided herein and the waiving of liquidated
damages during the period occasioned by the delay.
Article 4. CONTRACT PRICE.
City shall pay Contractor $
Documents.
as indicated in the Contractor's Bid for completion of the Work in accordance with the Contract
Article 5. PAYMENTS.
166
5.1. Payments. City shall make payments on the basis of Contractor's Applications for Payment as recommended by Engineer, in
conformance with the City of Elgin’s accounts payable schedule. All payments shall be based on the progress of the Work measured
by the schedules provided in the Contract Documents. Notwithstanding anything to the contrary in any Contract Documents, City
shall be entitled to withhold any payments pending the submission of partial or full waivers of lien and/or certifications verifying the
receipt of payment for all work performed by all subcontractors up to the date of Contractor's application for partial or final payment
in City's sole discretion. City shall further be entitled to make such payments directly to any subcontractors as may be necessary to
obtain such lien waivers and/or certifications. In the event City makes any such payments directly to any subcontractors, the amount
of such payments shall be deducted from the total amount due to Contractor pursuant to this agreement; and Contractor shall provide a
written release to City in the amount of any such payments upon ten (10) days written demand. Concurrent with all applications for
payment, Contractor shall provide City with a sworn certification of all work performed by all subcontractors and amounts paid to all
subcontractors as of the date of application.
5.2. Retainage. City may withhold, from all payments prior to Substantial Completion, an amount equal to up to ten percent (10%) of
work completed, at City’s sole discretion.
Upon Substantial Completion, City may release a portion of the retainage to Contractor, retaining at all times an amount sufficient to
cover the cost of the Work remaining to be completed, at City’s sole discretion.
The time for payment of any retainage from City to Contractor shall be at City’s sole discretion. Such payment shall not be
unreasonably withheld.
5.3. Final Payment. The City shall not be required to make final payment prior to completion and acceptance of the Work by the
City.
Article 6. CONTRACT DOCUMENTS.
There are no Contract Documents other than those listed below. The Contract Documents which comprise the entire agreement
between City and Contractor concerning the Work consist of the following:
a.
This Agreement.
b.
Certificates of Insurance.
c.
Bonds.
d.
Notice of Award.
e.
Notice to Proceed.
f.
General Conditions.
g.
Supplementary Conditions.
h.
Specifications.
i.
Any Addenda.
j.
Contractor's Bid.
k.
City Forms.
l.
Any subsequent Written Amendments to any documents listed above and other documents amending, modifying, or
supplementing the Contract Documents, which may be delivered or issued after the Effective Date of the Agreement and
are not attached hereto.
This Agreement and the Contract Documents listed above comprise the sole and exclusive Agreement between the parties hereto.
There are no other agreements between the parties hereto either oral or written, and neither this Agreement nor any Contract
Documents shall be modified or amended without the written consent of the authorized representatives of the parties hereto.
Article 7. MISCELLANEOUS.
a.
Terms used in this Agreement shall have the meanings indicated in the General Conditions.
b.
No assignment or delegation by a party hereto of any rights under, obligations or interests in the Contract Documents
shall be binding on another party hereto without the written consent of the party sought to be bound; and specifically but
without limitation moneys that may become due and moneys that are due may not be assigned without such consent
167
(except to the extent that the effect of this restriction may be limited by law); and unless specifically stated to the
contrary in any written consent to an assignment, no assignment shall release or discharge the assignor from any duty or
responsibility under the Contract Documents.
c.
City and Contractor each binds itself, its partners, successors, employees, assigns, and agents to the other party hereto, its
partners, successors, employees, assigns, and agents in respect of all covenants, agreements, and obligations contained in
the Contract Documents.
d.
The business address of Contractor is hereby designated as the place to which all notices, letters, and other
communication to Contractor shall be mailed or delivered. The address of City is hereby designated as the place to
which all notices, letters, and other communication to City shall be mailed or delivered. Such notices, letters and other
communications shall be directed to the City’s General Services Manager. Either party may change its address at any
time by an instrument in writing delivered to Engineer and to the other party.
e.
The terms and provisions of this Agreement shall be severable. In the event any of the terms or provisions of this
Agreement shall be deemed to be void or otherwise unenforceable for any reason, the remainder of this Agreement shall
remain in full force and effect.
f.
This Agreement shall be subject to and governed by the laws of the State of Illinois. Venue for the resolution of any
disputes and the enforcement of any rights arising out of or in connection with the Agreement shall be in the Circuit
Court of Kane County, Illinois.
g.
This Agreement shall not be construed so as to create a partnership, joint venture, employment or agency relationship
between the parties hereto except as may be specifically provided for herein.
h.
In the event of any conflict between any of the terms or provisions of this Agreement and any other Contract Documents,
the terms and provisions of this Agreement shall control.
i.
Indemnification. To the fullest extent permitted by law, Contractor agrees to and shall indemnify, defend and hold
harmless the City, the Engineer, Engineer's consultants and the officers, employees, boards and commissions of each and
any of them from and against any and all claims, suits, judgments, costs, attorneys' fees, damages or any and all other
relief or liability arising out of or resulting from or through, or alleged to arise out of, any acts or negligent acts or
omissions of Contractor or Contractor's officers, employees, agents or subcontractors in the performance of this
agreement, or arising out of or in connection with litigation based on any mechanic's lien or other claims, suits,
judgments and/or demands for damages by subcontractors. In the event of any action against the City, its officers,
employees, agents, boards or commissions covered by the foregoing duty to indemnify, defend and hold harmless, such
action shall be defended by legal counsel of City's choosing. In the event and to the extent that any legal work is
performed by City's in-house legal counsel pursuant to the provisions of this section, City shall be reimbursed by
Contractor for such legal work at the rate of $200 per hour, which rate Contractor hereby agrees and acknowledges to be
a reasonable rate for such in-house attorneys' fees. The provisions of this paragraph shall survive any expiration and/or
termination of this agreement.
j.
Compliance with Laws. Notwithstanding any other provision of this CONTRACT it is expressly agreed and understood
that in connection with the performance of this CONTRACT that the CONTRACTOR shall comply with all applicable
Federal, State, City and other requirements of law, including, but not limited to, any applicable requirements regarding
prevailing wages, minimum wage, workplace safety and legal status of employees. CONTRACTOR shall also at its
expense secure all permits and licenses, pay all charges and fees and give all notices necessary and incident to the due
and lawful prosecution of the work, and/or the products and/or services to be provided for in this CONTRACT. The
CITY shall have the right to audit any records in the possession or control of the CONTRACTOR to determine
CONTRACTOR'S compliance with the provisions of this section. In the event the CITY proceeds with such an audit the
CONTRACTOR shall make available to the CITY the CONTRACTOR'S relevant records at no cost to the CITY.
CONTRACTOR shall pay any and all costs associated with any such audit. Without limiting the foregoing,
CONTRACTOR hereby certifies, represents and warrants to the CITY that all CONTRACTOR'S employees and/or
agents who will be providing products and/or services with respect to this CONTRACT shall be legal residents of the
United States.
k.
Contractor hereby waives any and all claims to interest on money claimed to be due pursuant to this Agreement, and
all such rights to interest to which it may otherwise be entitled pursuant to law, including, but not limited to, pursuant to
the Local Government Prompt Payment Act, as amended (50 ILCS 505/1, et.seq), or the Illinois Interest Act as amended
(815 ILCS 205/1, et.seq).
l.
Limitation of Actions. Contractor shall not be entitled to and hereby waives, any and all rights that it might have to
file suit or bring any cause of action or claim for damages against the City of Elgin and/or its affiliates, officers,
employees, agents, attorneys, boards and commissions, of whatsoever nature and in whatsoever forum after two (2) years
from the date of this Agreement.
168
m.
This agreement may be executed in counterparts, each of which shall be an original and all of which shall constitute
one and the same agreement. For the purposes of executing this agreement, any signed copy of this agreement transmitted
by fax machine or e-mail shall be treated in all manners and respects as an original document. The signature of any party
on a copy of this agreement transmitted by fax machine or e-mail shall be considered for these purposes as an original
signature and shall have the same legal effect as an original signature. Any such faxed or e-mailed copy of this agreement
shall be considered to have the same binding legal effect as an original document. At the request of either party any fax or
e-mail copy of this agreement shall be re-executed by the parties in an original form. No party to this agreement shall
raise the use of fax machine or e-mail as a defense to this agreement and shall forever waive such defense.
IN WITNESS WHEREOF, City and Contractor have signed this Agreement. One counterpart each has been delivered to City,
Contractor, Surety, and Engineer.
This Agreement shall be effective on
.
CONTRACTOR:
_____________________
By:
Title:
FEIN #___________________________________
Address for giving notices
CITY: City of Elgin
__________
By:
Title:
City Manager
Address for giving notices
City of Elgin
150 Dexter Court
Elgin, IL 60120
169
Contract Bond
Municipality
Elgin
Rd. District
County
Section
Kane & Cook
South Street Roadway
Extension
We
as PRINCIPAL,
and
as SURETY,
are held and firmly bound unto the above Local Agency (hereafter referred to as "LA") in the penal sum of
Dollars
($
), lawful money of the
United States, well and truly to be paid unto said LA , for the payment of which we Bind ourselves, our
heirs, executors, administrators, successors, jointly to pay the LA this sum under conditions of this
instrument.
WHEREAS THE CONDITION OF THE FOREGOING OBLIGATION IS SUCH that, the said Principal has
entered into a written contract with the LA acting through its awarding authority for the construction of
work on the above section, which contract is hereby referred to and made a part hereof, as if written
herein at length, and whereby the said Principal has promised and agreed to perform said work in
accordance with the terms of said contract, and has promised to pay all sums of money due for any labor,
materials, apparatus, fixtures or machinery furnished to such Principal for the purposes of performing such
work and has further agreed to pay all direct and indirect damages to any person, firm, company, or
corporation suffered or sustained on account of the performance of such work during the time thereof and
until such work is completed and accepted; and has further agreed that this bond shall inure to the benefit
of any person, firm company, or corporation, to whom any money may be due from the Principal,
subcontractor or otherwise, for any such labor, materials, apparatus, fixtures or machinery so furnished
and that suit may be maintained on such bond by any such person, firm, company or corporation, for the
recovery of any such money.
NOW THEREFORE, if the said Principal shall well and truly perform said work in accordance with the
terms of said contract, and shall pay all sums of money due or to become due for any labor, materials,
apparatus, fixtures or machinery furnished to him for he purpose of constructing such work, and shall
commence and complete the work within the time prescribed in said contract, and shall pay and discharge
all damages, direct and indirect, that may be suffered or sustained on account of such work during the
time of the performance thereof and until the said work shall have been accepted, and shall hold the LA
and its awarding authority harmless on account of any such damages and shall in all respects fully and
faithfully comply with all the provisions, conditions, and requirements of said contract, then this obligation
to be void; otherwise to remain in full force and effect.
BLR 5711 (Rev 7/87)
IL 494-0372
170
IN TESTIMONY WHEREOF, the said PRINCIPAL and the said SURETY have caused this instrument to be
signed by their respective officers this
day of
A.D. 20
.
PRINCIPAL
(Company Name)
(Company Name)
By:
By:
(Signature & Title)
(Signature & Title)
(If PRINCIPAL is a joint venture of two or more contractors, the company names and authorized
signatures of each contractor must be affixed.)
SURETY
By:
(Name of Surety)
(Signature of Attorney-in-fact)
STATE OF ILLINOIS,
COUNTY OF
I,
, A NOTARY Public in and for said county, do hereby certify that
(Insert names of individuals signing on behalf of PRINCIPAL & SURETY)
who are each personally known to me to be the same persons whose names are subscribed to the foregoing
instrument on behalf of PRINCIPAL and SURETY, appeared before me this day in person and acknowledged
respectively, that they signed and delivered said instrument as their free and voluntary act for the uses and
purposes therein set forth.
Given under my hand and notarial seal this
day of
A.D. 20
My commission expires
Notary Public
Approved this
day of
, A.D. 20
.
Attest:
(Awarding Authority)
Clerk
(Mayor)
(SEAL)
171
.
GEOTECHNICAL ENGINEERING SERVICES REPORT
PROPOSED SOUTH STREET EXPANSION
ELGIN, ILLINOIS
PSI PROJECT NO. 042-75072R
PREPARED FOR:
HAMPTON, LENZINI, & RENWICK, INC.
380 SHEPARD DRIVE
ELGIN, ILLINOIS 60123
DECMEBER 19, 2007
(REVISED 01/19/08)
BY
PROFESSIONAL SERVICE INDUSTRIES, INC.
TABLE OF CONTENTS
PROJECT INFORMATION .......................................................................................................................................1
PROJECT AUTHORIZATION HISTORY ........................................................................................................................1
PROJECT DESCRIPTION ............................................................................................................................................1
PURPOSE/SCOPE OF SERVICES ...............................................................................................................................2
DRILLING, FIELD AND LABORATORY TESTING PROCEDURES ................................................................2
DRILLING AND SAMPLING PROCEDURES ..................................................................................................................2
FIELD TESTS AND MEASUREMENTS .........................................................................................................................3
LABORATORY TESTING PROGRAM ...........................................................................................................................3
SITE LOCATION AND DESCRIPTION ..........................................................................................................................4
GEOLOGY AND PEDOLOGY .......................................................................................................................................4
CLIMATIC CONDITIONS .............................................................................................................................................5
SUBSURFACE CONDITIONS .......................................................................................................................................5
GROUNDWATER CONDITIONS ...................................................................................................................................7
EVALUATION AND RECOMMENDATIONS.........................................................................................................8
GEOTECHNICAL CONSIDERATIONS...........................................................................................................................8
SUBGRADE SUPPORT RATING AND ILLINOIS BEARING RATIO .................................................................................9
FILL MATERIALS ........................................................................................................................................................9
SUBSURFACE SUMMARIES AND REMEDIAL PROCEDURES ....................................................................................10
ROADWAY DRAINAGE .............................................................................................................................................11
SUB-GRADE TREATMENT AND RECOMMENDATIONS ..............................................................................................12
CULVERT GEOTECHNICAL CONSIDERATIONS ........................................................................................................13
CULVERT SITE PREPARATION & FILL REQUIREMENTS ..........................................................................................13
CULVERT FILL REQUIREMENTS ..............................................................................................................................14
CULVERT DESIGN RECOMMENDATIONS .................................................................................................................15
OVEREXCAVATION AND BACKFILL PROCEDURE FOR CULVERTS...........................................................................16
CONSTRUCTION CONSIDERATIONS................................................................................................................17
DRAINAGE AND GROUNDWATER CONSIDERATIONS ..............................................................................................17
FEDERAL EXCAVATION REGULATIONS ...................................................................................................................17
GEOTECHNICAL RISK...........................................................................................................................................18
REPORT LIMITATIONS..........................................................................................................................................18
BORING LOCATION DIAGRAM
SITE VICINITY MAP
GENERAL NOTES
USCS SOIL CLASSIFICATION CHART
BORING LOGS
USDA SOIL MAP
USDA ORGANIC MATTER MAP
USDA DRAINAGE CLASS MAP
OVEREXCAVATION AND BACKFILL PROCEDURE
WHAT IS AN “N” VALUE
1
PROJECT INFORMATION
Project Authorization History
Professional Service Industries, Inc. (PSI) has completed a geotechnical exploration for the
Proposed South Street Expansion in Elgin, Illinois. Mr. Al Scott with Hampton, Lenzini, & Renwick,
Inc. authorized PSI’s services by signing PSI Proposal No. 042-650046R faxed to PSI on
November 15, 2007.
Project Description
PSI understands that Hampton, Lenzini & Renwick, Inc. (HLR) is in the process of designing the
new expansion of South Street located in Elgin, Illinois. South Street will be realigned starting
at Randall Road and heading approximately 2,300 linear feet southwest to be connected with
South Street at the Kimball subdivision development. In addition, PSI also understands the
existing box culvert crossing Otter Creek along South Street will be replaced with a new triple
box culvert. .
In addition, PSI understands that HLR is considering a secondary option which includes an
approximately 800 feet expansion of Weldwood Drive to connect with the future proposed South
Street expansion.
The proposed South Street expansion is currently planned to be constructed adjacent to an
existing wetland (designated by others) and will cross what was described by others as a
wetland area toward the center of the expansion.
Mr. Mike Magnuson of Hampton, Lenzini & Renwick, Inc. provided PSI with original project
information through a meeting on April 5, 2006. PSI has received an untitled, undated aerial of
the possible location of the roadway extension from HLR. PSI received additional information
through a phone call with Mr. Mike Magnuson on April 20, 2006 for the proposed secondary
option and additional soil borings requested for the South Street expansion. PSI has also
received an untitled and undated boring location plan and an AutoCAD file titled South Street
Plan and Profile, dated December 12, 2007.
The geotechnical recommendations presented in this report are based on the available project
information and the subsurface materials described in this report. If any of the noted information is
incorrect, please inform PSI in writing so that we may amend the recommendations presented in
this report (if appropriate, and if desired by the client). PSI will not be responsible for the
implementation of its recommendations when it is not notified of changes in the project.
Hampton, Lenzini, & Renwick
Professional Service Industries, Inc. No. 042-75072R1
2
Purpose/Scope of Services
The purpose of this study was to explore the subsurface conditions at the site in order to prepare
recommendations for and pavement systems for the proposed construction. PSI’s scope of
services included drilling a total of fifteen (15) soil borings to depths ranging from about 10 to 40
feet below the existing ground surface.
•
Ten (10) borings were drilled to a depth of approximately 10 feet along the path of the
proposed South Street Expansion.
•
Three (3) borings were drilled to depths of approximately 10 to 12 ½ feet within the path
of the proposed Weldwood Drive Expansion.
•
Two (2) borings were drilled to depths of approximately 25 and 40 feet in the proposed
culvert replacement area.
Representative soil samples obtained during the field exploration program were transported to
the laboratory for classification and laboratory testing. This report briefly outlines the following:
•
•
•
•
•
•
•
•
•
Available project information
Site topographic information and surface conditions
Review of subsurface conditions
Review of field and laboratory test procedures and test data
Subgrade preparation recommendations
Site grading and cut / fill recommendations
Geotechnical recommendations pertaining to design and construction of roadways
Geotechnical recommendations pertaining to design of a triple box culvert
Construction considerations, including temporary excavation and construction control of
water
The scope of services did not include an environmental assessment to determine the presence
or absence of wetlands, or hazardous or toxic materials in the soil, bedrock, surface water,
groundwater or air, on, or below or around this site. Any statements in this report and/or on the
boring logs regarding odors, colors, and/or unusual or suspicious items or conditions are strictly
for informational purposes.
DRILLING, FIELD AND LABORATORY TESTING PROCEDURES
Drilling and Sampling Procedures
Hampton, Lenzini, & Renwick, Inc. selected the number of borings and boring depths and located
the borings in the field. The borings were advanced utilizing 2 ¼ inch inside-diameter, hollow
stem auger drilling methods and soil samples were routinely obtained during the drilling
Hampton, Lenzini, & Renwick
Professional Service Industries, Inc. No. 042-75072R1
3
process. Select soil samples were tested in the laboratory to determine material properties for this
report. Drilling, sampling, and laboratory tests were accomplished in general accordance with
ASTM procedures.
Field Tests and Measurements
Penetration Tests and Split-Barrel Sampling of Soils
During the sampling procedure, Standard Penetration Tests (SPT’s) were performed at regular
intervals to obtain the standard penetration value (N) of the soil. The results of the standard
penetration test indicate the relative density and comparative consistency of the soils, and thereby
provide a basis for estimating the relative strength and compressibility of the soil profile
components. The split-barrel sampler provides a soil sample for identification purposes and for
laboratory tests appropriate for soil obtained from a sampler that may produce large shear strain
while obtaining the sample.
Water Level Measurements
Water level observations were attempted during and upon completion of the drilling operation using
a 100-foot tape measure. The depths of observed water levels in the boreholes are noted on the
boring logs presented in the appendix of this report. In the borings where water is unable to be
observed during the field activities, in relatively impervious soils, the accurate determination of the
groundwater elevation may not be possible even after several days of observation. Seasonal
variations, temperature and recent rainfall conditions may influence the levels of the groundwater
table and volumes of water will depend on the permeability of the soils.
Laboratory Testing Program
In addition to the field investigation, a supplemental laboratory-testing program was conducted to
determine additional engineering characteristics of the foundation materials necessary in analyzing
the behavior of the soils as it relates to the construction of the proposed additions. The laboratory
testing program is as follows:
Laboratory Determination of Water (Moisture) Content of Soil by Mass
The water content is a significant index property used in establishing a correlation between soil
behavior and its index properties. The water content is used in expressing the phase relationship of
air, water, and solids in a given volume of material. In fine grained cohesive soils, the behavior of a
given soil type often depends on its water content. The water content of a soil along with its liquid
and plastic limits as determined by Atterberg Limit testing is used to express its relative consistency
or liquidity index.
Hampton, Lenzini, & Renwick
Professional Service Industries, Inc. No. 042-75072R1
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Determination of Organic Content
The organic content of some samples was determined by the loss on ignition method. Soils
with excessive organic contents (greater than 8%) may contribute to additional settlement over
time as the organic materials decay and leave voids within the soil structure.
Atterberg Limits
The Atterberg Limits are defined by the liquid limit (LL) and plastic limit (PL) states of a given soil.
These limits are used to determine the moisture content limits where the soil characteristics
changes from behaving more like a fluid on the liquid limit end to where the soil behaves more like
individual soil particles on the plastic limit end. The liquid limit is often used to indicate if a soil is a
low or high plasticity soil. The plasticity index (PI) is difference between the liquid limit and the
plastic limit. The plasticity index is used in conjunction with the liquid limit to assess if the material
will behave like a silt or clay. The material can also be classified as an organic material by
comparing the liquid limit of the natural material to the liquid limit of the sample after being ovendried.
The laboratory testing program was conducted in general accordance with applicable ASTM
specifications. The results of these tests are to be found on the accompanying boring logs
located in the Appendix.
SITE AND SUBSURFACE CONDITIONS
Site Location and Description
The project site begins at the South Street crossing of Otter Creek and extends southwest to
South Street in the Kimball Subdivision. The approximate latitude and longitude of the Otter
Creek crossing is 42°N 01’ 28” and 88°W 20’ 28”, respectively. The approximate latitude and
longitude of the proposed connection to the existing South Street is 42°N 01’ 16” and 88°W 21’
47”, respectively.
Geology and Pedology
Geologic time scales indicating when rock or soil was formed are divided into four (4) eras:
Cenozoic (recent life), Mesozoic (middle life), Paleozoic (ancient life) and Precambrian (earliest
known). Cenozoic represents present time to 62 million years ago, Mesozoic – 62 to 230 million
years, Paleozoic – 230 to 600 million years and Precambrian – 600 to 2500 million years ago.
These eras are divided into systems of periods, which are further broken into epochs. Research
has identified the rock and soils from these epochs and classified them into formations which are
identifiable units of soil or rock having similar characteristics and origin. Formations are grouped
together because the soil or rock has the same origin.
Unconsolidated material (soil) is classified as material deposited in the Cenozoic era and
specifically the Pleistocene epoch (most recent). The soils in northern Illinois consist of surficial
Hampton, Lenzini, & Renwick
Professional Service Industries, Inc. No. 042-75072R1
5
deposits that were placed during the Pleistocene epoch. This geologic period represents the most
recent time when glaciers gradually spread out over North America, scoured the earth and
transported and deposited through various mechanisms. Warming climatic conditions slowly
melted the glaciers and caused them to retreat to their present locations. These complex geologic
processes have resulted in the present soil deposits of the Northeastern Illinois area and at the
project location.
A review of the U.S. Department of Agriculture Soil Survey titled Kane County Soils revealed
that this area appears to be in the intermorainal space between the Minooka and Gilberts
Morainal System of the Wisconsin Glacial Stage. Uppermost soils are likely members of the
Barony, Drummer, or Octagon series. The Barony series is generally described as consisting of
moderately well drained loess or other silty material. The Drummer series is generally
described as consisting of very deep, poorly drained silty clay loam. The Octagon series is
generally described as moderately deep, moderately drained silty soils overlaying glacial till.
USDA soil maps of the area of investigation, including organic content and drainage class are
included in the Appendix of this report.
Climatic Conditions
The climatological data for the month prior to the field exploration were obtained from the National
Oceanic and Atmospheric Administration (NOAA) National Data Center web site
http://ols.nndc.noaa.gov for the Elgin Weather Station (CW2217), located approximately 3 miles
east of the site. In summary, precipitation for the month of August was greatly above normal, and
temperatures were moderately above normal. Specific data for August through October 2007 are
shown in the following table:
MONTH / YEAR
AVERAGE
TEMPERATURE, °F
DEVIATION FROM
NORMAL, °F
PRECIPITATION
(INCHES)
DEVIATION FROM
NORMAL (INCHES)
August 2007
73.8
+ 3.2
15.12
+ 10.69
September 2007
66.5
+ 3.8
0.77
- 2.86
October 2007
57.8
+7.0
3.27
+ 0.61
Subsurface Conditions
South Street (B-1 through B-10)
Subsurface conditions along the proposed South Street Expansion generally consisted of
approximately 12 to 16 inches of silty topsoil. In B-1 through B-3, the topsoil extended to depths
ranging from 3 ½ to 4 ½. Feet below existing grade. In B-4 through B-10 the topsoil was generally
underlain by very soft to medium stiff silty clay with pockets of silt to depths ranging from
approximately 3 ½ to 8 ½ feet below existing grade followed by loose to medium dense sand with
Hampton, Lenzini, & Renwick
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gravel to the borings’ termination depths of approximately 10 feet below existing grade.
Weldwood Drive (W-1 through W-3)
Subsurface conditions along the path of the proposed Weldwood Drive Expansion generally
consisted of approximately 14 to 16 inches of silty clayey topsoil. The topsoil was generally
underlain by soft silty clay with pockets of silt to depths ranging from approximately 6 ½ to 10 feet
below existing grade, followed by medium dense sand and gravel to the borings’ termination depth
of approximately 10 to 12 ½ feet below existing grade.
Culvert Replacement (SB-01 and SB-02)
Subsurface conditions in the location of the proposed culvert replacement generally consisted of
approximately 6 to 13 inches of clayey topsoil followed by undocumented sandy silty clay fill to a
depth of approximately 10 feet below existing grade. The undocumented fill was generally
underlain by medium dense poorly-graded sand with pockets of silt to the termination depth of SB02 of approximately 25 feet below existing grade. In boring SB-01, the medium dense poorlygraded sand continued to a depth of approximately 28 feet followed by medium dense well-graded
sand and fine gravel to SB-01’s termination depth of approximately 40 feet below existing grade.
SOIL TYPE
THICKNESS
RANGE
(FEET)
SPT NVALUES
(BLOWS PER
FOOT)
MOISTURE
CONTENT (%)
LIQUID LIMIT
(%)
PLASTICITY
INDEX (%)
D60
(MILLIMETERS)
Proposed South Street (B-1 through B-10)
Fill
1–4½
4–9
16 – 35
24 – 38
6 – 12
n/a
Silty Clay
3–6
2 – 15
17 – 38
14 – 46
2 – 16
n/a
Sand
1½-6½
8 – 24
7 – 25
n/a
n/a
½-4
Proposed Weldwood Drive (W-1 through W-3)
Silty Clay
5 – 10
2–7
23 – 32
38 – 42
13 – 14
n/a
Sand and
Gravel
2½-5
10 – 18
7 – 13
n/a
n/a
6
Proposed Culvert Replacement (SB-01 and SB-02)
Fill
10
4 – 17
12 – 22
n/a
n/a
n/a
PoorlyGraded
Sand
15 – 18
9 – 28
7 – 24
n/a
n/a
n/a
WellGraded
Sand
12
10 – 16
8 – 14
n/a
n/a
n/a
Hampton, Lenzini, & Renwick
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The native soils were visually classified as silty clay (CL), silt (ML), well-graded sand (SW), and
poorly-graded sand (SP) according to the Unified Soil Classification System (USCS).
The subsurface description is of a generalized nature to highlight the major subsurface
stratification features and material characteristics. The boring logs included in the appendix
should be reviewed for specific information at individual boring locations. These records include
soil descriptions, stratifications, penetration resistances, locations of the samples and laboratory
test data as well as water level information. The stratifications shown on the boring logs
represent the conditions only at the actual boring locations. Variations may occur, and should
be expected between boring locations. The stratifications represent the approximate boundary
between subsurface materials and the actual transition between layers may be gradual. The
samples, which were not altered by laboratory testing, will be retained for up to 60 days from the
date of this report and then will be discarded.
Groundwater Conditions
Groundwater was observed to collect in some of the/the borings at depths ranging from about 6 to
11 feet below existing grade.
BORING NUMBER
GROUNDWATER LEVEL
DURING DRILLING
(FEET)
GROUNDWATER LEVEL
UPON AUGER REMOVAL
(FEET)
B-1
B-2
B-3
B-4
B-5
B-7
B-8
B-9
W-1
W-2
W-3
SB-02
6½
8½
7
8
6½
8½
8½
6
7½
7½
10
11
6½
8
7
8
6½
8½
8½
6
7
7
10
Borehole Caved
Fluctuations in the groundwater level should be anticipated throughout the year depending on
variations in climatological conditions and other factors not apparent at the time the borings were
performed. Additionally, discontinuous zones of perched water may exist within the soils. The
possibility of groundwater level fluctuation should be considered when developing the design and
construction plans for the project.
Hampton, Lenzini, & Renwick
Professional Service Industries, Inc. No. 042-75072R1
8
EVALUATION AND RECOMMENDATIONS
Geotechnical Considerations
The following geotechnical-related recommendations have been developed on the basis of the
subsurface conditions encountered and PSI’s understanding of the proposed development. Should
changes in the project criteria occur, a review must be made by PSI to determine if modifications to
our recommendations will be required.
The primary geotechnical factors that may affect the pavement construction at this site include:
1) The presence of soft, high moisture content soils in the upper 5 feet of some of the borings,
especially in the Weldwood Drive borings (W-1 through W-3). During construction, the
upper clays may need to be moisture conditioned to achieve optimum moisture content and
density prior to placing fills and subbase.
2) The presence of clayey soils immediately below the proposed roadway could potentially
migrate into open-graded stone if the roadway is not properly drained. PSI recommends
placing CA-6 as the fill at the interface of clay and the new roadway. If open-graded stone is
used, a filter fabric should be placed between the fine-grained soil and the stone.
3) The shoulder along the roadway should extend in depth to the bottom of the new compacted
subbase materials beneath the new roadway allowing for drainage of trapped water beneath
the roadway. If a properly compacted subbase is constructed beneath the new roadway
without a granular shoulder that can drain away from the roadway water can become
trapped beneath the roadway, which can cause heaving and displacement of the roadway in
winter seasons causing cracking within the pavement system.
Construction of the proposed road improvements should be performed in accordance with the
"Standard Specifications for Road and Bridge Construction" as adopted by the Illinois Department
of Transportation, January, 2002. The construction recommendations presented in this report are
based on construction practices and methods as stipulated in the IDOT Standard Specifications.
Hampton, Lenzini, & Renwick
Professional Service Industries, Inc. No. 042-75072R1
9
Subgrade Support Rating and Illinois Bearing Ratio
The standard testing for a Soil Survey is to include running an IBR in the lab; however, the
estimated IBR can be obtained from the following Table 4-1 from the IDOT Geotechnical Manual.
Table 4-1. Estimated IBR Value
Soil Classification
A-1
A-2-4, A-2-5
A-2-6, A-2-7
A-3
A-4, A-5, A-6
A-7-5, A-7-6
IDOT-Assumed IBR
20
15
12
10
3
2
The soil types throughout the length of the project are varied and include low blow count and
relatively high moisture content fill soils within the upper five (5) feet. For design of the proposed
roadway, a Subgrade Support Rating (SSR) of Poor is indicated based on the laboratory test
results. An IBR of 3 should be used for the pavement design based on the AASHTO M 145 Soil
Class of A-4 or A-6.
Fill Materials
Once the proposed roadway subgrade has successfully been proof rolled and documented,
placement of new structural fill required to establish construction grades may begin. The first
layer of fill material should be placed in a relatively uniform horizontal lift and adequately keyed
into the subgrade soils.
The fill placed should be tested and documented by a geotechnical technician and directed by a
geotechnical engineer to evaluate the placement of fill material. It should be noted that the
geotechnical engineer of record can only certify the testing that is performed and the work observed
by that engineer or staff in direct report to that engineer.
The proposed grades for the new roadway are anticipated to be near the existing grades, and areas
of significant cut and fill are not indicated on the drawings provided. Where the proposed grade is to
be raised and fill materials are required, the fill materials for embankment construction must
conform to the requirement of Section 205 of the, “Standard Specifications for Road and Bridge
Construction,” adopted by the Illinois Department of Transportation, January 1, 2002.
Porous Granular Embankment, Sub-grade (PGES) should be used as a bridging layer over soft,
pumping, loose soil areas and for placement under water. The material shall conform to Article
1004.06 of the IDOT Standard Specifications. The PGES shall be placed in layers not exceeding
two (2) feet thickness or as directed by the Engineer. Rolling the top of this material with a vibratory
roller meeting the requirements of Article 801.01(g) of the IDOT Standard Specifications should be
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sufficient to obtain the desired keying or interlock and necessary compaction. A nominal thickness
of three (3) inches of capping aggregate having a gradation of CA 6 will be required for the last
layer of PGES when used under the proposed pavement or stabilized base or subbase. Capping
aggregate is not required when embankment material meeting the requirements of Section 207 of
the IDOT Standard Specifications or granular base course is placed on top of the PGES.
Subsurface Summaries and Remedial Procedures
~ 3 ½ feet of gravelly silt,
followed by medium dense
sand to 10 feet
~ 4 ½ feet of sandy clay,
followed by 4 feet of soft clay
followed by loose sand to 10
feet
Geotechnical
Consideration
Soils between 2 ½ and 5 ½
exhibited relatively high
moisture content
Clay soils between 4 ½ and
8 ½ feet exhibited low blow
counts and relatively high
moisture contents
B-3
~4 feet of clayey silt, followed
by 3 feet of very soft clay,
followed by medium dense
sand to 10 feet
Upper 4 feet of soil exhibited
an organic content of ~6%.
Clays from 4 to 7 feet
exhibited low blow counts
B-4
~6 feet of medium stiff silty
clay, followed by medium
dense sand to 10 feet
Upper 6 feet of soil exhibited
low blow counts and
relatively high moisture
contents
B-5
~4 feet of silty clay, followed
by medium dense sand to 10
feet
Upper clays exhibited lower
blow counts and higher
moisture contents
B-6
~6 feet of medium stiff clay,
followed by medium dense
sand to 10 feet
Near-surface silty clays
exhibited higher moisture
contents but appear
generally suitable for support
of pavements.
Silty clays at a depth of approximately 2
to 3 feet will need to be protected from
moisture and may need to be moistureconditioned during construction
Upper 6 feet of soil exhibited
an organic content of ~4%
and higher moisture
contents
The soils should be evaluated in the field
for actual organic content. Fibrous
organic soils should be removed.
Proofroll as recommended. Soils may
need to be undercut 12 inches and
stabilized by working in 3 inch stone to
create a stable base for compaction of
soils to establish construction grades
Boring
B-1
B-2
B-7
Subsurface Summary
~6 feet of medium stiff silty
clay, followed medium dense
sand to 10 feet
Hampton, Lenzini, & Renwick
Recommended Remedial Action
Proof-roll as recommended. Soils
between 2 ½ to 5 ½ feet may need to be
protected from moisture
Soils may need to be undercut 12 inches
and stabilized by working in 3 inch stone
to create a stable base for compaction of
soils to establish construction grades
The soils should be evaluated in the field
for actual organic content. Fibrous
organic soils should be removed.
Proofroll as recommended. Soils may
need to be undercut 12 inches and
stabilized by working in 3 inch stone to
create a stable base for compaction of
soils to establish construction grades
These soils should be undercut 12
inches, then stabilized with approximately
6 inches of 3-inch stone worked into the
soft clay soils. The grade should be
brought up with 12 inches of compacted
3/4 inch crushed stone with fines
Soils may need to be undercut 12 inches
and stabilized by working in 3 inch stone
to create a stable base for compaction of
soils to establish construction grades
Professional Service Industries, Inc. No. 042-75072R1
11
Boring
Subsurface Summary
Geotechnical
Consideration
Recommended Remedial Action
~2 feet of stiff silty clay,
followed by 2 feet of stiff silt,
followed by medium dense
sand to 10 feet
~2 ½ feet of medium stiff silty
clay, followed by 4 ½ feet of
medium stiff to stiff sandy silt,
followed by 1 ½ feet of loose
sand, followed by stiff silty clay
to 10 feet
~6 feet of medium stiff silty
clay, followed by 2 feet of
medium stiff silt, followed by
medium dense sand to 10 feet
These soils appear to be
generally suitable for the
support of pavements
Proof-roll as recommended
The upper 2 ½ feet of soil
exhibited higher moisture
contents
Scarify and re-compact the upper soils.
Proof-roll as recommended
Upper soils exhibited an
organic content of about
~5%
The soils should be evaluated in the field
for actual organic content. Fibrous
organic soils should be removed
W-1
~6 ½ feet of soft silt, followed
by medium dense sand to 10
feet
Upper soils exhibited lower
blow counts and higher
moisture contents
W-2
~6 feet of soft silty clay,
followed by medium dense
sand to 10 feet
Upper soils exhibited lower
blow counts and higher
moisture contents
W-3
~10 feet of soft clay, followed
by medium dense sand to 12
½ feet
Upper 10 feet of soil
exhibited low blow counts
and higher moisture
contents
B-8
B-9
B-10
Soils may need to be undercut 12 inches
and stabilized by working in 3 inch stone
to create a stable base for compaction of
soils to establish construction grades
Soils may need to be undercut 12 inches
and stabilized by working in 3 inch stone
to create a stable base for compaction of
soils to establish construction grades
The upper 24 inches of soil should be
removed. Approximately 6-inches of 3inch stone should be worked into the
subgrade. Construction grade should
then be established with compacted ¾
inch stone
Roadway Drainage
Fine-grained soils can be sensitive to remolding in the presence of water. In the areas of surficial
clays, the surface should be maintained in a graded condition to prevent standing water on the
subgrade. Appropriate measures may include, but are not limited to:
1. Shaping/pitching the sub-grade to drain toward side drainage ditch along the roadway.
2. Providing proper filtration for runoff waters. Proper drainage of the roadway is mandated by
Article 202.05 of the IDOT Standard Specifications.
3. PSI recommends placing CA-6 as the fill at the interface of clay and the new roadway. If opengraded stone is used, a filter fabric should be placed between the fine-grained soil and the
stone.
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Professional Service Industries, Inc. No. 042-75072R1
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Sub-grade Treatment and Recommendations
Unless otherwise specified, the sub-grade beneath road and shoulder pavement, including utility
trenches, must be compacted to achieve a dry density of at least ninety-five (95) percent of the
maximum dry density as determined by AASHTO T-99 laboratory values. Soft and unstable
material that will not compact when rolled or tamped must be removed and replaced with suitable
materials. In cut areas, the sub-grade must be drained, scarified and air dried in the top eight (8)
inches, and recompacted to at least ninety-five (95) percent compaction. These procedures are
specified in Article 301.3 of the Standard Specifications. The application of this article may be
modified during construction in accordance with the procedures outlined in the Illinois Department
of Transportation, "Sub-grade Stability Manual", dated March 1, 1982.
The borings are widely spaced and the soil profiles between the boring locations could vary. The
actual areas of the soils requiring undercutting may be somewhat different when the excavation to
the planned sub-grade elevation is made. Anomalies and unanticipated conditions may require the
field determination of construction procedures. Please note that the amount of traffic predicted for
each road was not considered when recommending remedial procedures. The design team for this
project will need to consider traffic volume and loads in the final design of the proposed South
Street Expansion. The stability of the sub-grade should be determined at the time of construction
by the use of a dynamic cone penetrometer (DCP) and proof-rolling to delineate areas requiring
additional treatment. Where the DCP yield correlated “N” values less than 10, that area should be
amended and re-tested.
The actual depth of treatment should be determined at the time of construction and in accordance
with the provisions of the Sub-grade Stability Manual. If standing water is present replacement
materials must be made with a suitable granular material meeting the specifications for porous
granular embankment sub-grade (PGES). Otherwise, suitable cohesive soils or granular materials
can be used under drained conditions. Where PGES is utilized for backfill a transverse drain must
be provided at the points of low elevation to remove seepage water. The backfill must be
constructed in accordance with the requirements of Section 301 of the IDOT Standard
Specifications.
Appropriate quantities of PGES should be provided in the Contract Documents, should
unanticipated undercutting and replacement be necessary.
It is noted that the following preliminary sub-grade treatment recommendations are based upon the
proposed grade being relatively close to the existing grade and for purposes of this report, a
pavement section of approximately twelve (12) inches was considered. Sub-grade treatment
recommendations are referenced with respect to proposed sub-grade elevation. In general, 12
inches of subgrade removal is preliminarily recommended in order to proofroll at a depth 12 inches
lower than the exposed subgrade and to establish a documented and consistent fill subgrade below
the new base.
Preliminary treatment recommendations presented herein should be considered to extend from one
(1) foot beyond the edge of shoulder/curb. If the fill areas become part of the project, this treatment
Hampton, Lenzini, & Renwick
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width should extend out beyond each curb one (1) foot plus half the depth of the fill in feet.
Existing granular base course material removed during the reconstruction can be stockpiled for later
use, based on it meeting the specifications for aggregate sub-grade (see PGES specifications). In
addition, if possible, bituminous concrete removed from the pavement can be recycled if properly
sized and prepared.
PSI recommends stripping the topsoil and existing curbs in construction areas beyond the
existing pavement. The sub-grade should then be proof-rolled with a 10-ton, smooth-drum roller
to achieve at least 95 percent AASHTO T-99 in the upper 12 inches of the sub-grade. The
upper 12 inches should be replaced with new, structural fill and conform to Section 300
Subgrade Preparation section of the, “Standard Specifications for Road and Bridge Construction,”
adopted by the Illinois Department of Transportation on January 1, 2002.
Culvert Geotechnical Considerations
Due to limited changes in final grade stresses, the main geotechnical factors that may affect the
proposed culvert replacement will be the ability to remove the existing structure, the control of
the flow of the existing creek, and the establishing of a stable subsurface and excavation during
construction of the new culvert. PSI recommends that the open culvert excavations be shored
during construction or cut back at a slope flatter than 4 (horizontal) to 1 (vertical). The
foundation soils may also need to be stabilized by thoroughly “walking” 3-inch stone to create a
stable working surface and capped with 6 inches of CA-6. Approximately 12 inches of 3-inch
stone should be used to stabilize the soft soils. Care should be taken not to make the base
support of culverts stiffer than the foundation soils supporting the backfill within two diameters
immediately adjacent to the culvert.
Culvert Site Preparation & Fill Requirements
PSI recommends that organic topsoil, frozen soil, asphalt, undocumented fill, or other unsuitable
material in the construction area be stripped from the culvert location. Stripping operations should
extend a minimum of 5 feet beyond proposed culvert location.
In the excavation of the existing culvert, PSI recommends removal of backfill adjacent to the culvert
to a depth at least 18 inches below the existing culvert. In addition, the clayey fill soils in the
location of the existing culvert exhibited low blow counts and moderate moisture counts. PSI
recommends that these fill soils be removed to the depth of the medium dense sands encountered
at approximately 10 feet below grade. PSI recommends that the excavation of the culvert be
performed in a balanced manner with equal portions being removed in thin lifts from each side.
The existing culvert is providing lateral support to the soils on either side of it and these soils will
need to be cut back on at least a 2 ½ (horizontal) to 1 (vertical) slope above the water line and at
least 4 (horizontal) to 1 (vertical) below the water line to maintain the integrity of the roadway and
roadway embankments. These slopes can be steepened with the use of driven sheet piling.
Recommendations on sheet piling retention systems are outside the scope of this report and would
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require more information on the replacement structure. PSI recommends that stripping operations
be monitored by a representative of the geotechnical engineer at the time of construction. After
stripping and excavating to the proposed subgrade level, as required, the culvert areas should be
prepared to receive the new culvert structure.
The sandy soils encountered in borings SB-01 and SB-02 from approximately 10 to 40 feet
below existing grade generally exhibited moderate blow counts and low to moderate to moisture
contents. Therefore, PSI does not anticipate that remediation of the soils will be needed during
construction at the proposed box culvert. It is possible that the sand layer is closer to the
surface in some portions of the proposed construction area. If shallower sandy soils are
encountered during the construction of the proposed culvert, water from the creek should be
controlled to prevent these soils from becoming saturated and possibly becoming unstable.
If, during construction, the sandy soils do become saturated, 12 to 24 inches of coarse
aggregate should be worked into the subsurface materials to provide a workable base. The
coarse aggregate should consist of clean, crushed stone or gravel between ¼ and 3 inches in
size. The coarse aggregate should be spread in a maximum of 12-inch layers and consolidated
with vibratory compaction equipment until it is "locked" in place.
Culvert Fill Requirements
Once the subgrade has been adequately stabilized, placement of new structural fill to establish
construction grades may begin. The first layer of fill material should be placed in a relatively
uniform horizontal lift and adequately keyed into the subgrade soils. Granular soils with < 5%
fines should be used below the waterline. Once the backfill is above the waterline, the fill
materials should have a Standard Proctor maximum dry density greater than 100 pcf, be free of
organic or other deleterious materials, have a maximum particle size of 3 inches, and have a
liquid limit less than 45 and plasticity index less than 25. Soils classified as CL, ML, SM, SCSM, and SW will generally be suitable for use as structural fill. Soils classified as OL, OH, MH,
CH and PT should be considered unsuitable.
The fill placed should be tested and documented by a geotechnical technician and directed by a
geotechnical engineer to evaluate its placement. It should be noted that the geotechnical engineer
of record can only certify the testing that is performed and the work observed by that engineer or
staff in direct report to that engineer. Structural fill should be placed in maximum lifts of 8 inches
of loose material and should include areas below and adjacent to the replacement culvert as
well as areas to a distance of at least 5 feet outside the culvert perimeters. Additional
recommendations on lift placement are contained later in this report. Each lift of compacted,
engineered fill above the water line should be tested and documented by a representative of the
geotechnical engineer prior to the placement of subsequent lifts. If a fine-grained silt or clay soil
is used for fill above the water line, close moisture content control will be essential to achieve
the recommended degree of compaction. If water must be added, it should be uniformly applied
and thoroughly mixed into the soil by disking or scarifying. Newly-placed structural fill for the
culvert backfill shall be evaluated in accordance with the following table:
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Professional Service Industries, Inc. No. 042-75072R1
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MATERIAL TESTED
PROCTOR
TYPE
MIN % DRY
DENSITY
PLACEMENT MOISTURE
CONTENT RANGE
Structural Fill (Cohesive)
Standard
98%
-2 to +2 %
Structural Fill (Granular)
Standard
98%
-2 to +2 %
Random Fill (non load
bearing)
Standard
95%
-3 to +3 %
Utility Trench Backfill
Standard
95%
-2 to +2 %
FREQUENCY OF
TESTING*
1 per 500 ft2 of fill
placed
1 per 500 ft2 of fill
placed
1 per 5,000 yd2 of
fill placed
1 per 50 LF of fill
placed
*Minimum of one test per lift of as follows.
The test frequency for the laboratory reference shall be one laboratory Proctor or Relative Density
test for each material used on the site. If the borrow or source of fill material changes, a new
reference moisture/density test should be performed.
Tested fill materials that do not achieve either the required dry density or moisture content range
shall be recorded, the location noted, and reported to the Contractor and Owner. A re-test of that
area should be performed after the Contractor performs remedial measures. The above test
frequencies should be discussed with the contractor prior to starting the work. Changes in the
frequency and testing can be allowed based upon actual site conditions and review by the
geotechnical engineer of record. Changes should be documented prior to their implementation.
Culvert Design Recommendations
PSI understands that a reinforced triple-box culvert consisting of precast concrete is being
considered to replace the existing culvert at station STA 55+00. These types of concrete
structures, are typically manufactured to sustain the “positive” projection type loads that the cut
and cover processes will likely place on them. It is possible to reduce the lateral loading on the
culvert walls with the use of geogrid reinforcement of the soils adjacent to and over the box type
structure.
The backfill for the culvert should be placed and compacted in equal height lifts on each side of
the tunnel for the full length of the culvert.
The culvert’s orientation in this project will have a load differential inherent to the geometry of
the crossing. There will be a smaller magnitude of load applied along the centerline of the
culvert than along the outside edge of the tunnel. Therefore, there will be a tendency for
differential settlement along the culvert alignment.
As discussed previously, PSI recommends that the base of the culvert be placed on a prepared
granular base material that is at least one (1) foot thick that has been placed as recommend in
the Site Preparation section of this report. A bearing on the medium dense sandy soils located
in the proposed location of the culvert can be designed for a maximum net allowable soil
bearing pressure of 4,000 psf if prepared as recommended and documented.
Hampton, Lenzini, & Renwick
Professional Service Industries, Inc. No. 042-75072R1
16
PSI recommends that soils at the culvert’s base design elevation be observed, documented, and
tested as possible by a representative of PSI prior to concrete placement to evaluate the suitability
and uniformity of the bearing soils for support of the design foundation loads. The remedial
procedures described in the preceding sections can be used to provide suitable foundation support
where unsuitable material such as soft or loose soils, or organic soils are encountered below the
undocumented fill.
Overexcavation and Backfill Procedure for Culverts
There are two options for the removal and replacement of the culverts:
1. Cofferdams could be constructed upstream and downstream of the existing structures.
Dewatering systems could be designed and be installed to lower the water table in the vicinity of
the existing culverts. Then the existing culvert could be removed and the new culvert installed
in a dry condition. If it is desired to perform this work in a dry condition, PSI recommends that
requirements for blocking upstream drainage be performed. It may be that some pumping or a
temporary culvert will be necessary to provide some level of drainage during construction.
2. The replacement may be performed in a wet condition. A siltation boom on the downstream
side may be required if the removal and replacement construction is performed in a wet
condition. In this procedure, pavement and soils above the waterline would be removed
providing a 2 ½ (horizontal) to 1 (vertical) slope above the waterline and 4 (horizontal) to 1
(vertical) slope below the waterline. The soils below the waterline would be removed to a depth
of at least one (1) foot below the bottom of the replacement culverts. A flat area should be
prepared to receive the new culvert that is as wide as the culvert and have five (5) feet on either
side of the culvert. The base soils should then be prepared with base rock as described in this
report. The base rock should be tamped or compacted into the sub-grade with a compaction
driver attached to an excavator or comparable equipment. The compaction driver should be
capable of exerting an impulse force of 16,000 pounds on a plate of 29 x 32 inches.
Once the base rock has been compacted to a relatively unyielding state, the grade can be
brought up to the bottom of culvert grade using crushed granular fill with <5% fines and
compacted in horizontal lifts less than 12 inches with the compactor driver. When the grade for
the box culvert is established the box culvert can be installed. The backfill on the sides should
be performed in similar manner, but at balanced elevations on both sides. Backfill above the
water line should be placed as defined earlier in this report. There may be entrance structure
requirements or an apron requirement for the box culvert that preclude this method. In that
case a dry system will be necessary. The slopes for the excavations may be reduced with the
use of sheet piling. The sheet piling available and the installation techniques for the box culvert
will determine the geometry of the sheeting system. PSI can provide assistance in the
development of a sheet pile retention system as an extension to the scope of this project.
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CONSTRUCTION CONSIDERATIONS
It is recommended that PSI be retained to provide observation and testing of construction activities
involved in the foundation, earthwork, and related activities of this project. PSI cannot accept any
responsibility for any conditions that deviate from those described in this report. Nor can PSI accept
responsibility for the performance of the foundation if not also engaged to provide construction
observation and testing for this project.
Drainage and Groundwater Considerations
Water should not be allowed to collect in the culvert excavations or on prepared roadway
subgrades during or after construction. Undercut or excavated areas should be sloped toward
one corner to facilitate removal of any collected rainwater, groundwater or surface runoff.
Positive site drainage should be provided to reduce infiltration of surface water around the
perimeter of the buildings and beneath the floor slabs. Grades should be sloped away from the
buildings and surface drainage should be collected and discharged such that water is not
permitted to infiltrate the backfill and floor slab areas.
Groundwater was observed to collect in the boreholes during the drilling operations at a depths
ranging from about 6 to 11 feet below existing grade. It is possible that seasonal variations may
cause water level fluctuations or the presence of a water table in the upper soils at the time of
construction. Where water is encountered at shallow depths, pumping from sumps or the use of
perimeter trenches to collect and discharge the water away from the work area should be used.
Should excessive and uncontrolled amounts of seepage occur, the geotechnical engineer
should be consulted.
Federal Excavation Regulations
In Federal Register, Volume 54, No. 209 (October 1989), the United States Department of Labor,
Occupational Safety and Health Administration (OSHA) amended its "Construction Standards for
Excavations, 29 CFR, part 1926, Subpart P". This document was issued to better insure the safety
of workmen entering trenches or excavations. This federal regulation mandates that all
excavations, whether they be utility trenches, basement excavation or footing excavations, be
constructed in accordance with the new OSHA guidelines. It is our understanding that these
regulations are being strictly enforced and if they are not closely followed, the owner and the
contractor could be liable for substantial penalties.
The contractor is solely responsible for designing and constructing stable, temporary excavations
and should shore, slope, or bench the sides of the excavations as required to maintain stability of
both the excavation sides and bottom. The contractor's "responsible person," as defined in 29 CFR
Part 1926, should evaluate the soil exposed in the excavations as part of the contractor's safety
procedures. In no case should slope height, slope inclination, or excavation depth, including utility
trench excavation depth, exceed those specified in local, state, and federal safety regulations. PSI
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18
is providing this information solely as a service to our client. PSI is not assuming responsibility for
construction site safety or the contractor's activities; such responsibility is not being implied and
should not be inferred.
GEOTECHNICAL RISK
The concept of risk is an important aspect of the geotechnical evaluation. The primary reason for
this is that the analytical methods used to develop geotechnical recommendations do not comprise
an exact science. The analytical tools that geotechnical engineers use are generally empirical and
must be used in conjunction with engineering judgment and experience. Therefore, the solutions
and recommendations presented in the geotechnical evaluation should not be considered risk-free,
and more importantly, are not a guarantee that the interaction between the soils and the proposed
structure will perform as planned. The engineering recommendations, presented in the preceding
section, constitute PSI’s professional estimate of the necessary measures for the proposed
structure to perform according to the proposed design based on the information generated and
reference during this evaluation, and PSI’s experience in working with these conditions.
REPORT LIMITATIONS
The recommendations submitted are based on the available subsurface information obtained by
PSI and design details furnished by Hampton, Lenzini, & Renwick, Inc. for the proposed project. If
there are any revisions to the plans for this project or if deviations from the subsurface conditions
noted in this report are encountered during construction, PSI should be notified immediately to
determine if changes in the foundation recommendations are required. If PSI is not retained to
perform these functions, PSI will not be responsible for the impact of those conditions on the
project.
The geotechnical engineer warrants that the findings, recommendations, specifications, or
professional advice contained herein have been made in accordance with generally accepted
professional geotechnical engineering practices in the local area. No other warranties are implied
or expressed.
After the plans and specifications are more complete, the geotechnical engineer should be retained
and provided the opportunity to review the final design plans and specifications to check that our
engineering recommendations have been properly incorporated into the design documents. At this
time, it may be necessary to submit supplementary recommendations. This report has been
prepared for the exclusive use of Hampton, Lenzini, & Renwick, Inc. and their consultants for the
specific application to the proposed South Street Expansion in Elgin, Illinois.
Hampton, Lenzini, & Renwick
Professional Service Industries, Inc. No. 042-75072R1
APPENDIX
BORING LOCATION PLAN
N
SB-01
STA 56+00
W-1
STA 93+25
W-2
STA 95+50
W-3
STA 97+45
B-4
STA 43+80
SB-02
STA 54+00
B-1
STA 53+00
B-2
STA 50+00
B-3
STA 47+00
B-5
STA 36+85
B-10
B-9
STA 21+85
B-8
STA 25+60
B-7
STA 29+35
B-6
STA 33+10
N
Project Name:
South Street Expansion
Project Location: South Street
Elgin, Illinois
665 Tollgate Rd. Unit H
Elgin, Illinois 60123
Client:
HLR
PSI Project # :
042-75072
Boring
Location
Plan
GENERAL NOTES
USCS CLASSIFICATION CHART
BORING LOGS
GENERAL NOTES
DRILLING & SAMPLING SYMBOLS:
SS:
ST:
PA:
HA:
DB:
AU:
HS:
Split Spoon - 1 3/8” I.D., 2” O.D., unless otherwise noted
Thin-Walled Tube - 3” O.D., Unless otherwise noted
Power Auger
Hand Auger
Diamond Bit - 4”, N, B
Auger Sample
Hollow Stem Auger
PS:
WS:
FT:
RB:
BS:
PM:
DC:
WB:
Piston Sample
Wash Sample
Fish Tail Bit
Rock Bit
Bulk Sample
Pressuremeter
Dutch Cone
Wash Bore
Standard “N” Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2 inch OD
split spoon, except where noted.
WATER LEVEL MEASUREMENT SYMBOLS:
Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. In pervious soils, the
indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of ground water
levels is not possible with only short term observations.
DESCRIPTIVE SOIL CLASSIFICATION:
Soil Classification is based on the Unified Soil Classification System and ASTM Designations D-2487 and D-2488. Coarse
Grained Soils have more than 50% of their dry weight retained on a #200 sieve; they are described as: boulders, cobbles, gravel
or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are described as: clays, if they
are plastic , and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor
constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse grained
soils are defined on the basis of their relative in-place density and fine grained soils on the basis of their consistency. Example:
Lean clay with sand, trace gravel, stiff (CL); silty sand, trace gravel, medium dense (SM).
CONSISTENCY OF FINE-GRAINED SOILS:
Unconfined Compressive
Strength, Qu, tsf
N-Blows/ft.
.25
.50
1.0
2.0
4.0
>
<
-
.25
.50
1.0
2.0
4.0
8.0
8.0
Below 2
2-4
4-8
8-15
15-30
30-50
> 50
Consistency
Very Soft
Soft
Medium Stiff
Stiff
Very Stiff
Hard
Very Hard
RELATIVE DENSITY OF COARSE-GRAINED SOILS
N-Blows/ft.
0-3
4-9
10-29
30-49
50-80
80+
Relative Density
Very Loose
Loose
Medium Dense
Dense
Very Dense
Extremely Dense
GRAIN SIZE TERMINOLOGY
RELATIVE PROPORTIONS OF SAND AND GRAVEL
Descriptive Term(s)
(of Components Also
Present in Sample)
Trace
With
Modifier
Percent of
Dry Weight
<
15
15 - 29
>
30
Major Component
Of Sample
Size Range
Boulders Over 12 in. (300mm)
Cobbles
12 in. To 3 in.
(300mm to 75mm)
Gravel
3 in. To #4 sieve
(75mm to 4.75mm)
Sand
#4 to #200 sieve
(4.75mm to 0.75mm)
RELATIVE PROPORTIONS OF FINES
Descriptive Term(s)
(of Components Also
Present in Sample)
Trace
With
Modifier
Percent of
Dry Weight
< 5
5 - 12
> 12
Page
1
of
SOIL BORING LOG
Date
ROUTE
South Street Expansion
DESCRIPTION
RG
LOCATION South Street
SECTION
COUNTY
LOGGED BY
12/3/07
Kane County
DRILLING METHOD
D
E
P
T
H
STRUCT. NO.
Station
BORING NO.
B1
Station
53+00
Offset
Ground Surface Elev. 800.10
ft
B
L
O
W
S
2 1/4" Hollow Stem Auger
U
C
S
Qu
(ft) (/6") (tsf)
M
O
I
S
T
(%)
HAMMER TYPE
Surface Water Elev.
Stream Bed Elev.
Groundwater Elev.:
First Encounter
Upon Completion
Hrs.
After
Automatic
ft
ft
6.5
6.5
ft
ft
ft
FILL: Black clayey SILT with gravel
3
4
16.7
5
3
796.60
4
Brown well-graded SAND with gravel,
medium dense
28.8
5
3
-5
5
36.7
5
9
7
17.3
8
7
8
790.10
-10
15.0
4
End of boring at 10 feet
-15
-20
The Unconfined Compressive Strength (UCS) Failure Mode is indicated by (B-Bulge, S-Shear, P-Penetrometer)
The SPT (N value) is the sum of the last two blow values in each sampling zone (AASHTO T206)
BBS, from 137 (Rev. 8-99)
1
Page
1
of
SOIL BORING LOG
Date
ROUTE
South Street Expansion
DESCRIPTION
RG
LOCATION South Street
SECTION
COUNTY
LOGGED BY
12/3/07
Kane County
DRILLING METHOD
D
E
P
T
H
STRUCT. NO.
Station
BORING NO.
B2
Station
50+00
Offset
Ground Surface Elev. 800.60
ft
B
L
O
W
S
2 1/4" Hollow Stem Auger
U
C
S
Qu
(ft) (/6") (tsf)
M
O
I
S
T
(%)
HAMMER TYPE
Surface Water Elev.
Stream Bed Elev.
Groundwater Elev.:
First Encounter
Upon Completion
Hrs.
After
Automatic
ft
ft
8.5
8.0
ft
ft
ft
FILL: Black sandy silty CLAY
2
15.7
3
4
5
2.0
4
P
17.1
4
796.10
Brown silty CLAY and organics, very
soft
-5
3
0.5
1
P
27.8
1
794.60
Gray silty CLAY and organics, very
soft
2
1.0
1
P
38.1
1
792.10
Gray SAND and gravel with clay
seams, loose
3
4
790.60
-10
15.0
4
End of boring at 10 feet
-15
-20
The Unconfined Compressive Strength (UCS) Failure Mode is indicated by (B-Bulge, S-Shear, P-Penetrometer)
The SPT (N value) is the sum of the last two blow values in each sampling zone (AASHTO T206)
BBS, from 137 (Rev. 8-99)
1
Page
1
of
SOIL BORING LOG
Date
ROUTE
South Street Expansion
DESCRIPTION
RG
LOCATION South Street
SECTION
COUNTY
LOGGED BY
12/3/07
Kane County
DRILLING METHOD
D
E
P
T
H
STRUCT. NO.
Station
BORING NO.
B3
Station
47+00
Offset
Ground Surface Elev. 799.90
ft
B
L
O
W
S
2 1/4" Hollow Stem Auger
U
C
S
Qu
(ft) (/6") (tsf)
M
O
I
S
T
(%)
HAMMER TYPE
Surface Water Elev.
Stream Bed Elev.
Groundwater Elev.:
First Encounter
Upon Completion
Hrs.
After
Automatic
ft
ft
7.0
7.0
ft
ft
ft
FILL: Black clayey SILT (TOPSOIL)
Organic Content of 5.5%
2
34.8
3
3
795.90
Brown silty CLAY and organics, very
soft
1
0.5
2
P
20.6
2
-5
0
<0.5
1
P
30.2
1
792.90
Brown SAND and gravel, medium
dense
1
0.5
2
P
26.5
2
4
6
789.90
-10
24.9
5
End of boring at 10 feet
-15
-20
The Unconfined Compressive Strength (UCS) Failure Mode is indicated by (B-Bulge, S-Shear, P-Penetrometer)
The SPT (N value) is the sum of the last two blow values in each sampling zone (AASHTO T206)
BBS, from 137 (Rev. 8-99)
1
Page
1
of
SOIL BORING LOG
Date
ROUTE
South Street Expansion
DESCRIPTION
RG
LOCATION South Street
SECTION
COUNTY
LOGGED BY
12/3/07
Kane County
DRILLING METHOD
D
E
P
T
H
STRUCT. NO.
Station
BORING NO.
B4
Station
43+80
Offset
Ground Surface Elev. 801.70
ft
B
L
O
W
S
2 1/4" Hollow Stem Auger
U
C
S
Qu
(ft) (/6") (tsf)
M
O
I
S
T
(%)
HAMMER TYPE
Surface Water Elev.
Stream Bed Elev.
Groundwater Elev.:
First Encounter
Upon Completion
Hrs.
After
Automatic
ft
ft
8.0
8.0
ft
ft
ft
Approximately 14 inches of black silty
CLAY (TOPSOIL)
800.54
Brown silty CLAY, trace sand and
gravel, medium stiff
1
1.5
2
P
16.9
2
1
1.0
2
P
29.4
2
-5
0
0.5
1
P
28.4
2
795.70
Brown poorly graded fine SAND, trace
gravel, medium dense
7
7
21.4
8
3
5
791.70
-10
21.5
7
End of boring at 10 feet
-15
-20
The Unconfined Compressive Strength (UCS) Failure Mode is indicated by (B-Bulge, S-Shear, P-Penetrometer)
The SPT (N value) is the sum of the last two blow values in each sampling zone (AASHTO T206)
BBS, from 137 (Rev. 8-99)
1
Page
1
of
SOIL BORING LOG
Date
ROUTE
South Street Expansion
DESCRIPTION
RG
LOCATION South Street
SECTION
COUNTY
LOGGED BY
12/5/07
Kane County
DRILLING METHOD
D
E
P
T
H
STRUCT. NO.
Station
BORING NO.
B5
Station
36+85
Offset
Ground Surface Elev. 801.70
ft
B
L
O
W
S
2 1/4" Hollow Stem Auger
U
C
S
Qu
(ft) (/6") (tsf)
M
O
I
S
T
(%)
HAMMER TYPE
Surface Water Elev.
Stream Bed Elev.
Groundwater Elev.:
First Encounter
Upon Completion
Hrs.
After
Automatic
ft
ft
6.5
6.5
ft
ft
ft
Approximately 14 inches of black
clayey SILT (TOPSOIL)
800.54
Brown silty CLAY, trace sand and
gravel, medium stiff
2
1.5
2
P
28.4
3
797.70
Brown well-graded SAND, trace
gravel, medium dense
2
1.0
2
P
27.1
2
3
-5
5
10.3
7
5
6
17.1
6
11
9
791.70
-10
15.0
12
End of boring at 10 feet
-15
-20
The Unconfined Compressive Strength (UCS) Failure Mode is indicated by (B-Bulge, S-Shear, P-Penetrometer)
The SPT (N value) is the sum of the last two blow values in each sampling zone (AASHTO T206)
BBS, from 137 (Rev. 8-99)
1
Page
1
of
SOIL BORING LOG
Date
ROUTE
South Street Expansion
DESCRIPTION
RG
LOCATION South Street
SECTION
COUNTY
LOGGED BY
12/5/07
Kane County
DRILLING METHOD
D
E
P
T
H
STRUCT. NO.
Station
BORING NO.
B6
Station
33+10
Offset
Ground Surface Elev. 804.10
ft
B
L
O
W
S
2 1/4" Hollow Stem Auger
U
C
S
Qu
(ft) (/6") (tsf)
M
O
I
S
T
(%)
HAMMER TYPE
Surface Water Elev.
Stream Bed Elev.
ft
ft
Groundwater Elev.:
First Encounter
Upon Completion
Hrs.
After
ft
ft
ft
Automatic
Approximately 15 inches of black
clayey SILT (TOPSOIL)
802.85
Brown silty CLAY, trace sand and
gravel, medium stiff
3
2.5
3
P
25.2
5
3
2.0
3
P
26.1
3
-5
2
1.5
2
P
26.1
3
798.10
Brown well-graded SAND, trace
gravel, medium dense
5
9
6.7
11
8
12
794.10
-10
8.0
12
End of boring at 10 feet
No groundwater observed to collect
during drilling operation
-15
-20
The Unconfined Compressive Strength (UCS) Failure Mode is indicated by (B-Bulge, S-Shear, P-Penetrometer)
The SPT (N value) is the sum of the last two blow values in each sampling zone (AASHTO T206)
BBS, from 137 (Rev. 8-99)
1
Page
1
of
SOIL BORING LOG
Date
ROUTE
South Street Expansion
DESCRIPTION
RG
LOCATION South Street
SECTION
COUNTY
LOGGED BY
12/3/07
Kane County
DRILLING METHOD
D
E
P
T
H
STRUCT. NO.
Station
BORING NO.
B7
Station
29+35
Offset
Ground Surface Elev. 811.90
ft
B
L
O
W
S
2 1/4" Hollow Stem Auger
U
C
S
Qu
(ft) (/6") (tsf)
M
O
I
S
T
(%)
HAMMER TYPE
Surface Water Elev.
Stream Bed Elev.
Groundwater Elev.:
First Encounter
Upon Completion
Hrs.
After
Automatic
ft
ft
8.5
8.5
ft
ft
ft
Approximately 14 inches of black
clayey SILT (TOPSOIL)
810.74
Brown silty CLAY, trace sand, gravel
and organics, medium stiff
2
1.0
2
P
Organic Content of 3.8%
2
1
1.0
2
P
33.5
35.9
2
-5
2
1.0
2
P
25.4
2
805.90
Gray well-graded SAND with gravel,
medium dense
3
2.0
4
P
22.9
8
803.40
Gray poorly graded fine SAND, trace
gravel, medium dense
7
6
801.90
-10
13.8
6
End of boring at 10 feet
-15
-20
The Unconfined Compressive Strength (UCS) Failure Mode is indicated by (B-Bulge, S-Shear, P-Penetrometer)
The SPT (N value) is the sum of the last two blow values in each sampling zone (AASHTO T206)
BBS, from 137 (Rev. 8-99)
1
Page
1
of
SOIL BORING LOG
Date
ROUTE
South Street Expansion
DESCRIPTION
RG
LOCATION South Street
SECTION
COUNTY
LOGGED BY
12/5/07
Kane County
DRILLING METHOD
D
E
P
T
H
STRUCT. NO.
Station
BORING NO.
B8
Station
25+60
Offset
Ground Surface Elev. 821.50
Approximately 12 inches of black
clayey SILT (TOPSOIL)
ft
B
L
O
W
S
2 1/4" Hollow Stem Auger
U
C
S
Qu
(ft) (/6") (tsf)
M
O
I
S
T
(%)
HAMMER TYPE
Surface Water Elev.
Stream Bed Elev.
Groundwater Elev.:
First Encounter
Upon Completion
Hrs.
After
Automatic
ft
ft
8.5
8.5
ft
ft
ft
820.50
Brown silty CLAY, trace sand and
gravel, stiff
819.00
3
3.0
4
P
16.8
6
Brown sandy SILT, stiff
7
6
11.4
9
817.00
Brown poorly graded medium to fine
SAND, trace gravel, medium dense
4
-5
5
7.2
5
3
5
16.0
6
4
4
811.50
-10
21.7
7
End of boring at 10 feet
-15
-20
The Unconfined Compressive Strength (UCS) Failure Mode is indicated by (B-Bulge, S-Shear, P-Penetrometer)
The SPT (N value) is the sum of the last two blow values in each sampling zone (AASHTO T206)
BBS, from 137 (Rev. 8-99)
1
Page
1
of
SOIL BORING LOG
Date
ROUTE
South Street Expansion
DESCRIPTION
RG
LOCATION South Street
SECTION
COUNTY
LOGGED BY
12/3/07
Kane County
DRILLING METHOD
D
E
P
T
H
STRUCT. NO.
Station
BORING NO.
B9
Station
21+85
Offset
Ground Surface Elev. 823.50
Approximately 12 inches of black
clayey SILT (TOPSOIL)
ft
B
L
O
W
S
2 1/4" Hollow Stem Auger
U
C
S
Qu
(ft) (/6") (tsf)
M
O
I
S
T
(%)
HAMMER TYPE
Surface Water Elev.
Stream Bed Elev.
Groundwater Elev.:
First Encounter
Upon Completion
Hrs.
After
Automatic
ft
ft
6.0
6.0
ft
ft
ft
822.50
Brown silty CLAY, trace sand and
gravel, medium stiff
821.00
2
1.5
2
P
32.7
3
Brown sandy SILT, trace gravel,
medium stiff
819.50
2
1.5
2
P
14.5
4
Brown SILT, trace gravel, stiff
-5
4
2.0
4
P
20.4
6
3
816.50
11.9
2
Gray clayey SAND, trace gravel, loose
3
815.00
Gray sandy silty CLAY, trace gravel,
stiff
813.50
-10
4
2.0
5
P
9.6
6
End of boring at 10 feet
-15
-20
The Unconfined Compressive Strength (UCS) Failure Mode is indicated by (B-Bulge, S-Shear, P-Penetrometer)
The SPT (N value) is the sum of the last two blow values in each sampling zone (AASHTO T206)
BBS, from 137 (Rev. 8-99)
1
Page
1
of
SOIL BORING LOG
Date
ROUTE
South Street Expansion
DESCRIPTION
RG
LOCATION South Street
SECTION
COUNTY
LOGGED BY
12/3/07
Kane County
DRILLING METHOD
D
E
P
T
H
STRUCT. NO.
Station
BORING NO.
B10
Station
34+50
Offset
Ground Surface Elev. 803.50
ft
B
L
O
W
S
2 1/4" Hollow Stem Auger
U
C
S
Qu
(ft) (/6") (tsf)
M
O
I
S
T
(%)
HAMMER TYPE
Surface Water Elev.
Stream Bed Elev.
ft
ft
Groundwater Elev.:
First Encounter
Upon Completion
Hrs.
After
ft
ft
ft
Automatic
Approximately 15 inches of black silty
CLAY (TOPSOIL)
802.25
Brown silty CLAY, trace sand, gravel
and organics, medium stiff
2
2.0
3
P
18.7
3
Organic Content of 5.2%
2
1.0
2
P
7.7
2
-5
3
1.0
2
P
3.8
2
797.50
Gray clayey SILT, trace sand, gravel
and organics, medium stiff
2
1.5
4
P
7.2
8
795.50
Brown poorly graded fine SAND, trace
gravel, medium dense
6
6
793.50
-10
11.5
7
End of boring at 10 feet
No groundwater observed to collect
during drilling operation
-15
-20
The Unconfined Compressive Strength (UCS) Failure Mode is indicated by (B-Bulge, S-Shear, P-Penetrometer)
The SPT (N value) is the sum of the last two blow values in each sampling zone (AASHTO T206)
BBS, from 137 (Rev. 8-99)
1
Page
1
of
1
SOIL BORING LOG
Date
ROUTE
South Street Expansion
DESCRIPTION
LOGGED BY
RG
LOCATION Culvert Boring
SECTION
COUNTY
12/3/07
Kane County
DRILLING METHOD
D
E
P
T
H
STRUCT. NO.
Station
BORING NO.
SB-01
Station
56+00
Offset
Ground Surface Elev. 803.10
ft
B
L
O
W
S
2 1/4" Hollow Stem Auger
U
C
S
Qu
(ft) (/6") (tsf)
M
O
I
S
T
(%)
Approximately 13 inches of black
clayey TOPSOIL
Automatic
HAMMER TYPE
Surface Water Elev.
Stream Bed Elev.
ft
ft
Groundwater Elev.:
First Encounter
Upon Completion
Hrs.
After
ft
ft
ft
D
E
P
T
H
FILL: Brown sandy CLAY, little gravel
2
3
16.1
3
2
2
8
-5
4
Qu
M
O
I
S
T
(%)
17.7
6
781.60
6
Gray fine, poorly-graded SAND, trace
gravel, medium dense
7
24.3
8
22.4
2
3
U
C
S
(ft) (/6") (tsf)
782.60
Gray clayey SILT, trace sand and
gravel, stiff
802.02
B
L
O
W
S
8
8
19.9
-25
14.2
10
5
3
4
17.9
4
2
3
794.10
4
FILL: Black clayey SILT
5
793.10
14.1
-10
Brown fine to coarse clayey SAND,
little gravel, medium dense
10
5
6
773.10
-30
8.0
9
Gray well-graded SAND and fine
GRAVEL, medium dense
15
10
7
41.6
7.7
13
7
11
6.5
15
7
8
788.10
-15
Brown fine, poorly-graded SAND,
trace gravel, medium dense
6
15.0
7
9
10
7
-35
8.3
5
20.6
8
6
8
18.3
11
6
8
10
-20
10
18.6
End of boring at 40 feet
Natural water level could not be
determined due to washing out the
auger
3
5
763.10
-40
13.6
5
The Unconfined Compressive Strength (UCS) Failure Mode is indicated by (B-Bulge, S-Shear, P-Penetrometer)
The SPT (N value) is the sum of the last two blow values in each sampling zone (AASHTO T206)
BBS, from 137 (Rev. 8-99)
Page
1
of
1
SOIL BORING LOG
Date
ROUTE
South Street Expansion
DESCRIPTION
LOGGED BY
RG
LOCATION Culvert Boring
SECTION
COUNTY
12/3/07
Kane County
DRILLING METHOD
D
E
P
T
H
STRUCT. NO.
Station
BORING NO.
SB-02
Station
54+00
Offset
Ground Surface Elev. 799.80
ft
B
L
O
W
S
2 1/4" Hollow Stem Auger
U
C
S
Qu
(ft) (/6") (tsf)
Approximately 6 inches of black clayey 799.30
TOPSOIL
FILL: Brown silty SAND and gravel,
little clay
M
O
I
S
T
(%)
Surface Water Elev.
Stream Bed Elev.
Groundwater Elev.:
First Encounter
Upon Completion
Hrs.
After
Automatic
HAMMER TYPE
ft
ft
11
ft
ft
ft
D
E
P
T
H
7
4.3
3
7
795.80
4
6
2
-5
3
2
17.5
11.8
3
5
17.0
774.80
-25
18.8
8
End of boring at 25 feet
4
2
(%)
18.4
5
5
FILL: Dark brown sandy silty CLAY
Qu
M
O
I
S
T
6
Gray fine, poorly-graded SAND, trace
gravel, occasional silt seams, medium
dense
10
7
U
C
S
(ft) (/6") (tsf)
779.30
5
B
L
O
W
S
14.0
2
1
2
15.9
2
2
789.80
-10
Brown fine, poorly-graded SAND, little
gravel, medium dense
2
12.4
-30
2
4
6
787.80
10.3
10
Gray fine clayey SAND with fine
gravel, medium dense
10
12
10.8
13
5
8
-15
9.8
9
10
13
-35
24.5
15
5
6
781.80
15.6
9
Gray clayey SILT, trace sand and
gravel, stiff
3
4
23.8
5
-20
2
-40
The Unconfined Compressive Strength (UCS) Failure Mode is indicated by (B-Bulge, S-Shear, P-Penetrometer)
The SPT (N value) is the sum of the last two blow values in each sampling zone (AASHTO T206)
BBS, from 137 (Rev. 8-99)
Page
1
of
SOIL BORING LOG
Date
ROUTE
South Street Expansion
DESCRIPTION
RG
LOCATION Proposed Weldwood Road
SECTION
COUNTY
LOGGED BY
12/3/07
Kane County
DRILLING METHOD
D
E
P
T
H
STRUCT. NO.
Station
BORING NO.
W1
Station
93+25
Offset
Ground Surface Elev. 799.00
ft
B
L
O
W
S
2 1/4" Hollow Stem Auger
U
C
S
Qu
(ft) (/6") (tsf)
M
O
I
S
T
(%)
HAMMER TYPE
Surface Water Elev.
Stream Bed Elev.
Groundwater Elev.:
First Encounter
Upon Completion
Hrs.
After
Automatic
ft
ft
7.5
7.0
ft
ft
ft
Approximately 15 inches of black
clayey SILT (TOPSOIL)
797.75
Brown clayey SILT, trace sand and
gravel, soft
1
1.5
2
P
24.6
2
1
1.5
2
P
32.2
2
-5
1
1.0
1
P
30.4
2
792.50
5
Brown well-graded SAND and gravel,
medium dense
9
7.6
9
6
8
789.00
-10
11.1
8
End of boring at 10 feet
-15
-20
The Unconfined Compressive Strength (UCS) Failure Mode is indicated by (B-Bulge, S-Shear, P-Penetrometer)
The SPT (N value) is the sum of the last two blow values in each sampling zone (AASHTO T206)
BBS, from 137 (Rev. 8-99)
1
Page
1
of
SOIL BORING LOG
Date
ROUTE
South Street Expansion
DESCRIPTION
RG
LOCATION Proposed Weldwood Road
SECTION
COUNTY
LOGGED BY
12/3/07
Kane County
DRILLING METHOD
D
E
P
T
H
STRUCT. NO.
Station
BORING NO.
W2
Station
95+50
Offset
Ground Surface Elev. 804.00
ft
B
L
O
W
S
2 1/4" Hollow Stem Auger
U
C
S
Qu
(ft) (/6") (tsf)
M
O
I
S
T
(%)
HAMMER TYPE
Surface Water Elev.
Stream Bed Elev.
Groundwater Elev.:
First Encounter
Upon Completion
Hrs.
After
Automatic
ft
ft
7.5
7.0
ft
ft
ft
Approximately 14 inches of black silty
CLAY (TOPSOIL)
802.84
Brown silty CLAY, trace sand and
gravel, soft
2
2.0
3
P
22.9
4
1
1.0
2
P
29.7
2
-5
1
0.5
1
P
28.5
2
798.00
Brown well-graded SAND and gravel,
medium dense
6
7
7.0
8
8
8
794.00
-10
12.6
7
End of boring at 10 feet
-15
-20
The Unconfined Compressive Strength (UCS) Failure Mode is indicated by (B-Bulge, S-Shear, P-Penetrometer)
The SPT (N value) is the sum of the last two blow values in each sampling zone (AASHTO T206)
BBS, from 137 (Rev. 8-99)
1
Page
1
of
SOIL BORING LOG
Date
ROUTE
South Street Expansion
DESCRIPTION
RG
LOCATION Proposed Weldwood Road
SECTION
COUNTY
LOGGED BY
12/3/07
Kane County
DRILLING METHOD
D
E
P
T
H
STRUCT. NO.
Station
BORING NO.
W3
Station
97+75
Offset
Ground Surface Elev. 806.00
ft
B
L
O
W
S
2 1/4" Hollow Stem Auger
U
C
S
Qu
(ft) (/6") (tsf)
M
O
I
S
T
(%)
HAMMER TYPE
Surface Water Elev.
Stream Bed Elev.
Groundwater Elev.:
First Encounter
Upon Completion
Hrs.
After
Automatic
ft
ft
10
10
ft
ft
ft
Approximately 14 inches of black silty
CLAY (TOPSOIL)
804.84
Brown silty CLAY, with organics, trace
sand and gravel, soft
1
1.5
2
P
24.1
2
1
1.5
2
P
30.1
2
-5
1
1.0
1
P
23.9
2
800.00
Gray silty CLAY, trace sand, gravel
and organics, soft
0
0.5
1
P
28.4
1
796.00
-10
Brown poorly graded fine SAND, trace
gravel, medium dense
1
1.0
2
P
3.8
2
3
4
6
12.4
793.50
End of boring at 12 1/2 feet
-15
-20
The Unconfined Compressive Strength (UCS) Failure Mode is indicated by (B-Bulge, S-Shear, P-Penetrometer)
The SPT (N value) is the sum of the last two blow values in each sampling zone (AASHTO T206)
BBS, from 137 (Rev. 8-99)
1
FENCE DIAGRAMS
BD 508A CHARTS
BD 508A
STATE OF ILLINOIS
DEPARTMENT OF TRANSPORTATION
SOIL TEST DATA
South Street Expansion
ROUTE
SECTION
COUNTY
LOCATION
Kane County
Randall Road and South Street, Elgin, IL
LAB. NO.
STATION
53+00
OFFSET
25.00ft E
DEPTH
ft
AASHTO CLASSIFICATION
2.50
47+00
36+85
33+10
2.50
4.00
6.00
A-2-6(0)
ILLINOIS TEXTURAL CLASSIFICATION
Sand
GRADATION PASSING - 1"
%
100
100
100
3/4"
%
100.0
100
100.0
1/2"
%
83.7
97.2
95.1
NO. 4
%
66.0
87.6
83.7
NO. 10
%
46.6
75.6
73.1
NO. 40
%
25.3
52.9
50.0
NO. 100
%
12.5
34.1
33.8
NO. 200
%
10.0
22.4
28.9
SAND (AASHTO T-88)
%
90.0
77.6
71.1
10
7
SILT (AASHTO T-88)
%
CLAY (AASHTO T-88)
%
LIQUID LIMIT (AASHTO T-89)
%
38.0
24.0
PLASTICITY INDEX (AASHTO T-90)
%
12.0
6.0
29
21
STD. DRY DENSITY pcf (AASHTO T-99)
OPTIMUM MOISTURE (AASHTO T-99)
%
SUBGRADE SUPPORT RATING
INSITU MOISTURE
%
BD 508A
STATE OF ILLINOIS
DEPARTMENT OF TRANSPORTATION
SOIL TEST DATA
ROUTE
SECTION
COUNTY
LOCATION
South Street Expansion
Kane County
Randall Road and South Street, Elgin, IL
LAB. NO.
STATION
29+35
29+35
25+60
25+60
1.00
6.00
2.50
6.00
OFFSET
DEPTH
ft
AASHTO CLASSIFICATION
ILLINOIS TEXTURAL CLASSIFICATION
Sand
Sand
GRADATION PASSING - 1"
%
100.0
100
3/4"
%
94.8
100
1/2"
%
75.8
99.6
NO. 4
%
61.9
97.3
NO. 10
%
49.9
92.6
NO. 40
%
28.7
54.7
NO. 100
%
12.5
27.2
NO. 200
%
7.6
15.0
SAND (AASHTO T-88)
%
92.4
85.0
SILT (AASHTO T-88)
%
CLAY (AASHTO T-88)
%
LIQUID LIMIT (AASHTO T-89)
%
46.0
14.0
PLASTICITY INDEX (AASHTO T-90)
%
16.0
2.0
STD. DRY DENSITY pcf (AASHTO T-99)
OPTIMUM MOISTURE (AASHTO T-99)
%
SUBGRADE SUPPORT RATING
INSITU MOISTURE
%
34
23
11
16
BD 508A
STATE OF ILLINOIS
DEPARTMENT OF TRANSPORTATION
SOIL TEST DATA
South Street Expansion
ROUTE
SECTION
COUNTY
LOCATION
Kane County
Randall Road and South Street, Elgin, IL
LAB. NO.
STATION
21+85
93+25
93+25
2.50
6.00
OFFSET
DEPTH
ft
6.00
18.00
AASHTO CLASSIFICATION
ILLINOIS TEXTURAL CLASSIFICATION
Sand
GRADATION PASSING - 1"
%
100
3/4"
%
100.0
1/2"
%
81.2
NO. 4
%
52.8
NO. 10
%
39.3
NO. 40
%
20.0
NO. 100
%
10.9
NO. 200
%
6.7
SAND (AASHTO T-88)
%
93.3
SILT (AASHTO T-88)
%
CLAY (AASHTO T-88)
%
LIQUID LIMIT (AASHTO T-89)
%
14.0
20.0
42.0
PLASTICITY INDEX (AASHTO T-90)
%
4.0
1.0
13.0
12
24
32
STD. DRY DENSITY pcf (AASHTO T-99)
OPTIMUM MOISTURE (AASHTO T-99)
%
SUBGRADE SUPPORT RATING
INSITU MOISTURE
%
8
BD 508A
STATE OF ILLINOIS
DEPARTMENT OF TRANSPORTATION
SOIL TEST DATA
ROUTE
SECTION
COUNTY
LOCATION
South Street Expansion
Kane County
Randall Road and South Street, Elgin, IL
LAB. NO.
STATION
95+50
OFFSET
DEPTH
ft
2.50
AASHTO CLASSIFICATION
ILLINOIS TEXTURAL CLASSIFICATION
GRADATION PASSING - 1"
%
3/4"
%
1/2"
%
NO. 4
%
NO. 10
%
NO. 40
%
NO. 100
%
NO. 200
%
SAND (AASHTO T-88)
%
SILT (AASHTO T-88)
%
CLAY (AASHTO T-88)
%
LIQUID LIMIT (AASHTO T-89)
%
38.0
PLASTICITY INDEX (AASHTO T-90)
%
14.0
STD. DRY DENSITY pcf (AASHTO T-99)
OPTIMUM MOISTURE (AASHTO T-99)
%
SUBGRADE SUPPORT RATING
INSITU MOISTURE
%
30
LABORATORY TEST RESULTS
60
CL
CH
ML
MH
50
P
L
A
S
T
I
C
I
T
Y
I
N
D
E
X
40
30
20
10
CL-ML
0
0
20
40
60
80
100
LIQUID LIMIT
Specimen Identification
PL
PI Fines Classification
B1
2.50 38.0 26.0 12.0
B3
2.50 24.0 18.0
B7
1.00 46.0 30.0 16.0
Brown clayey SILT, trace sand, gravel and organics
B8
2.50 14.0 12.0
2.0
Brown sandy SILT
B9
6.00 14.0 10.0
4.0
Brown SILT, trace gravel
18.00 20.0 19.0
1.0
Gray clayey SILT, trace sand and grave, stiff
SB-02
ATTERBERG_LIMITS 042-75072 SOUTH ST. EXPANSION, ELGIN, IL.GPJ IL_DOT.GDT 12/12/07
LL
6.0
10 FILL: Black clayey SILT with gravel
FILL: Black silty CLAY
W1
2.50 42.0 29.0 13.0
Black clayey SILT, trace sand and gravel
W2
2.50 38.0 24.0 14.0
Brown silty CLAY, trace sand and gravel
ATTERBERG LIMITS' RESULTS
Route: South Street Expansion
Section:
County: Kane County
U.S. SIEVE NUMBERS
U.S. SIEVE OPENING IN INCHES
6
4
3
2
1
1.5
3/4
1/2
3/8
3
4
6
8
10
14
16
20
30
40
50
HYDROMETER
60
100
140
200
100
95
90
85
80
75
PERCENT FINER BY WEIGHT
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
100
10
1
0.1
0.01
0.001
GRAIN SIZE IN MILLIMETERS
GRAIN_SIZE 042-75072 SOUTH ST. EXPANSION, ELGIN, IL.GPJ IL_DOT.GDT 12/12/07
COBBLES
GRAVEL
coarse
Specimen Identification
B1
2.50
4.00
B5
6.00
B6
6.00
B7
6.00
B8
Specimen Identification
B1
2.50
B5
4.00
B6
6.00
6.00
B7
6.00
B8
fine
SAND
coarse
medium
SILT OR CLAY
fine
Classification
A-2-6 (0) SAND
D100
19
17.5
19
25
17.5
D60
3.724
0.737
0.803
4.137
0.493
SAND
SAND
D30
0.553
0.118
0.087
0.457
0.171
LL
38.0
PL
26.0
PI
12.0
Cc
Cu
1.09 49.56
0.48 39.32
D10
0.075
0.105
%Gravel %Sand
34.0
56.0
12.4
65.2
16.3
54.8
38.1
54.3
2.7
82.3
%Silt
%Clay
10.0
22.4
28.9
7.6
15.0
GRAIN SIZE DISTRIBUTION
Route: South Street Expansion
Section:
County: Kane County
U.S. SIEVE NUMBERS
U.S. SIEVE OPENING IN INCHES
6
4
3
2
1
1.5
3/4
1/2
3/8
3
4
6
8
10
14
16
20
30
40
50
HYDROMETER
60
100
140
200
100
95
90
85
80
75
PERCENT FINER BY WEIGHT
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
100
10
1
0.1
0.01
0.001
GRAIN SIZE IN MILLIMETERS
GRAIN_SIZE 042-75072 SOUTH ST. EXPANSION, ELGIN, IL.GPJ IL_DOT.GDT 12/12/07
COBBLES
GRAVEL
coarse
fine
SAND
coarse
Specimen Identification
W1
6.00
Specimen Identification
6.00
W1
medium
SILT OR CLAY
fine
Classification
SAND
D100
19
D60
6.064
D30
0.987
LL
D10
0.129
PL
%Gravel %Sand
47.2
46.0
PI
Cc
Cu
1.25 46.99
%Silt
%Clay
6.7
GRAIN SIZE DISTRIBUTION
Route: South Street Expansion
Section:
County: Kane County
USDA - SOIL MAP
Custom Soil Resource Report
Soil Map
389700
DD
R
389400
500
387600
DW
OO
1,000
2,000
4,000
388200
Meters
1,500
388500
Feet
6,000
GALE ST
4653000
LN
149A
L
298A
LANCASTER CIR
389100
298B
146A 530D2
531C2 531B
RANDALL RD
149A
388800
DEPAUL DR
F
A LL R D
66
2
B
S R AN D
RK
387900
146A
COLUMBINE DR
B
65
6
RL
NT
1,000
149A
L
FA
ER
149A
COLLEGE GREEN DR
RED BARN LN
14
9
A
4653000
4652700
4652400
4652100
MA
CK
BE
250
149A
N
387300
AT
W
149A
662B
325B
323D2
RD
0
387000
656 656C2
B
149A
210A
325B
LL
0
IL
656C2
149A
LN
GA LE
103A
DA
386700
TIP
67A
W
3076A
A
152A
SOUTH ST
802B
AN
386400
149A
9
21
152A
149A
SR
ek
Fitch ie Cre
149A
3A
67A 110 330A
W
344C2
C2
te
Ot
r
rC
67A
C
D
B
N
2
66
LA
A
67
N
LE
656C2
RD
T
662B
B
210A
527B
527C2
R
656C2
656B
34
4
344C2
149A ek
e
D2
323
219A
149A
2
66
W 356A
W
AT
E
A
B
S
9
14
6
65
656C2
62A
A
969E2
COVERED BRIDGE DR
A
62A
152A
662A
W
344
C2
2
15
14
9
W
344C2
DR
A
103
219A W W
323D2
149A
323D2
327C2 149A
A
G
656C2
656B 219A
WE
L
LN
UR
WEL D R
D
15
2
LN
TE R
ES
CH
59
A
SB
N
AM
DL
LI
OR
149A
F
OX
656B
W
IL
D2
323
662B
JAGUAR CT
656B
4653300
149A
ERIE ST
96
9
656C2
662B
344C2
103
A
656B
348B
YO
59A
MA
N
4653600
59A
330A
344C2
656B
4651800
389100
4653900
388800
4653600
388500
4653300
388200
4652700
387900
4652400
387600
389400
4652100
387300
4651800
387000
ME SA DR
386700
4653900
386400
389700
Custom Soil Resource Report
Legend
MAP LEGEND
Very Stony Spot
Area of Interest (AOI)
Area of Interest (AOI)
Wet Spot
Soils
Soil Map Units
Special Point Features
Other
Special Line Features
Gully
Blowout
Short Steep Slope
Borrow Pit
Clay Spot
Closed Depression
MAP INFORMATION
Other
Political Features
Cities
Gravelly Spot
Urban Areas
Water Features
Streams and Canals
Marsh
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: Kane County, Illinois
Survey Area Data: Version 4, Dec 30, 2006
Date(s) aerial images were photographed:
1999
Oceans
Lava Flow
Mine or Quarry
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov
Coordinate System: UTM Zone 16N
Municipalities
Gravel Pit
Landfill
Original soil survey map sheets were prepared at publication scale.
Viewing scale and printing scale, however, may vary from the
original. Please rely on the bar scale on each map sheet for proper
map measurements.
Transportation
Rails
Roads
Interstate Highways
US Routes
State Highways
Local Roads
Other Roads
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
Custom Soil Resource Report
Map Unit Legend
Kane County, Illinois (IL089)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
59A
Lisbon silt loam, 0 to 2 percent
slopes
25.6
2.2%
62A
Herbert silt loam, 0 to 2 percent
slopes
15.9
1.4%
67A
Harpster silty clay loam, 0 to 2
percent slopes
77.0
6.7%
103A
Houghton muck, 0 to 2 percent
slopes
49.7
4.3%
146A
Elliott silt loam, 0 to 2 percent
slopes
5.8
0.5%
149A
Brenton silt loam, 0 to 2 percent
slopes
119.0
10.3%
152A
Drummer silty clay loam, 0 to 2
percent slopes
197.0
17.1%
210A
Lena muck, 0 to 2 percent slopes
14.2
1.2%
219A
Millbrook silt loam, 0 to 2 percent
slopes
40.3
3.5%
298A
Beecher silt loam, 0 to 2 percent
slopes
8.4
0.7%
298B
Beecher silt loam, 2 to 4 percent
slopes
2.7
0.2%
323D2
Casco loam, 6 to 12 percent
slopes, eroded
39.5
3.4%
325B
Dresden silt loam, 2 to 4 percent
slopes
36.2
3.1%
327C2
Fox silt loam, 4 to 6 percent
slopes, eroded
3.8
0.3%
330A
Peotone silty clay loam, 0 to 2
percent slopes
5.1
0.4%
344C2
Harvard silt loam, 5 to 10 percent
slopes, eroded
82.3
7.1%
348B
Wingate silt loam, 2 to 5 percent
slopes
4.6
0.4%
356A
Elpaso silty clay loam, 0 to 2
percent slopes
2.6
0.2%
527B
Kidami silt loam, 2 to 4 percent
slopes
24.4
2.1%
527C2
Kidami loam, 4 to 6 percent
slopes, eroded
6.3
0.5%
530D2
Ozaukee silt loam, 6 to 12
percent slopes, eroded
2.0
0.2%
531B
Markham silt loam, 2 to 4 percent
slopes
0.9
0.1%
10
Custom Soil Resource Report
Kane County, Illinois (IL089)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
531C2
Markham silt loam, 4 to 6 percent
slopes, eroded
2.0
0.2%
656B
Octagon silt loam, 2 to 4 percent
slopes
113.4
9.9%
656C2
Octagon silt loam, 4 to 6 percent
slopes, eroded
36.4
3.2%
662A
Barony silt loam, 0 to 2 percent
slopes
1.3
0.1%
662B
Barony silt loam, 2 to 5 percent
slopes
150.7
13.1%
663B
Clare silt loam, 2 to 5 percent
slopes
0.1
0.0%
802B
Orthents, loamy, undulating
6.9
0.6%
969E2
Casco-Rodman complex, 12 to
20 percent slopes, eroded
9.1
0.8%
969F
Casco-Rodman complex, 20 to
30 percent slopes
9.0
0.8%
1103A
Houghton muck, undrained, 0 to
2 percent slopes
7.4
0.6%
3076A
Otter silt loam, 0 to 2 percent
slopes, frequently flooded
47.1
4.1%
W
Water
4.1
0.4%
1,150.9
100.0%
Totals for Area of Interest (AOI)
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the soils
or miscellaneous areas in the survey area. The map unit descriptions, along with the
maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the landscape,
however, the soils are natural phenomena, and they have the characteristic variability
of all natural phenomena. Thus, the range of some observed properties may extend
beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic
class rarely, if ever, can be mapped without including areas of other taxonomic
classes. Consequently, every map unit is made up of the soils or miscellaneous areas
for which it is named and some minor components that belong to taxonomic classes
other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
11
Custom Soil Resource Report
Kane County, Illinois (IL089)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
531C2
Markham silt loam, 4 to 6 percent
slopes, eroded
2.0
0.2%
656B
Octagon silt loam, 2 to 4 percent
slopes
113.4
9.9%
656C2
Octagon silt loam, 4 to 6 percent
slopes, eroded
36.4
3.2%
662A
Barony silt loam, 0 to 2 percent
slopes
1.3
0.1%
662B
Barony silt loam, 2 to 5 percent
slopes
150.7
13.1%
663B
Clare silt loam, 2 to 5 percent
slopes
0.1
0.0%
802B
Orthents, loamy, undulating
6.9
0.6%
969E2
Casco-Rodman complex, 12 to
20 percent slopes, eroded
9.1
0.8%
969F
Casco-Rodman complex, 20 to
30 percent slopes
9.0
0.8%
1103A
Houghton muck, undrained, 0 to
2 percent slopes
7.4
0.6%
3076A
Otter silt loam, 0 to 2 percent
slopes, frequently flooded
47.1
4.1%
W
Water
4.1
0.4%
1,150.9
100.0%
Totals for Area of Interest (AOI)
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the soils
or miscellaneous areas in the survey area. The map unit descriptions, along with the
maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the landscape,
however, the soils are natural phenomena, and they have the characteristic variability
of all natural phenomena. Thus, the range of some observed properties may extend
beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic
class rarely, if ever, can be mapped without including areas of other taxonomic
classes. Consequently, every map unit is made up of the soils or miscellaneous areas
for which it is named and some minor components that belong to taxonomic classes
other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
11
USDA - ORGANIC MATTER
Custom Soil Resource Report
Map—Organic Matter
389700
DD
R
389400
500
387600
DW
OO
1,000
2,000
4,000
388200
Meters
1,500
388500
Feet
6,000
GALE ST
4653000
LN
149A
L
298A
LANCASTER CIR
389100
298B
146A 530D2
531C2 531B
RANDALL RD
149A
388800
DEPAUL DR
F
A LL R D
66
2
B
S R AN D
RK
387900
146A
COLUMBINE DR
B
65
6
RL
NT
1,000
149A
L
FA
ER
149A
COLLEGE GREEN DR
RED BARN LN
14
9
A
4653000
4652700
4652400
4652100
MA
CK
BE
250
149A
N
387300
AT
W
149A
662B
325B
323D2
RD
0
387000
656 656C2
B
149A
210A
325B
LL
0
IL
656C2
149A
LN
GA LE
103A
DA
386700
TIP
67A
W
3076A
A
152A
SOUTH ST
802B
AN
386400
149A
9
21
152A
149A
SR
ek
Fitch ie Cre
149A
3A
67A 110 330A
W
344C2
C2
te
Ot
r
rC
67A
C
D
B
N
2
66
LA
A
67
N
LE
656C2
RD
T
662B
B
210A
527B
527C2
R
656C2
656B
34
4
344C2
149A ek
e
D2
323
219A
149A
2
66
W 356A
W
AT
E
A
B
S
9
14
6
65
656C2
62A
A
969E2
COVERED BRIDGE DR
A
62A
152A
662A
W
344
C2
2
15
14
9
W
344C2
DR
A
103
219A W W
323D2
149A
323D2
327C2 149A
A
G
656C2
656B 219A
WE
L
LN
UR
WEL D R
D
15
2
LN
TE R
ES
CH
59
A
SB
N
AM
DL
LI
OR
149A
F
OX
656B
W
IL
D2
323
662B
JAGUAR CT
656B
4653300
149A
ERIE ST
96
9
656C2
662B
344C2
103
A
656B
348B
YO
59A
MA
N
4653600
59A
330A
344C2
656B
4651800
389100
4653900
388800
4653600
388500
4653300
388200
4652700
387900
4652400
387600
389400
4652100
387300
4651800
387000
ME SA DR
386700
4653900
386400
389700
Custom Soil Resource Report
Legend—Organic Matter
MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
MAP INFORMATION
Original soil survey map sheets were prepared at publication scale.
Viewing scale and printing scale, however, may vary from the
original. Please rely on the bar scale on each map sheet for proper
map measurements.
Soil Map Units
Soil Ratings
<= 2
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov
Coordinate System: UTM Zone 16N
> 2 AND <= 3
> 3 AND <= 4.25
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
> 4.25 AND <= 6
> 6 AND <= 84.5
Not rated or not available
Political Features
Soil Survey Area: Kane County, Illinois
Survey Area Data: Version 4, Dec 30, 2006
Date(s) aerial images were photographed:
1999
Municipalities
Cities
Urban Areas
Water Features
Oceans
Streams and Canals
Transportation
Rails
Roads
Interstate Highways
US Routes
State Highways
Local Roads
Other Roads
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
USDA – DRAINAGE CLASSIFICATION
Custom Soil Resource Report
Map—Drainage Class
389700
DD
R
389400
500
387600
DW
OO
1,000
2,000
4,000
388200
Meters
1,500
388500
Feet
6,000
GALE ST
4653000
LN
149A
L
298A
LANCASTER CIR
389100
298B
146A 530D2
531C2 531B
RANDALL RD
149A
388800
DEPAUL DR
F
A LL R D
66
2
B
S R AN D
RK
387900
146A
COLUMBINE DR
B
65
6
RL
NT
1,000
149A
L
FA
ER
149A
COLLEGE GREEN DR
RED BARN LN
14
9
A
4653000
4652700
4652400
4652100
MA
CK
BE
250
149A
N
387300
AT
W
149A
662B
325B
323D2
RD
0
387000
656 656C2
B
149A
210A
325B
LL
0
IL
656C2
149A
LN
GA LE
103A
DA
386700
TIP
67A
W
3076A
A
152A
SOUTH ST
802B
AN
386400
149A
9
21
152A
149A
SR
ek
Fitch ie Cre
149A
3A
67A 110 330A
W
344C2
C2
te
Ot
r
rC
67A
C
D
B
N
2
66
LA
A
67
N
LE
656C2
RD
T
662B
B
210A
527B
527C2
R
656C2
656B
34
4
344C2
149A ek
e
D2
323
219A
149A
2
66
W 356A
W
AT
E
A
B
S
9
14
6
65
656C2
62A
A
969E2
COVERED BRIDGE DR
A
62A
152A
662A
W
344
C2
2
15
14
9
W
344C2
DR
A
103
219A W W
323D2
149A
323D2
327C2 149A
A
G
656C2
656B 219A
WE
L
LN
UR
WEL D R
D
15
2
LN
TE R
ES
CH
59
A
SB
N
AM
DL
LI
OR
149A
F
OX
656B
W
IL
D2
323
662B
JAGUAR CT
656B
4653300
149A
ERIE ST
96
9
656C2
662B
344C2
103
A
656B
348B
YO
59A
MA
N
4653600
59A
330A
344C2
656B
4651800
389100
4653900
388800
4653600
388500
4653300
388200
4652700
387900
4652400
387600
389400
4652100
387300
4651800
387000
ME SA DR
386700
4653900
386400
389700
Custom Soil Resource Report
Legend—Drainage Class
MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Units
Soil Ratings
Excessively drained
Somewhat excessively
drained
Well drained
Moderately well drained
Somewhat poorly drained
MAP INFORMATION
State Highways
Local Roads
Other Roads
Original soil survey map sheets were prepared at publication scale.
Viewing scale and printing scale, however, may vary from the
original. Please rely on the bar scale on each map sheet for proper
map measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov
Coordinate System: UTM Zone 16N
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: Kane County, Illinois
Survey Area Data: Version 4, Dec 30, 2006
Poorly drained
Very poorly drained
Not rated or not available
Political Features
Municipalities
Cities
Urban Areas
Water Features
Oceans
Streams and Canals
Transportation
Rails
Roads
Interstate Highways
US Routes
Date(s) aerial images were photographed:
1999
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
OVEREXCAVATION AND BACKFILL PROCEDURE
WHAT IS AN “N” VALUE
Moisture, %
SPT Blows per 6-inch
N-values
MATERIAL DESCRIPTION
Hand Penetrometer Qp (tsf)
PSI - Omaha, NE
USCS Classification
What is an “N” Value?
1
STANDARD PENETRATION
TEST DATA
N in blows/ft
PL
Moisture
LL
25
50
STRENGTH, tsf
Qu
Qp
face Elev.:
95.3 ft Optical Leveling Survey
n CLAY, gray-brown, FILL
0
5/7/7
N=14
The “N” Value
2.0
4.0
16
n CLAY, gray-brown, altered loess
14
4.5
2/2/3
N=5
2.0
17
>>
According to ASTM D-1586, an “N” value is the number
of strikes it takes a 140 pound hammer free falling 30
inches to drive a 2 inch split spoon into the ground 12
inches. The “N” value is really 3 sets of readings consisting of the number of strikes to advance the split spoon 6
inches. The actual “N” value is the last 2 sets of strike
numbers added together. “N” values have been correlated over the years with many physical properties of soil.
These correlations include relationships to density and
shear strength.
23
The “N” value is the result of a test called the Standard
Penetration Test or SPT. This test began in the U.S. in the
1930’s with a variety of means to drive a variety of
samplers into the ground to obtain sample of soil below
the surface. As time progressed, the process evolved into
the test defined above.
Originally the striking energy was supplied by a free falling
weight that was lifted to the drop height by a powered
capstan or cathead. Recently, the process has been
automated to have a mechanical/hydraulic means to
supply the free falling striking energy. This automation of
supplying the driving energy has resulted in greater
efficiencies and higher average energies. To use the
correlations between “N” values and physical properties
of soil that have been developed over the years a “standard” efficiency of 60% has been designated as the
average of historical manual hammer procedures. Therefore, hammers of greater energy efficiency can be correlated to the same historical database.
PSI continues to use the “N” as one of the many tools in
the geotechnical investigation “bag” to provide geotechnical design information to our clients. When used in
conjunction with other field testing and laboratory testing,
the “N” value continues to serve our industry with a
valued insight into the in-place density and strength of
subsurface soils.
One Company, One Call
Providing Information to Build on
www.psiusa.com
Roadway
SOUTH STREET EXTENSION
Geotechnical
ELGIN, ILLINOIS
RUBINO PROJECT NO. G15.019
Report
RGR
PREPARED BY:
BLAKE SLOAN, EI
STAFF ENGINEER
PREPARED FOR:
ENGINEERING ENTERPRISES, INC.
52 WHEELER ROAD
SUGAR GROVE, IL 60554
___________________________
Michelle A. Lipinski, PE
President
IL No. 062-061241, Exp. 11/30/15
Rubino Engineering, Inc. ● 665 Tollgate Rd. ● Unit H
JULY 29, 2015
Elgin, IL 60123 ● (847) 931-1555 ● (847) 931-1560 fax
South Street Extension – Elgin, Illinois
Rubino Project Number G15.019
July 29, 2015
TABLE OF CONTENTS
PROJECT INFORMATION .................................................................................................... - 1 PURPOSE/SCOPE OF SERVICES .............................................................................................- 3 DRILLING, FIELD AND LABORATORY TESTING PROCEDURES ..................................... - 4 SITE LOCATION & DESCRIPTION .............................................................................................- 4 GEOLOGY / PEDOLOGY .........................................................................................................- 5 CLIMATIC CONDITIONS ..........................................................................................................- 6 SUBSURFACE CONDITIONS ....................................................................................................- 6 GROUNDWATER CONDITIONS ................................................................................................- 8 UNDOCUMENTED FILL, TOPSOIL AND ORGANIC SOILS DISCUSSION ..........................................- 8 EVALUATION AND RECOMMENDATIONS ......................................................................... - 9 GEOTECHNICAL DESIGN & CONSTRUCTION CONSIDERATIONS .................................................- 9 PROPOSED CULVERT / RETAINING W ALL ................................................................................- 9 DEWATERING......................................................................................................................- 12 TRENCH BOX RECOMMENDATIONS .......................................................................................- 12 UTILITY TRENCH BACKFILL RECOMMENDATIONS ...................................................................- 12 PAVEMENT SUBGRADE PREPARATION ..................................................................................- 13 SUBGRADE STABILITY RECOMMENDATIONS ..........................................................................- 14 SOIL STABILIZATION / MODIFICATION ....................................................................................- 15 SUBGRADE SUPPORT RATING ..............................................................................................- 16 ILLINOIS BEARING RATIO .....................................................................................................- 17 DRAINAGE CLASSIFICATION .................................................................................................- 17 FILL MATERIALS ..................................................................................................................- 18 SUBBASE STONE RECOMMENDATIONS .................................................................................- 18 ROADWAY DRAINAGE AND MAINTENANCE .............................................................................- 19 CLOSING ............................................................................................................................ - 19 APPENDIX A – DRILLING, FIELD, AND LABORATORY TEST PROCEDURES
APPENDIX B – PAVEMENT CONSIDERATIONS
APPENDIX C – REPORT LIMITATIONS
APPENDIX D – SOIL CLASSIFICATION GENERAL NOTES
APPENDIX E – SOIL CLASSIFICATION CHART
APPENDIX F – SITE VICINITY MAP & BORING LOCATION PLAN
APPENDIX G – BORING LOGS
APPENDIX H – LABORATORY TESTS
APPENDIX I – PEDOLOGICAL MAP & DESCRIPTION
Rubino Engineering, Inc. ● 665 Tollgate Rd. ● Unit H
Elgin, IL 60123 ● (847) 931-1555 ● (847) 931-1560 fax
South Street Extension – Elgin, Illinois
Rubino Project Number G15.019
Page - 1 July 29, 2015
PROJECT INFORMATION
Rubino understands that Engineering Enterprises, Inc. is planning to extend South Street from
Randall Road to Longcommon Parkway in Elgin, Illinois. The South Street Extension project will
include a new watermain constructed at a depth of approximately 4 to 5 feet below the existing
surface grade and a new culvert planned to bear at a depth of approximately 12 feet below
existing grade.
Documents received:



RFP Email from Julie Morrison of Engineering Enterprises, Inc. on February 3rd, 2015.
Engineering Enterprises, Inc. will layout borings with stakes and provide the elevations
for all borings.
“Soil Boring Locations” – prepared by Engineering Enterprises, Inc. (Shown Below
showing locations performed by PSI)
Rubino Engineering, Inc. ● 665 Tollgate Rd. ● Unit H
Elgin, IL 60123 ● (847) 931-1555 ● (847) 931-1560 fax
South Street Extension – Elgin, Illinois
Rubino Project Number G15.019
Page - 2 July 29, 2015

“Boring Location Plan” – prepared by Professional Services Industries, Inc. (Shown
Below)


“South Street Improvement Plans” – prepared by Hampton, Lenzini, and Renwick, Inc.
“Preliminary Soils Exploration” – prepared by Testing Service Corporation dated July
25th, 2000.
“Proposed South Street Expansion R1” – prepared by Professional Services Industries,
Inc. dated December 19th, 2007.
“Proposed South Street Expansion R1” – prepared by Professional Services Industries,
Inc. dated January 19th, 2008.
Mike Hall of the City of Elgin notes from status meeting with HLR and PSI dated
February 13th, 2009: PSI will review soil borings and evaluate alternative remediation
options. If additional investigation is necessary, the city will authorize such. Notes also
indicated “Retaining wall design has been changed from sheet pile with tie-backs to
soldier pile with concrete panels.”
Email from Jeffrey Warchall of PSI to Al Stott of HLR with proposal for additional soil
testing dated March 3rd, 2009.
Email from Mike Hall of the City of Elgin to Al Stott of HLR dated March 6th, 2009.
PSI proposal for additional borings dated April 29th, 2009.
Meeting summary notes dated May 22nd, 2009: Indicate concerns regarding low blow
counts and organics. PSI recommending bore borings to narrow down problem area.
Could go with a massive undercut and do no more soil borings. City decided not to do
anymore borings. No more alternatives – Styrofoam bridging.







Rubino Engineering, Inc. ● 665 Tollgate Rd. ● Unit H
Elgin, IL 60123 ● (847) 931-1555 ● (847) 931-1560 fax
South Street Extension – Elgin, Illinois
Rubino Project Number G15.019

Page - 3 July 29, 2015
Mike Hall of the City of Elgin notes dated June 30th, 2009: Research on soil remediation.
Pavement Design Criteria received: none; however this proposal is based on the following:

Site grading including cuts being less than 2 feet and fills being less than 4 feet.

Light Duty Pavement 18-kip ESALS: 30,000

Heavy Duty Pavement 18-kip ESALS: 60,000

Pavement Life Expectancy: 15 years
The geotechnical recommendations presented in this report are based on the available project
information and the subsurface materials described in this report. If any of the information on
which this report is based is incorrect, please inform Rubino in writing so that we may amend the
recommendations presented in this report (if appropriate, and if desired by the client). Rubino will
not be responsible for the implementation of our recommendations if we are not notified of changes
in the project.
Purpose/Scope of Services
The purpose of this study was to explore the subsurface conditions at the site in order to prepare
geotechnical recommendations for the South Street Extension in Elgin, Illinois. Rubino’s scope of
services included the following drilling program:
Number of
Borings
Depth
(feet BEG*)
Location
5
(B-12 – B-16)
10
Approximately every 300 feet from Williamsburg Drive to
Longcommon Parkway: New South Street Extension
1
(B-11)
10
Confirmation for South Street Extension
1
15
(SB-03)
*BEG = below existing grade
Confirmation for South Street Culvert
Representative soil samples obtained during the field exploration program were transported to
the laboratory for additional classification and laboratory testing.
This report briefly outlines the following:




Summary of client-provided project information and report basis.
Overview of encountered subsurface conditions.
Overview of field and laboratory tests performed including results.
Geotechnical recommendations pertaining to:
 Subgrade preparation and stability recommendations per the IDOT Geotechnical Manual
and Subgrade Stability Manual.
Rubino Engineering, Inc. ● 665 Tollgate Rd. ● Unit H
Elgin, IL 60123 ● (847) 931-1555 ● (847) 931-1560 fax
South Street Extension – Elgin, Illinois
Rubino Project Number G15.019
Page - 4 July 29, 2015


Pavements, including subgrade pavement sections for bituminous and Portland Cement
Concrete (PCC) pavements.
 Culvert recommendations.
 Review and summary of past reports.
Construction considerations, including temporary excavation and construction control of
water.
DRILLING, FIELD AND LABORATORY TESTING PROCEDURES
Engineering Enterprises, Inc. selected the number of borings and the boring depths. Rubino
located the borings in the field by measuring distances from known fixed site features. The
borings were advanced utilizing 2 ¼ inch inside-diameter, hollow stem auger drilling methods
and soil samples were routinely obtained during the drilling process.
Selected soil samples were tested in the laboratory to determine material properties for this report.
Drilling, sampling, and laboratory tests were accomplished in general accordance with ASTM
procedures. The following items are further described in the Appendix of this report.




Field Penetration Tests and Split-Barrel Sampling of Soils
Field Water Level Measurements
Laboratory Determination of Water (Moisture) Content of Soil by Mass
Laboratory Determination of Atterberg Limits
The laboratory testing program was conducted in general accordance with applicable ASTM
specifications. The results of these tests are to be found on the accompanying boring logs
located in the Appendix.
SITE AND SUBSURFACE CONDITIONS
Site Location & Description
The general site location of exploration included South Street in Elgin, Illinois.
South Street from Randall Road to Longcommon Parkway:
o
Eastern Project Limit Latitude / Longitude (Randall Road): 42° 01’ 31”N / 88° 20’ 20”W
o
o
Western Project Limit Latitude / Longitude (Longcommon Parkway): 42° 01’ 15”N / 88° 21’
38”W
Rubino Engineering, Inc. ● 665 Tollgate Rd. ● Unit H
Elgin, IL 60123 ● (847) 931-1555 ● (847) 931-1560 fax
South Street Extension – Elgin, Illinois
Rubino Project Number G15.019
Page - 5 July 29, 2015
Geology / Pedology
The following information has been quoted from the SURFICIAL GEOLOGY OF
STREAMWOOD QUADRANGLE document published by the Illinois Department of Natural
Resources ILLINOIS STATE GEOLOGICAL SURVEY and prepared by Andrew J. Stumpf in
2007. The full report can be found in the Appendix.
“The surficial geology of northeastern Illinois is predominantly the result of continental glaciers and
glacial meltwater during the Quaternary Period. Deposits from these glaciations occurring over the
past 130,000 years B.P. (years before present) are often preserved in the subsurface. The
Quaternary deposits at land surface represent at least three major glacial events that occurred
during the last (Wisconsin Episode) glaciation between about 25,000 and 14,000 years B.P. These
glaciers comprising the Lake Michigan Lobe deposited diamictons interpreted to be tills that
comprise units of the Tiskilwa, Lemont (Haeger and Yorkville Members), and Wadsworth
Formations (Hansel and Johnson 1996). These diamictons have distinctive textural and
mineralogical compositions that allow them to be readily distinguished. The mapping area’s
proximity to multiple glacier margins and internal flow boundaries within the lobe has added more
complexity to stratigraphic and spatial relationships between these glacial deposits. For example,
meltwater generated from retreating and stagnating glaciers deposited sand and gravel (outwash)
and fine-grained lake-sediment that infilled irregularities on the landscapes burying older sediment.
Furthermore, internally these meltwater deposits can also have lateral and vertical variations in
texture, structure, and mass properties that developed with changes in sedimentary environment.
The Streamwood Quadrangle is located in northeastern Illinois and encompasses parts of Lake
and Cook counties that include the city of Elgin, the villages of Streamwood, Hoffman Estates,
Schaumburg, Hanover Park, Carpentersville, and Barrington Hills, and also unincorporated
areas. The map area is located entirely within the watershed of the Fox River. The land surface
ranges in elevation (above mean sea level) from a minimum of 720 feet where Popular Creek
enters the quadrangle from the west to greater than 950 feet in the northwest corner of the
Rubino Engineering, Inc. ● 665 Tollgate Rd. ● Unit H
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South Street Extension – Elgin, Illinois
Rubino Project Number G15.019
Page - 6 July 29, 2015
quadrangle in Carpentersville. The map area is generally characterized by a broad, undulating
upland that gently slopes westward towards the Fox River. Numerous natural (kettles) and manmade lakes occupy depressions on the landscape.
In the Streamwood Quadrangle, the sediments deposited during the last glaciation range in
thickness from 140 to 280 feet above bedrock. Three diamicton units, the Wadsworth
Formation, Haeger Member and Yorkville Member tills, have been mapped at the land surface
and form undulating to hummocky morainal uplands comprising segments of the Valparaiso
Morainic System, Cary Moraine, Woodstock and West Chicago Moraines, and Minooka Moraine
(fig. 2). Meltwater stream and river and lake sediments infilled channels and low-lying present in
front of active and stagnate ice. In the subsurface, these sediments form tongues of proglacial
sediment (Hansel and Johnson 1996) that are remnants of former channel and lake deposits.
Modern river, lake, and organic-rich sediments are present at the surface in floodplains,
channels, and shallow depressions.”
Climatic Conditions
The climatological data for the month prior to the field exploration were obtained from the National
Oceanic and Atmospheric Administration (NOAA) National Data Center web site
http://ols.nndc.noaa.gov for Elgin, Illinois, located west of the site.
Specific data for March 2015 are shown in the following table:
MONTH / YEAR
MIN
TEMPERATURE,
°F
MEAN
TEMPERATURE,
°F
MAX
TEMPERATURE,
°F
PRECIPITATION
(INCHES)
March 2015
24 °F
35 °F
45 °F
0.02
Subsurface Conditions
Below the existing topsoil section, subsurface conditions generally consisted of silty clay soils and
sandy soils.

The native clayey soils generally had a soft to very stiff consistency.

The native sandy soils generally had a very loose to medium dense relative density.
Rubino Engineering, Inc. ● 665 Tollgate Rd. ● Unit H
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Rubino Project Number G15.019
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Field and laboratory test results are summarized in the following table:
DEPTH
RANGE
(FT)
SPT NVALUES
(BLOWS
PER FOOT)
SOIL DESCRIPTION
MOISTURE
CONTENT
(%)
ESTIMATED
UNIT
WEIGHT
(LB/FT3)
ORGANIC
CONTENT
(%)
ESTIMATED
SHEAR
STRENGTH
(PSF) OR
ESTIMATED
FRICTION
ANGLE (DEG)
New South Street Extension (B-12 – B-16)
⅔ - 8½
Medium dense SAND
(B-12)
11 - 15
n/a
n/a
115 – 125
30º – 32º
⅔ - 8½
Soft to stiff CLAY of high
plasticity
(B-16)
2-8
26 - 29
2–4
120 – 130
300 – 1,200
⅔ - 10
Medium stiff to very stiff CLAY
8 - 20
12 - 27
5
120 – 130
1,200 – 3,000
8½ - 10
Medium dense clayey SAND
(B-12)
13
18
n/a
115 – 125
31º
8½ - 10
Loose gravelly SAND
(B-16)
8
n/a
n/a
115 – 125
29º
Confirmation for South Street Extension (B-11)
1–6
Medium stiff CLAY
5-6
20 - 26
3
120 – 130
750 - 900
6 - 10
Medium dense gravelly SAND
11 - 15
n/a
n/a
115 – 125
30º – 32º
Confirmation for South Street Culvert (SB-03)
1 – 11
Very loose to loose clayey
SAND
0-9
n/a
n/a
115 – 125
28º - 30º
11 - 15
Medium dense gravelly SAND
11 - 13
n/a
n/a
115 – 125
30º - 32º
The native soils were visually classified as (A-6 or A-7) clayey soils and (A-2 or A-3) sandy soils.
according to the American Association of State Highway and Transportation Officials
(AASHTO).
Estimated shear strength of coarse grained and fine grained soils is based on empirical
correlations using N-values, moisture content, and unconfined compressive strength.
The thicknesses above are based on visual observation and are therefore approximate. The
above table is a general summary of subsurface conditions. Please refer to the boring logs for
more detailed information.
Rubino Engineering, Inc. ● 665 Tollgate Rd. ● Unit H
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South Street Extension – Elgin, Illinois
Rubino Project Number G15.019
Page - 8 July 29, 2015
Groundwater Conditions
The following table outlines areas where Groundwater was observed to collect within the soil
borings:
LOCATION
GROUNDWATER
DEPTH DURING
DRILLING
(FT)
GROUNDWATER
DEPTH UPON
COMPLETION
(FT)
Conformation for South Street Culvert (SB-03)
11
9
Conformation for South Street Extension (B-11)
8
5
New South Street Extension (B-16)
6
3
It should be noted that fluctuations in the groundwater level should be anticipated throughout the
year depending on variations in climatological conditions and other factors not apparent at the time
the borings were performed. Additionally, discontinuous zones of perched water may exist within
the soils. The possibility of groundwater level fluctuation should be considered when developing
the design and construction plans for the project.
Undocumented Fill, Topsoil and Organic Soils Discussion
Approximately 1 foot of topsoil was encountered (B-11 through B-16). More topsoil was
encountered in past borings (Reference PSI report). Some of the topsoil could also be considered
undocumented fill. One location showed topsoil with more than 10% organics (B-11).
Undocumented fill is defined as fill that has been placed without being documented as to its
placed density and moisture content.
Deleterious materials were not observed within the undocumented fill or topsoil materials during
the drilling operations. Deleterious materials could include, but are not limited to, bricks,
asphalt, concrete, metal, wood, or other building debris. Although deleterious materials were
not encountered in all the undocumented fill materials, this does not eliminate the possibility that
deleterious materials could be present within the undocumented fill materials at other locations
on the site.
Organic soils are defined as soils containing greater than 10% organic matter, typically
consisting of decomposed plant material accumulated under conditions of excessive moisture.
Organic soils are dark colored in nature and may exhibit the odor of decaying vegetation.
Organic soils can later cause settlement or stability problems. If encountered during
construction, Rubino recommends that organic soils be removed and replaced with a
compacted and documented engineered fill.
Rubino Engineering, Inc. ● 665 Tollgate Rd. ● Unit H
Elgin, IL 60123 ● (847) 931-1555 ● (847) 931-1560 fax
South Street Extension – Elgin, Illinois
Rubino Project Number G15.019
Page - 9 July 29, 2015
EVALUATION AND RECOMMENDATIONS
Geotechnical Design & Construction Considerations
The main geotechnical design and construction considerations at this site are:

Subgrade soils consisted of clayey soils with a soft to very stiff consistency and sandy
soils with a very loose to medium dense relative density. See Subsurface Conditions
section for more detailed information.

Based on the IBV values, undercuts have been estimated at varying thicknesses for
most borings (see Subgrade Stability Recommendations section below).

Subgrade soils were classified as clayey soils and based on laboratory testing, generally
fall into the high to very high “frost susceptible” category.

Topsoil was observed within the borings at depths ranging from about 0 to 1 foot below
existing grade. There is a possibility that undocumented fill could be present at other
locations along the roadway. See Undocumented Fill, Topsoil, and Organic Soils
Discussion section for more detailed information.

Fine-grained soils such as silts and clays are highly susceptible to moisture fluctuation
and can become unstable when exposed to freeze/thaw cycles, additional moisture such
as precipitation, and construction traffic.

Exposed soils with moisture contents greater than 25% are more likely to fail a
proofroll, especially when exposed to moisture or construction traffic.

During subgrade preparation, Rubino recommends that one of our representatives be
onsite for typical observations and documentation of proofrolling and penetrometer
testing of the pavement subgrade.

Positive drainage of the subgrade soils combined with interceptor drains and positive
surface drainage will help the life expectancy of the new pavement section. See the
Roadway Drainage and Maintenance section for more information.
The geotechnical-related recommendations in this report are presented based on the subsurface
conditions encountered and Rubino’s understanding of the project. Should changes in the project
criteria occur, a review must be made by Rubino to determine if modifications to our
recommendations will be necessary.
Proposed Culvert / Retaining Wall
Rubino performed two borings near the proposed culvert to supplement the borings that PSI
previously performed. In general, the boring data was similar therefore the recommendations from
PSI’s report should be followed for design. The following culvert drawing was provided by EEI:
Additionally, Rubino performed global stability analyses which resulted in factors of safety
exceeding 1.5 for both the drained and undrained condition. The results are shown below:
Rubino Engineering, Inc. ● 665 Tollgate Rd. ● Unit H
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SB-3 (Drained Condition)
SB-3 (Undrained Condition)
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Rubino Project Number G15.019
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SB-2 (Drained Condition)
SB-2 (Undrained Condition)
Rubino Engineering, Inc. ● 665 Tollgate Rd. ● Unit H
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Page - 12 July 29, 2015
Dewatering
Dewatering may be necessary during excavation of saturated soils due to presence of sand
seams or other conditions not apparent at the time of drilling. Shoring or trench boxes may be
required where the soils are saturated. Please reference the groundwater elevations on the
attached boring logs and in the Groundwater Conditions section of this report.
Trench Box Recommendations
Excavation for trenches shall be performed in accordance with OSHA regulations as stated in
29 CFR Part 1926. According to the classifications methods of soils by this method, Rubino
expects that the soils located at the proposed force main would classify as Type C and Type B
soils.
If trench boxes will be used throughout the installation of the force main, lateral earth pressures
should be considered for the excavations. Lateral earth pressures will be influenced by the
conditions of wall or support restraint, methods of construction and/or compaction and the
strength of the materials being restrained.
Lateral earth pressure is developed from the soils present within a wedge formed by the vertical
below-grade lift station side and an imaginary line extending up and away from the bottom of the
wall at an approximate 45 angle.
The lateral earth pressures are determined by multiplying the vertical applied pressure by the
appropriate lateral earth pressure coefficient K. Rubino recommends designing the bracing for
the temporary excavation for the force main for the “at-rest” lateral earth pressure condition
using Ko.
The following table gives the “at-rest” lateral earth pressure for the soils encountered:
SOIL TYPE
FRICTION ANGLE (DEG)
KO
Clayey Soils (A-6 and A-7)
28
0.53
Sandy Soils (A-2 and A-3)
28 – 33
0.46 – 0.53
Utility Trench Backfill Recommendations
In general, utility trench backfill materials should:




o

have a Standard Proctor maximum dry density greater than 100 pcf
be free of organic or other deleterious materials
have a maximum particle size no greater than 3 inches
be placed in maximum lifts of 6 inches of loose material and should include areas within the
building and adjacent areas to a distance of at least 5 feet outside the building perimeters
Each lift of compacted, engineered fill should be tested and documented by a
representative of the geotechnical engineer prior to placement of subsequent lifts
Soils classified as GP, GW, SP, and SW will generally be suitable for use as utility trench
backfill.
Rubino Engineering, Inc. ● 665 Tollgate Rd. ● Unit H
Elgin, IL 60123 ● (847) 931-1555 ● (847) 931-1560 fax
South Street Extension – Elgin, Illinois
Rubino Project Number G15.019
Page - 13 July 29, 2015
If water must be added, it should be uniformly applied and thoroughly mixed into the
soil
Soils classified as CL, ML, SC, SM, OL, OH, MH, CH and PT should be considered
unsuitable.
o

Structural fill added to the site shall be evaluated in accordance with the following table:
MATERIAL TESTED
PROCTOR
TYPE*-1
MIN %
DRY
DENSITY
PLACEMENT
MOISTURE
CONTENT RANGE
FREQUENCY OF
TESTING*-2
Utility Trench Backfill
Standard
95%
-2 to +2 %
1 per 50 LF of
fill placed
MAXIMUM
LOOSE LIFT
HEIGHT
6 inches
The test frequency for the laboratory reference shall be one laboratory Proctor \ test for each
material used on the site. If the borrow or source of fill material changes, a new reference
moisture/density test should be performed.
*-1
A minimum of one test per lift is recommended unless otherwise specified.
*-2
Tested fill materials that do not achieve either the required dry density or moisture content range
shall be recorded, the location noted, and reported to the Contractor and Owner. A re-test of that
area should be performed after the Contractor performs remedial measures. The above test
frequencies should be discussed with the contractor prior to starting the work.
The geotechnical engineer of record can only certify work that was performed under their direct
observation, or under the observation of a competent person under their specific direction.
Pavement Subgrade Preparation
Rubino recommends that unsuitable soils or deleterious materials be removed from the
construction area, as applicable. Unsuitable soils or deleterious materials can be described as, but
are not limited to:
•
•
•
•
Organic soil / topsoil / plants / trees / shrubs / grass
Frozen soil
Existing asphalt or concrete pavement sections
Concrete curb & gutter
Stripping operations should extend a minimum of 5 feet beyond proposed pavement limits where
property limits allow. The geotechnical engineer should be notified if there are property boundary
limitations. Stripping operations should be monitored and documented by a representative of the
geotechnical engineer at the time of construction
Prior to paving, the prepared subgrade should be proofrolled using a loaded tandem axle dump
truck or similar type of pneumatic tired equipment with a minimum gross weight of 9 tons per single
axle. Localized soft areas identified should be repaired prior to paving. Moisture content of the
subgrade be maintained between -2% and +3% of the optimum at the time of paving. It may
require rework when the subgrade is either desiccated or wet.
Rubino Engineering, Inc. ● 665 Tollgate Rd. ● Unit H
Elgin, IL 60123 ● (847) 931-1555 ● (847) 931-1560 fax
South Street Extension – Elgin, Illinois
Rubino Project Number G15.019
Page - 14 July 29, 2015
Areas of low support or soft spots should be tested with either a Static Cone Penetrometer
(SCP) or Dynamic Cone Penetrometer (DCP). The results of the DCP or SCP tests should be
evaluated according to IDOT’s Subgrade Stability Manual, to determine the necessary depth of
corrective action.
Subgrade Stability Recommendations
The recommendations located in this report are based on the data obtained at each particular
soil boring location. Soil subgrade stability may vary in the field between the borings and could
be affected by the weather at the time of construction.





Subgrade with an IBV value of 5 or less is a candidate for remediation.
Optional remedial activities are specified for subgrade with an IBV values between 6 and 8.
Subgrade with a moisture content exceeding 18% and an organic content exceeding 8%
may be a candidate for remedial action.
See below for the IBV Based Remedial Action Chart from the IDOT Subgrade Stability
Manual.
Subgrade chemical stabilization (lime or fly ash) is an option for this site but will require
additional laboratory testing to obtain the mix design.
Based on the above criteria, the following boring locations have been highlighted for potential
subgrade stabilization:
ESTIMATED ESTIMATED
ESTIMATED
CUT / FILL
STABILIZATION
IBV VALUE
(FEET)
THICKNESS*
BORING
NUMBER
ESTIMATED STATION
RANGE
B-16 & B15
100+00 to 105+00
0 – 2’ Fill
2–4
12 - 18
B-14, 13,
12
105+00 to 113+00
1 – 3’ Fill
4–8
0 – 12
B-11 &
PSI
Borings
113+00 to 158+50
0 – 2’ Fill
2–4
12 - 18
STABILIZATION
TECHNIQUE
Remove and
Replace with CA01 stone and
fabric or stabilize
with lime or fly ash
(12 to 16 inches)
before placing fill
*Estimated undercut thickness or stabilization thickness is intended to be performed below the
bottom of subbase stone elevation (in addition to the estimated 12 inch pavement section for the
roadway) or prior to placing structural fill to establish construction grades.
**Remedial Procedures Optional per IDOT Subgrade Stability Manual. Final undercut
thicknesses should be determined in the field by performing penetrometer testing and a proofroll
testing once the soils are exposed during construction.
The majority of the soils will need to be stabilized with a few pockets of more stable soils
possible. Rubino estimates approximately 80% to 90% of the soils will need to be stabilized in
the field as determined by subgrade stability testing recommended herein.
Rubino Engineering, Inc. ● 665 Tollgate Rd. ● Unit H
Elgin, IL 60123 ● (847) 931-1555 ● (847) 931-1560 fax
South Street Extension – Elgin, Illinois
Rubino Project Number G15.019
Page - 15 July 29, 2015
Rubino recommends that undercuts with stone be performed in as uniform a manner a
possible so as to not create pockets of stone that could collect water with no drainage.
Positive drainage should be maintained at both the subgrade and surface elevations.
Soil Stabilization / Modification
The moderate to high moisture contents in the clayey soils will benefit from chemical
stabilization or modification as an option to stabilize the subgrade soils prior to placing fill to
establish construction grades.
Rubino performed initial testing with fly ash and lime kiln dust that was already on hand in the
laboratory. Initial testing indicated the following:

Both fly ash and lime kiln dust produced IBV results greater than 10 with the following
notes:
Rubino Engineering, Inc. ● 665 Tollgate Rd. ● Unit H
Elgin, IL 60123 ● (847) 931-1555 ● (847) 931-1560 fax
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Rubino Project Number G15.019
Page - 16 July 29, 2015
o
The soils near B-15 needed to have moisture contents closer to optimum than
the insitu moisture contents measured during drilling operations
o
In general, the minimum IBV is expected to be achieved within 48 hours. Some
soils will achieve IBV’s of at least 10 within 1 hour.
o
Soils were tested with varying percents of additives ranging between 5% and
10%. Soils with higher insitu moisture contents will likely need more additive.
Chemical additives can be added dry or wet (as a slurry). Stabilization contractors should be
consulted to determine what the quantity of dust output is and how it could affect the areas
surrounding the site.
If soil stabilization is chosen as a method of subgrade stability, mix design testing in the
laboratory should be performed by Rubino to determine the percentage of additive needed per
soil type once a source for the chemical additive is selected.
Subgrade Support Rating
The soil types throughout the length of the project are varied. For design of the proposed roadway,
a Subgrade Support Rating (SSR) of Fair to Poor is indicated based on the laboratory test results.
Soil tests indicate soils generally fall within the circled area below:
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Illinois Bearing Ratio
Illinois Bearing Ratio (IBR) testing was outside the scope of this roadway geotechnical report.
However, an IBR of 3 should be used for the pavement design based on the laboratory IBR and on
an AASHTO M 145 Soil Class of A-6 or A-7 (clayey soils) and A-2 or A-3 (sandy soils). The
following table was obtained from the IDOT Geotechnical Manual:
Table 4-1. Estimated IBR Value
Soil Classification
A-4, A-5, A-6
A-7-5, A-7-6
IDOT-Assumed IBR
3
2
The soil types throughout the length of the project are varied and generally include fill soils within
the upper five (5) feet.
Drainage Classification
Per the IDOT Geotechnical Manual, soils at this site would have a drainage classification of fair to
poor depending on the profile and cross section. (Table 3-1 Drainage Classification)
Rubino Engineering, Inc. ● 665 Tollgate Rd. ● Unit H
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Fill Materials
Once the proposed roadway subgrade has successfully been proof rolled and documented,
placement of new structural fill required to establish construction grades may begin. The first
layer of fill material should be placed in a relatively uniform horizontal lift and adequately keyed
into the subgrade soils.
The proposed grades for the new roadway are anticipated to be near the existing grades, and
areas of significant cut and fill are anticipated at this time. Where the proposed grade is to be
raised and fill materials are required, the fill materials for embankment construction must conform
to the requirement of Section 205 of the, “Standard Specifications for Road and Bridge
Construction,” adopted by the Illinois Department of Transportation, January 1, 2002.
The most current versions of the “Supplemental Specifications and Recurring Special Provisions”
and “Project Procedures Guide” should be referenced for testing frequencies.
For budget purposes, IDOT typically recommends a shrinkage factor of 15 percent be used to
determine earthwork quantities.
Subbase Stone Recommendations
The granular base course should be built at least 2 feet wider than the pavement on each side
to support the tracks of the slipform paver. This extra width is structurally beneficial for wheel
loads applied at pavement edge.
An IDOT CA-6 aggregate base (IDOT Specifications Handbook, Sec. 1004.1) can be used under
the asphalt or concrete pavements. The material should be placed and compacted as discussed in
the Fill Materials section of this report.

Sub base stone should be placed as soon as possible after the subgrade passes
proofrolling and density testing. Rain and construction traffic can affect the subgrade
stability.
Rubino Engineering, Inc. ● 665 Tollgate Rd. ● Unit H
Elgin, IL 60123 ● (847) 931-1555 ● (847) 931-1560 fax
South Street Extension – Elgin, Illinois
Rubino Project Number G15.019
Page - 19 July 29, 2015

Rubino recommends a drainage system be designed to keep water out of the base material
since CA-6 contains fines which could become unstable when saturated. See the
Roadway Drainage and Maintenance section below for more information.

A non-woven filter fabric should be placed between the subbase stone and fine-grained
soils.
Roadway Drainage and Maintenance
Fine-grained soils can be sensitive to remolding in the presence of water. In the areas of surficial
clays, the surface should be maintained in a graded condition to prevent standing water on the
subgrade. Appropriate measures may include, but are not limited to:
1. Shaping/pitching the sub-grade to drain toward side drainage ditch along the roadway.
2. Providing proper filtration for runoff waters. Proper drainage of the roadway is mandated by
Article 202.05 of the IDOT Standard Specifications.
3. Rubino recommends placing CA-6 as the fill at the interface of clay and the new roadway. If
open-graded stone is used, a geotextile should be placed between the fine-grained soil and the
stone.
4. Rubino recommends pavements be sloped to provide rapid surface drainage. Water allowed
to pond on or adjacent to the pavement could saturate the subgrade and cause premature
deterioration of pavements, and removal and replacement may be required.
5. Consideration should be given to the use of an interceptor drain to collect and remove
water collecting in the granular base. The interceptor drains could be incorporated with
the storm drains of other utilities located in the pavement areas.
6. Periodic maintenance of the pavement should be anticipated. This should include sealing of
cracks and joints and by maintaining proper surface drainage to avoid ponding of water on or
near the pavement area.
CLOSING
The recommendations submitted are based on the available subsurface information obtained by
Rubino Engineering, Inc. and design details furnished by Engineering Enterprises, Inc. for the
proposed project. If there are any revisions to the plans for this project or if deviations from the
subsurface conditions noted in this report are encountered during construction, Rubino should be
notified immediately to determine if changes in the pavement recommendations are required. If
Rubino is not retained to perform these functions, we will not be responsible for the impact of those
conditions on the project.
The scope of services did not include an environmental assessment to determine the presence
or absence of wetlands, or hazardous or toxic materials in the soil, bedrock, surface water,
groundwater or air, on, or below or around this site. Any statements in this report and/or on the
boring logs regarding odors, colors, and/or unusual or suspicious items or conditions are strictly
for informational purposes.
Rubino Engineering, Inc. ● 665 Tollgate Rd. ● Unit H
Elgin, IL 60123 ● (847) 931-1555 ● (847) 931-1560 fax
South Street Extension – Elgin, Illinois
Rubino Project Number G15.019
Page - 20 July 29, 2015
After the plans and specifications are more complete, the geotechnical engineer should be
retained and provided the opportunity to review the final design plans and specifications to
check that our engineering recommendations have been properly incorporated into the design
documents. At that time, it may be necessary to submit supplementary recommendations. This
report has been prepared for the exclusive use of Engineering Enterprises, Inc. and their
consultants for the specific application to the South Street Extension in Elgin, Illinois.
Rubino Engineering, Inc. ● 665 Tollgate Rd. ● Unit H
Elgin, IL 60123 ● (847) 931-1555 ● (847) 931-1560 fax
APPENDIX A - DRILLING, FIELD, AND LABORATORY TEST PROCEDURES
Penetration Tests and Split-Barrel Sampling of Soils
During the sampling procedure, Standard Penetration Tests (SPT’s) were performed at regular intervals to
obtain the standard penetration (N-value) of the soil. The results of the standard penetration test are used to
estimate the relative strength and compressibility of the soil profile components through empirical
correlations to the soils’ relative density and consistency. The split-barrel sampler obtains a soil sample for
classification purposes and laboratory testing, as appropriate for the type of soil obtained.
Water Level Measurements
Water level observations were attempted during and upon completion of the drilling operation using a 100foot tape measure. The depths of observed water levels in the boreholes are noted on the boring logs
presented in the appendix of this report. In the borings where water is unable to be observed during the field
activities, in relatively impervious soils, the accurate determination of the groundwater elevation may not be
possible even after several days of observation. Seasonal variations, temperature and recent rainfall
conditions may influence the levels of the groundwater table and volumes of water will depend on the
permeability of the soils.
Ground Surface Elevations
The elevations indicated on the attached boring logs were estimated from existing site surveys provided by
the client. The stratification depths are relative to the existing ground surface for each individual boring at
the time of the exploration. Copies of the boring logs are located in the Appendix of this report.
Water (Moisture) Content of Soil by Mass (Laboratory)
The water content is an important index property used in expressing the phase relationship of solids, water,
and air in a given volume of material and can be used to correlate soil behavior with its index properties. In
fine grained cohesive soils, the behavior of a given soil type often depends on its natural water content. The
water content of a cohesive soil along with its liquid and plastic limits as determined by Atterberg Limit
testing are used to express the soil’s relative consistency or liquidity index.
Atterberg Limits (Laboratory)
Atterberg limit testing defines the liquid limit (LL) and plastic limit (PL) states of a given soil. These limits are
used to determine the moisture content limits where the soil characteristics changes from behaving more
like a fluid on the liquid limit end to where the soil behaves more like individual soil particles on the plastic
limit end. The liquid limit is often used to determine if a soil is a low or high plasticity soil.
The plasticity index (PI) is difference between the liquid limit and the plastic limit. The plasticity index is used
in conjunction with the liquid limit to determine if the material will behave like a silt or clay. The material can
also be classified as an organic material by comparing the liquid limit of the natural material to the liquid limit
of the sample after being oven-dried.
Particle Size Analysis of Soils (Hydrometer)
The Particle Size Analysis of Soils determines the distribution of particle sizes in soils. The distribution of
particle sizes larger than 75µm (retained on the No. 200 sieve) is determined by sieving, while the
distribution of particle sizes smaller than 75µm is determined by a sedimentation process, using a
hydrometer to secure the necessary data.
G15.019 South Street Extension / June 22nd, 2015
Appendix B –Pavement Considerations
Pavement Design Criteria
Pavement sections were evaluated using Pavement Assessment Software (PAS) which is based on the
1993 AASHTO Design equations; a reliability of 80%; and a 20-year 18-kip single axle load (ESAL) of
30,000 for light duty and 60,000 for drive areas.
Flexible Pavements were evaluated based on an initial serviceability of 4.2 and a terminal service of 2.0.
Rigid Pavements were evaluated based on an initial serviceability of 4.5 and a terminal service of 2.0; an
unreinforced concrete mix with a 28 day modulus of rupture of 550 psi.
Pavement Drainage & Maintenance
Rubino recommends pavements be sloped to provide rapid surface drainage. Water allowed to pond on or
adjacent to the pavement could saturate the subgrade and cause premature deterioration of pavements. In
this case, removal and replacement may be required.
Consideration should be given to the use of an interceptor drain to remove water collecting in the granular
base. The interceptor drains could be incorporated with the storm drains of other utilities located in the
pavement areas.
Periodic maintenance of the pavement should be anticipated. This should include sealing of cracks and
joints and maintenance of proper surface drainage to avoid ponding of water on or near the pavement area.
Asphalt Pavement Planning Guidelines
Concrete Pavement Planning Guidelines
The granular base course should be built at least 2
feet wider than the pavement on each side to
support the tracks of the slipform paver. This extra
width is structurally beneficial for wheel loads
applied at pavement edge. The asphalt base
course should comply with IL-19.0L N-50 binder
and be compacted to a minimum of 93.0% of the
Maximum Theoretical Density as determined by
ASTM D2041. Asphaltic surface mixture should
comply with IL-9.5L N-50 surface and be
compacted to a minimum of 92.5% of the Maximum
Theoretical Density as determined by ASTM
D2041.
Because the pavement at this site will be subjected
to freeze-thaw cycles, Rubino recommends that an
air entrainment admixture be added to the concrete
mix to achieve an air content in the range of 5% to
7% to provide freeze-thaw durability in the concrete.
Concrete with a 28-day specified compressive
strength of 4,000 psi is typically adequate.
Asphaltic concrete mix designs should be reviewed
to determine if they are consistent with the
recommendations given in this report.
Pavement for the dumpster area should be
planned to be constructed of Portland cement
concrete with load transfer device installed where
construction joints are required. A thickened edge
is recommended on the outside of slabs subjected
to wheel loads. This thickened edge usually takes
the form of an integral curb. Fill material should
be compacted behind the curb or thicken edge of
the outside slabs.
Pavement may be placed after the subgrade has been properly compacted, fine graded and proofrolled.
The work should be done in accordance with State Department of Transportation guidelines. Pavement
materials should conform to local and state guidelines, if applicable.
G15.019 South Street Extension / June 22nd, 2015
APPENDIX C - REPORT LIMITATIONS
Subsurface Conditions:
The subsurface description is of a generalized nature to highlight the major subsurface stratification
features and material characteristics. The boring logs included in the appendix should be reviewed for
specific information at individual boring locations. These records include soil descriptions, stratifications,
penetration resistances, locations of the samples and laboratory test data as well as water level
information. The stratifications shown on the boring logs represent the conditions only at the actual
boring locations. Variations may occur, and should be expected between boring locations. The
stratifications represent the approximate boundary between subsurface materials and the actual
transition between layers may be gradual. The samples, which were not altered by laboratory testing,
will be retained for up to 60 days from the date of this report and then will be discarded.
Geotechnical Risk:
The concept of risk is an important aspect of the geotechnical evaluation. The primary reason for this is that
the analytical methods used to develop geotechnical recommendations do not comprise an exact science.
The analytical tools that geotechnical engineers use are generally empirical and must be used in conjunction
with engineering judgment and experience. Therefore, the solutions and recommendations presented in the
geotechnical evaluation should not be considered risk-free, and more importantly, are not a guarantee that
the interaction between the soils and the proposed structure will perform as planned. The engineering
recommendations, presented in the preceding section, constitute Rubino’s professional estimate of the
necessary measures for the proposed structure to perform according to the proposed design based on the
information generated and reference during this evaluation, and Rubino’s experience in working with these
conditions.
Warranty:
The geotechnical engineer warrants that the findings, recommendations, specifications, or professional
advice contained herein have been made in accordance with generally accepted professional geotechnical
engineering practices in the local area. No other warranties are implied or expressed.
Federal Excavation Regulations:
In Federal Register, Volume 54, No. 209 (October 1989), the United States Department of Labor,
Occupational Safety and Health Administration (OSHA) amended its "Construction Standards for
Excavations, 29 CFR, part 1926, Subpart P". This document was issued to better insure the safety of
workmen entering trenches or excavations. This federal regulation mandates that all excavations, whether
they be utility trenches, basement excavation or footing excavations, be constructed in accordance with the
new OSHA guidelines. It is our understanding that these regulations are being strictly enforced and if they
are not closely followed, the owner and the contractor could be liable for substantial penalties.
The contractor is solely responsible for designing and constructing stable, temporary excavations and
should shore, slope, or bench the sides of the excavations as required to maintain stability of both the
excavation sides and bottom. The contractor's "responsible person," as defined in 29 CFR Part 1926,
should evaluate the soil exposed in the excavations as part of the contractor's safety procedures. In no
case should slope height, slope inclination, or excavation depth, including utility trench excavation depth,
exceed those specified in local, state, and federal safety regulations. Rubino is providing this information
solely as a service to our client. Rubino is not assuming responsibility for construction site safety or the
contractor's activities; such responsibility is not being implied and should not be inferred.
G15.019 South Street Extension / June 22nd, 2015
APPENDIX D - SOIL CLASSIFICATION GENERAL NOTES
DRILLING & SAMPLING SYMBOLS:
SS:
Split Spoon - 1 3/8” I.D., 2” O.D., unless otherwise noted
ST:
Thin-Walled Tube - 3” O.D., Unless otherwise noted
PM:
Pressuremeter
RB:
Rock Bit
DB:
Diamond Bit - 4”, N, B
PS:
WS:
HA:
HS:
BS:
Piston Sample
Wash Sample
Hand Auger
Hollow Stem Auger
Bulk Sample
Standard “N” Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2 inch O.D. split spoon
sampler (SS), except where noted.
WATER LEVEL MEASUREMENT SYMBOLS:
Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. In pervious
soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination
of ground water levels is not possible with only short term observations.
DESCRIPTIVE SOIL CLASSIFICATION:
Soil Classification is based on the Unified Soil Classification System as defined in ASTM D-2487 and D-2488.
Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; they are described as:
boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200
sieve; they are described as: clays, if they are plastic, and silts if they are slightly plastic or non-plastic. Major
constituents may be added as modifiers and minor constituents may be added according to the relative proportions
based on grain size. In addition to gradation, coarse grained soils are defined on the basis of their relative in-place
density and fine grained soils on the basis of their consistency. Example: Lean clay with sand, trace gravel, stiff
(CL); silty sand, trace gravel, medium dense (SM).
CONSISTENCY OF FINE-GRAINED SOILS:
Unconfined Compressive
Strength, Qu (tsf)
0.25
0.5
1
2
4
<
-
0.25
0.5
1
2
4
8
N-Blows/ft.
<2
2
4
8
15
30
+
4
8
15
30
Consistency
Very Soft
Soft
Medium Stiff
Stiff
Very Stiff
Hard
RELATIVE PROPORTIONS OF SAND & GRAVEL
Descriptive Term
Trace
With
Modifier
% of Dry Weight
15
<
>
15
29
30
RELATIVE PROPORTIONS OF FINES
Descriptive Term
% of Dry Weight
Trace
<
5
With
5
12
Modifier
>
12
*Descriptive Terms apply to components also present in sample
RELATIVE DENSITY OF COARSE-GRAINED
SOILS
N-Blows/ft.
0
4
10
30
50
+
4
10
30
50
Relative Density
Very Loose
Loose
Medium Dense
Dense
Very Dense
GRAIN SIZE TERMINOLOGY
Major Component
Boulders
Cobbles
Gravel
Sand
Size Range
Over 12 in. (300mm)
12 in. To 3 in.
(300mm to 75mm)
3 in. To #4 sieve
(75mm to 4.75mm)
#4 to #200 sieve
(4.75mm to 0.75mm)
G15.019 South Street Extension / June 22nd, 2015
APPENDIX E - SOIL CLASSIFICATION GENERAL NOTES
G15.019 South Street Extension / June 22nd, 2015
APPENDIX F – SITE VICINITY MAP & BORING LOCATION PLAN
G15.019 South Street Extension / June 22nd, 2015
N
Site Location Project Name:
Project Location:
South Street Extension
South Street
Elgin, Illinois
665 Tollgate Rd. Unit H
Elgin, Illinois 60123
Client:
Rubino Project # :
Engineering Enterprises, Inc.
G15.019
Site
Vicinity
Map
Project Name:
Project Location:
South Street Extension
South Street
Elgin, Illinois
665 Tollgate Rd. Unit H
Elgin, Illinois 60123
Client:
Rubino Project # :
Engineering Enterprises, Inc.
G15.019
Boring
Location
Plan
APPENDIX G – BORING LOGS
G15.019 South Street Extension / June 22nd, 2015
Page
SOIL BORING LOG
Date
ROUTE
SECTION
South Street
DESCRIPTION
Confomation for South Street Extension
Randall Road to Longcommon
Parkway
LOCATION Elgin, Illinois
COUNTY
Kane County
DRILLING METHOD
D
E
P
T
H
STRUCT. NO.
Station
BORING NO.
B-11
Station
140+25
Offset
1.8ft. RT
802.60
Ground Surface Elev.
Approximately 12 inches of TOPSOIL
11% Organic Content
Brown and gray CLAY, trace sand and
gravel; Medium stiff
3% Organic Content
ft
B
L
O
W
S
2¼" Hollow Stem Auger
U
C
S
Qu
(ft) (/6") (tsf)
M
O
I
S
T
(%)
LOGGED BY
HAMMER TYPE
Surface Water Elev.
Stream Bed Elev.
n/a
n/a
ft
ft
Groundwater Elev.:
First Encounter
Upon Completion
After
Hrs.
8
5
n/a
ft
ft
ft
1
of
4/6/15
B.S.
Automatic
801.60
2
1.5
2
B
26
3
-5
Brown SAND, trace gravel and fines;
Medium dense
1
1.3
2
B
20
4
796.60
2
4
7
3
6
End of boring at 10 feet.
792.60
-10
9
-15
-20
The Unconfined Compressive Strength (UCS) Failure Mode is indicated by (B-Bulge, S-Shear, P-Penetrometer)
The SPT (N value) is the sum of the last two blow values in each sampling zone (AASHTO T206)
BBS, from 137 (Rev. 8-99)
1
Page
SOIL BORING LOG
Date
ROUTE
SECTION
South Street
DESCRIPTION
New South Street Extension
Randall Road to Longcommon
Parkway
LOCATION Elgin, Illinois
COUNTY
Kane County
DRILLING METHOD
D
E
P
T
H
STRUCT. NO.
Station
BORING NO.
B-12
Station
112+69
Offset
835.75
Ground Surface Elev.
Approximately 8 inches of TOPSOIL
2% Organic Content
Brown SAND, trace gravel and fines;
Medium dense
ft
B
L
O
W
S
2¼" Hollow Stem Auger
U
C
S
Qu
(ft) (/6") (tsf)
M
O
I
S
T
(%)
LOGGED BY
HAMMER TYPE
Surface Water Elev.
Stream Bed Elev.
n/a
n/a
ft
ft
Groundwater Elev.:
First Encounter
Upon Completion
After
Hrs.
n/a
n/a
n/a
ft
ft
ft
1
of
4/6/15
B.S.
Automatic
835.08
5
5
6
2
5
-5
7
4
7
8
Brown and gray clayey SAND, trace
gravel and fines; Medium dense
End of boring at 10 feet.
No free groundwater was encountered
during drilling operations.
827.25
825.75
-10
5
2.5
6
S
18
7
-15
-20
The Unconfined Compressive Strength (UCS) Failure Mode is indicated by (B-Bulge, S-Shear, P-Penetrometer)
The SPT (N value) is the sum of the last two blow values in each sampling zone (AASHTO T206)
BBS, from 137 (Rev. 8-99)
1
Page
SOIL BORING LOG
Date
ROUTE
SECTION
South Street
DESCRIPTION
New South Street Extension
Randall Road to Longcommon
Parkway
LOCATION Elgin, Illinois
COUNTY
Kane County
DRILLING METHOD
D
E
P
T
H
STRUCT. NO.
Station
BORING NO.
B-13
Station
109+17
Offset
0
842.78
Ground Surface Elev.
Approximately 8 inches of TOPSOIL
4% Organic Content
Brown CLAY, trace sand and gravel;
stiff to very stiff
ft
B
L
O
W
S
2¼" Hollow Stem Auger
U
C
S
Qu
(ft) (/6") (tsf)
M
O
I
S
T
(%)
LOGGED BY
HAMMER TYPE
Surface Water Elev.
Stream Bed Elev.
n/a
n/a
ft
ft
Groundwater Elev.:
First Encounter
Upon Completion
After
Hrs.
n/a
n/a
n/a
ft
ft
ft
1
of
4/6/15
B.S.
Automatic
842.11
2
2.0
3
B
17
6
-5
4
4.0
7
B
16
10
4
1.0
5
B
12
6
End of boring at 10 feet.
No free groundwater was encountered
during drilling operations.
832.78
-10
3
2.5
4
B
15
7
-15
-20
The Unconfined Compressive Strength (UCS) Failure Mode is indicated by (B-Bulge, S-Shear, P-Penetrometer)
The SPT (N value) is the sum of the last two blow values in each sampling zone (AASHTO T206)
BBS, from 137 (Rev. 8-99)
1
Page
SOIL BORING LOG
Date
ROUTE
SECTION
South Street
DESCRIPTION
New South Street Extension
Randall Road to Longcommon
Parkway
LOCATION Elgin, Illinois
COUNTY
Kane County
DRILLING METHOD
D
E
P
T
H
STRUCT. NO.
Station
BORING NO.
B-14
Station
105+86
Offset
0
847.58
Ground Surface Elev.
Approximately 8 inches of TOPSOIL
4% Organic Content
Brown CLAY, trace sand and gravel;
stiff to very stiff
ft
B
L
O
W
S
2¼" Hollow Stem Auger
U
C
S
Qu
(ft) (/6") (tsf)
M
O
I
S
T
(%)
LOGGED BY
HAMMER TYPE
Surface Water Elev.
Stream Bed Elev.
n/a
n/a
ft
ft
Groundwater Elev.:
First Encounter
Upon Completion
After
Hrs.
n/a
n/a
n/a
ft
ft
ft
1
of
4/6/15
B.S.
Automatic
846.91
3
2.8
3
B
17
6
-5
5
4.0
9
B
14
11
4
4.5
4
B
18
9
End of boring at 10 feet.
No free groundwater was encountered
during drilling operations.
837.58
-10
8
1.8
10
B
19
10
-15
-20
The Unconfined Compressive Strength (UCS) Failure Mode is indicated by (B-Bulge, S-Shear, P-Penetrometer)
The SPT (N value) is the sum of the last two blow values in each sampling zone (AASHTO T206)
BBS, from 137 (Rev. 8-99)
1
Page
SOIL BORING LOG
Date
ROUTE
SECTION
South Street
DESCRIPTION
New South Street Extension
Randall Road to Longcommon
Parkway
LOCATION Elgin, Illinois
COUNTY
Kane County
DRILLING METHOD
D
E
P
T
H
STRUCT. NO.
Station
BORING NO.
B-15
Station
103+19
Offset
0
841.60
Ground Surface Elev.
Approximately 8 inches of TOPSOIL
2% Organic Content
Brown CLAY, trace sand and gravel;
Medium stiff to stiff
5% Organic Content
ft
B
L
O
W
S
2¼" Hollow Stem Auger
U
C
S
Qu
(ft) (/6") (tsf)
M
O
I
S
T
(%)
LOGGED BY
HAMMER TYPE
Surface Water Elev.
Stream Bed Elev.
n/a
n/a
ft
ft
Groundwater Elev.:
First Encounter
Upon Completion
After
Hrs.
6
3
n/a
ft
ft
ft
1
of
4/6/15
B.S.
Automatic
840.93
5
1.5
4
B
27
5
-5
2
0.3
3
B
20
5
3
0.8
5
B
13
6
End of boring at 10 feet.
No free groundwater was encountered
during drilling operations.
831.60
-10
4
3.0
5
B
18
7
-15
-20
The Unconfined Compressive Strength (UCS) Failure Mode is indicated by (B-Bulge, S-Shear, P-Penetrometer)
The SPT (N value) is the sum of the last two blow values in each sampling zone (AASHTO T206)
BBS, from 137 (Rev. 8-99)
1
Page
SOIL BORING LOG
Date
ROUTE
SECTION
South Street
DESCRIPTION
New South Street Extension
Randall Road to Longcommon
Parkway
LOCATION Elgin, Illinois
COUNTY
Kane County
DRILLING METHOD
D
E
P
T
H
STRUCT. NO.
Station
BORING NO.
B-16
Station
100+43
Offset
0
835.44
Ground Surface Elev.
Approximately 8 inches of TOPSOIL
3% Organic Content
Brown and gray CLAY of high
plasticity; trace sand and gravel; Soft
to stiff
2 - 4% Organic Content
ft
B
L
O
W
S
2¼" Hollow Stem Auger
U
C
S
Qu
(ft) (/6") (tsf)
M
O
I
S
T
(%)
LOGGED BY
HAMMER TYPE
Surface Water Elev.
Stream Bed Elev.
n/a
n/a
ft
ft
Groundwater Elev.:
First Encounter
Upon Completion
After
Hrs.
11
9
n/a
ft
ft
ft
1
of
4/6/15
B.S.
Automatic
834.77
1
0.8
3
B
27
3
-5
2
0.8
1
B
26
1
2
0.8
3
B
29
5
Brown gravelly SAND, trace fines;
Loose
End of boring at 10 feet.
826.94
6
4
825.44
-10
4
-15
-20
The Unconfined Compressive Strength (UCS) Failure Mode is indicated by (B-Bulge, S-Shear, P-Penetrometer)
The SPT (N value) is the sum of the last two blow values in each sampling zone (AASHTO T206)
BBS, from 137 (Rev. 8-99)
1
Page
SOIL BORING LOG
ROUTE
SECTION
South Street
DESCRIPTION
Northwest - Wingwall
Randall Road to Longcommon
Parkway
LOCATION Elgin, Illinois
COUNTY
Kane County
DRILLING METHOD
D
E
P
T
H
STRUCT. NO.
Station
BORING NO.
SB-01
Station
56+00
Offset
0
803.10
Ground Surface Elev.
Approximately 13 inches of black
clayey TOPSOIL
FILL: Brown sandy CLAY, little gravel
ft
B
L
O
W
S
2¼" Hollow Stem Auger
U
C
S
Qu
(ft) (/6") (tsf)
M
O
I
S
T
(%)
3
0.8
16
3
2
2
ft
ft
Groundwater Elev.:
First Encounter
Upon Completion
After
Hrs.
n/a
n/a
n/a
ft
ft
ft
Gray clayey SILT, trace sand and
grave, stiff
802.20
2
n/a
n/a
0.5
Gray fine, poorly-graded SAND, trace
grave, medium dense
-5
4
1
12/3/07
LOGGED BY
G.T.C.
Automatic
D
E
P
T
H
B
L
O
W
S
U
C
S
M
O
I
S
T
Qu
(ft) (/6") (tsf)
(%)
8
782.60
18
6
781.60
6
7
24
8
22
2
3
of
Date
HAMMER TYPE
Surface Water Elev.
Stream Bed Elev.
1
8
1.2
20
1.0
18
0.9
14
8
-25
14
10
5
3
4
4
2
3
FILL: Black clayey SILT
Brown fine to coarse clayey SAND,
little gravel, medium dense
794.10
4
5
793.10
-10
10
5
3.2
Gray well-graded SAND and fine
GRAVEL, medium dense
15
6
10
7
42
773.10
-30
8
9
8
13
7
11
7
15
7
8
Brown, fnen, poorly graded SAND,
trace gravel, mediumM dense
788.10
-15
15
6
9
10
7
-35
7
8
5
21
8
6
8
18
11
6
8
10
-20
10
19
End of boring at 40 feet
Natural water level could not be
determined due to washing out the
auger
3
5
763.10
-40
5
The Unconfined Compressive Strength (UCS) Failure Mode is indicated by (B-Bulge, S-Shear, P-Penetrometer)
The SPT (N value) is the sum of the last two blow values in each sampling zone (AASHTO T206)
BBS, from 137 (Rev. 8-99)
14
Page
SOIL BORING LOG
ROUTE
SECTION
South Street
DESCRIPTION
Southeast - Wingwall
Randall Road to Longcommon
Parkway
LOCATION Elgin, Illinois
COUNTY
Kane County
DRILLING METHOD
D
E
P
T
H
STRUCT. NO.
Station
BORING NO.
SB-02
Station
54+00
Offset
30ft. RT
799.80
Ground Surface Elev.
ft
B
L
O
W
S
2¼" Hollow Stem Auger
U
C
S
Qu
(ft) (/6") (tsf)
Approximately 6 inches of black clayey 799.30
TOPSOIL
FILL: Brown silty SAND and gravel,
little clay
5
7
2.2
M
O
I
S
T
(%)
4
n/a
n/a
ft
ft
Groundwater Elev.:
First Encounter
Upon Completion
After
Hrs.
11
n/a
n/a
ft
ft
ft
Gray fine, poorly-graded SAND, trace
gravel, occasional silt seams, medium
dense
7
FILL: Dark brown sandy silty CLAY
795.80
LOGGED BY
G.T.C.
Automatic
D
E
P
T
H
-5
3
2
U
C
S
3
779.30
M
O
I
S
T
Qu
(%)
1.2
4
6
1.5
2
3
0.9
5
17
End of boring at 25 feet
0.5
14
0.5
16
0.5
12
774.80
-25
6
2
2
Brown fine, poorly-graded SAND, little
gravel, medium dense
789.80
-10
2
-30
2
4
10
6
Gray fine clayey SAND with fine
gravel, medium dense
787.80
10
10
11
12
13
5
10
8
-15
9
-35
10
25
13
15
5
16
6
Gray clayey SILT, trace snd and
gravel, stiff
781.80
9
3
4
1.2
24
5
-20
2
18
12
2
1
18
6
5
4
2
B
L
O
W
S
(ft) (/6") (tsf)
5
2
1
12/3/07
10
7
of
Date
HAMMER TYPE
Surface Water Elev.
Stream Bed Elev.
1
-40
The Unconfined Compressive Strength (UCS) Failure Mode is indicated by (B-Bulge, S-Shear, P-Penetrometer)
The SPT (N value) is the sum of the last two blow values in each sampling zone (AASHTO T206)
BBS, from 137 (Rev. 8-99)
19
Page
SOIL BORING LOG
Date
ROUTE
SECTION
South Street
DESCRIPTION
Confomation for South Street Culvert
Randall Road to Longcommon
Parkway
LOCATION Elgin, Illinois
COUNTY
Kane County
DRILLING METHOD
D
E
P
T
H
STRUCT. NO.
Station
BORING NO.
SB-03
Station
155+91
Offset
4ft. LT
803.13
Ground Surface Elev.
ft
B
L
O
W
S
2¼" Hollow Stem Auger
U
C
S
Qu
(ft) (/6") (tsf)
M
O
I
S
T
(%)
LOGGED BY
HAMMER TYPE
Surface Water Elev.
Stream Bed Elev.
n/a
n/a
ft
ft
Groundwater Elev.:
First Encounter
Upon Completion
After
Hrs.
n/a
n/a
n/a
ft
ft
ft
1
of
4/6/15
B.S.
Automatic
Approximately 14 inches of of
TOPSOIL
Brown clayey SAND, trace gravel;
Very soft to stiff
801.96
1
2.5
3
B
16
4
-5
1
2.0
5
B
11
4
0
0.3
0
B
20
0
-10
Brown gravelly SAND, trace fines;
Medium dense
0
0.3
0
B
21
1
792.13
3
7
6
3
4
End of boring at 15 feet.
788.13
-15
7
-20
The Unconfined Compressive Strength (UCS) Failure Mode is indicated by (B-Bulge, S-Shear, P-Penetrometer)
The SPT (N value) is the sum of the last two blow values in each sampling zone (AASHTO T206)
BBS, from 137 (Rev. 8-99)
1
APPENDIX H – LABORATORY TESTS
G15.019 South Street Extension / June 22nd, 2015
Report of Atterberg Limits Test (ASTM D4318 / AASHTO T89 / AASHTO T90)
60
Plasticity Index (%)
50
40
CH
"U" Line
B-16 @ 1'
"A" Line
30
B-15 @ 1'
20
CL
10
B-13 @ 1'
CL-ML
ML
0
0
Boring #
LL
PL
PI
10
B-11 @ 1'
31
19
12
MH or OH
B-11 @ 1'
SB-03 @ 1'
ML or OL
B-14 @ 1'
20
B-13 @ 1'
20
15
5
30
B-14 @ 1'
17
17
0
40
50
60
Liquid Limit (%)
B-15 @ 1'
48
21
27
B-16 @ 1'
51
19
32
SB-03 @ 1'
25
14
11
70
80
Project:
Location:
Client:
Project #:
90
100
South Street Extension
Elgin, Illinois
Engineering Enterprises, Inc.
G15.019
REPORT OF PARTICLE-SIZE ANALYSIS OF SOIL
1.5"
3.0"
1" 3/4"
1/2" 3/8"
#4
#8 #10
U.S. STANDARD SIEVE NUMBERS
#30 #40 #50
#16
#200
#100
HYDROMETER
100
90
80
Percent Finer By Weight
70
60
50
40
30
20
10
0
100.000
Key
10.000
1.000
Grain Size in Millimeters
0.100
0.010
0.001
Boring No.
Depth
USDA Soil Texture
W%
O%
Cc
Cu
%Gravel
%Sand
%Silt
%Clay
D60
D30
D10
B-13
1'
Silty Loam
17
n/a
n/a
n/a
0.0
21.6
53.8
24.5
0.017
0.005
n/a
File No.
South Street Extension, Elgin, IL
G15.019
Rubino Engineering Inc ● 665 Tollgate Rd. ● Unit H ● Elgin, IL 60123 ● 847-931-1555 ● 847-931-1560 (Fax)
REPORT OF PARTICLE-SIZE ANALYSIS OF SOIL
REPORT OF PARTICLE-SIZE ANALYSIS OF SOIL
1.5"
3.0"
1" 3/4"
1/2" 3/8"
#4
#8 #10
U.S. STANDARD SIEVE NUMBERS
#30 #40 #50
#16
#200
#100
HYDROMETER
100
90
80
Percent Finer By Weight
70
60
50
40
30
20
10
0
100.000
Key
10.000
1.000
Grain Size in Millimeters
0.100
0.010
0.001
Boring No.
Depth
USDA Soil Texture
W%
O%
Cc
Cu
%Gravel
%Sand
%Silt
%Clay
D60
D30
D10
B-14
1'
Silty Loam
17
n/a
n/a
n/a
0.4
28.4
51.2
19.9
0.053
0.012
n/a
File No.
South Street Extension, Elgin, IL
G15.019
Rubino Engineering Inc ● 665 Tollgate Rd. ● Unit H ● Elgin, IL 60123 ● 847-931-1555 ● 847-931-1560 (Fax)
REPORT OF PARTICLE-SIZE ANALYSIS OF SOIL
REPORT OF PARTICLE-SIZE ANALYSIS OF SOIL
1.5"
3.0"
1" 3/4"
1/2" 3/8"
#4
#8 #10
U.S. STANDARD SIEVE NUMBERS
#30 #40 #50
#16
#200
#100
HYDROMETER
100
90
80
Percent Finer By Weight
70
60
50
40
30
20
10
0
100.000
Key
10.000
1.000
Grain Size in Millimeters
0.100
0.010
0.001
Boring No.
Depth
USDA Soil Texture
W%
O%
Cc
Cu
%Gravel
%Sand
%Silt
%Clay
D60
D30
D10
B-15
1'
Silty Clay
27
5
n/a
n/a
0.0
4.5
48.5
46.9
0.008
n/a
n/a
File No.
South Street Extension, Elgin, IL
G15.019
Rubino Engineering Inc ● 665 Tollgate Rd. ● Unit H ● Elgin, IL 60123 ● 847-931-1555 ● 847-931-1560 (Fax)
REPORT OF PARTICLE-SIZE ANALYSIS OF SOIL
REPORT OF PARTICLE-SIZE ANALYSIS OF SOIL
1.5"
3.0"
1" 3/4"
1/2" 3/8"
#4
#8 #10
U.S. STANDARD SIEVE NUMBERS
#30 #40 #50
#16
#200
#100
HYDROMETER
100
90
80
Percent Finer By Weight
70
60
50
40
30
20
10
0
100.000
Key
10.000
1.000
Grain Size in Millimeters
0.100
0.010
0.001
Boring No.
Depth
USDA Soil Texture
W%
O%
Cc
Cu
%Gravel
%Sand
%Silt
%Clay
D60
D30
D10
B-16
1'
Clay
27
4
n/a
n/a
0.0
29.9
24.7
45.4
0.009
n/a
n/a
File No.
South Street Extension, Elgin, IL
G15.019
Rubino Engineering Inc ● 665 Tollgate Rd. ● Unit H ● Elgin, IL 60123 ● 847-931-1555 ● 847-931-1560 (Fax)
REPORT OF PARTICLE-SIZE ANALYSIS OF SOIL
REPORT OF PARTICLE-SIZE ANALYSIS OF SOIL
1.5"
3.0"
1" 3/4"
1/2" 3/8"
#4
#8 #10
U.S. STANDARD SIEVE NUMBERS
#30 #40 #50
#16
#200
#100
HYDROMETER
100
90
80
Percent Finer By Weight
70
60
50
40
30
20
10
0
100.000
Key
10.000
1.000
Grain Size in Millimeters
0.100
0.010
0.001
Boring No.
Depth
USDA Soil Texture
W%
O%
Cc
Cu
%Gravel
%Sand
%Silt
%Clay
D60
D30
D10
SB-03
1'
Sandy Clay Loam
16
n/a
n/a
n/a
21.1
44.1
15.6
19.2
1.038
0.020
n/a
File No.
South Street Extension, Elgin, IL
G15.019
Rubino Engineering Inc ● 665 Tollgate Rd. ● Unit H ● Elgin, IL 60123 ● 847-931-1555 ● 847-931-1560 (Fax)
REPORT OF PARTICLE-SIZE ANALYSIS OF SOIL
ASTM D4972‐01
Standard Test Method for pH of Soils
Project Number:
Project Name:
City, State:
Method Used:
G15.019
South Street Extension
Elgin, Illinois
Method A
Calcium Chloride Solution (0.01M)
Date:
Performed by:
Client Name:
Client Address:
1‐May‐15
Blake Sloan
Engineering Enterprises, Inc.
52 Wheeler Road
Sugar Grove, IL 60554
pH Meter Mfgr:
Model #
Eutech and Oakton Instruments
EcoTestr pH 2
Location
Depth (ft)
Sample Type
Mass of Soil (g)
SB‐03
B‐11
B‐12
B‐13
B‐14
B‐15
B‐16
0 ‐ 15
0 ‐ 10
0 ‐ 10
0 ‐ 10
0 ‐ 10
0 ‐ 10
0 ‐ 10
Grab Sample
Grab Sample
Grab Sample
Grab Sample
Grab Sample
Grab Sample
Grab Sample
10
10
10
10
10
10
10
pH in Calcium Chloride Solution pH in Distilled Water
6.3
7.2
6.4
7.2
6.3
7.1
6.7
7.7
6.7
7.7
6.6
7.6
6.5
7.0
Rubino Engineering, Inc. ● 665 Tollgate Rd. ● Unit H ● Elgin, IL 60123 ● (847) 931‐1555 ● (847) 931‐1560 fax
APPENDIX I – PEDOLOGICAL MAP AND DESCRIPTION
G15.019 South Street Extension / June 22nd, 2015
SURFICIAL GEOLOGY OF STREAMWOOD QUADRANGLE
KANE AND COOK COUNTIES, ILLINOIS
Illinois Department of Natural Resources
ILLINOIS STATE GEOLOGICAL SURVEY
William W. Shilts, Chief
STATEMAP Streamwood-SG
Andrew J. Stumpf
2007
gp
dg
e
e
e
h
h
h
l-h
e
e
h
l-h
G 35078
"35071
k
h
S
e
34697
SSG
"
"k
03553 e
S
h
e
e
e
"
32141kh
dg
gp
l-h
h
gp
gp
e
" 31985
k
dg
e
e
gp
" 33446
k
l-h
SG
"
k
gp
gp
" 32143
k
gp
gp
S
e
dg
S
" 34742
k
e
e
"
k
00367
G
" 04052
k
"
k
"
gp
gp
"
34729kk
34700 33908 gp
e
gp
e
l-h
l-h
l-h
gp
l-h
"30678
k
l-h
gp
dg
gp
l-h
dg
gp
dg
gp
l-h
l-h
l-h
c
e
gp
gp
e
e
gp
gp
l-h
w
gp
gp
dg
l-h
dg
gp
e
e
e
gp
gp
dg
gp
gp
e
h
w
gp
l-h
e
dg
e
w
e
e
gp
e
c
gp
dg
e
e h
gp
gp
e
h
w
gp
l-h
gp
c
w
e
w
e
e
dg
h
e
e
l-h
e
w
e
h
dg
l-h
gp
l-h
h
e
gp
c
h
l-h
l-h
h
gp
h
h
l-h
h
h
e
h
l-h
e
h
h
dg
e
gp
e
dg
h
c
e
dg
gp
e
c
w
gp
dg
h
h
gp
dg
h
e
e
e
h
h
h
h
e
h
h
e
h
h
gp
l-h
gp
h
gp
e
e
l-h
h
h
e
e
gp
h
e
gp
e
l-h
gp
l-h
gp
h
gp
e
dg
w
h
h
e
e
l-h
dg
w
gp
gp
gp
e
l-h
Cahokia Formation
Peat, muck and organic-rich
sediment that may contain
interbeds of silt, clay and some
fine sand; black to dark brown;
soft to firm; snail shells common;
typical thickness: 5 to 20 feet
Grayslake Peat
c
gp
Postglacial (modern) alluvial
deposits present on active
floodplains, natural levees;
coarse deposits in channels,
point bars, and tributary
streams; locally may include silty
slopewash deposits
Organic deposits accumulated
in depressions, drainage-ways,
and on floodplains; may include
small areas of open water; may
be interstratified with modern
alluvium or lake sediment
Silt or clay; massive to bedded;
gray to light brown; calcareous;
soft to hard; some interbeds of
sand; very few clasts; contains
some organic material; generally
abrupt upper and lower contacts;
typical thickness: 5 to 30 feet
Equality Formation
Sand and gravel; massive or
stratified; yellow to grayish
brown; calcareous; loose; sand
and gravel is fine to coarse; very
well to poorly sorted; typical
thickness: 5 to 15 feet
Henry Formation
Diamicton; silty clay loam to
silty clay; gray to yellowish
brown; calcareous; pebbly; stiff;
commonly contains silt and sand
inclusions and sand and/or
gravel lenses; typical thickness:
50 to 160 feet
Wadsworth Formation
Diamicton; sandy loam to loam;
friable; mostly oxidized yellowish
brown; dolomite rich; contains
lenses or beds of sand and
gravel; typical thickness: 10 to 40
feet
Haeger Member,
Lemont Formation
Sand and gravel; stratified;
yellowish brown; predominantly
medium sand to coarse gravel
with some lenses of fine sand
and silt; typically thickness 30 to
100 feet
Beverly Tongue,
Henry Formation
e
h
w
l-h
(cross sections only)
h-b
Diamicton; silty clay to silty clay
loam; gray, but oxidizes to
yellowish brown; soft; contains
beds of sand and gravel or silt;
typical thickness: 20 to 30 feet
Yorkville Member,
Lemont Formation
Sand and gravel with interbeds
of silt and clay; stratified to
laminated; gray; predominantly
medium sand to coarse gravel;
typical thickness: 20 to 60 feet
Unnamed tongue,
Henry Formation
l-y
Postglacial and proglacial lake
deposits that infill low-lying
areas or depressions in
drainage-ways and on moraines;
at the surface, these sediments
may interfinger with or overlain
by the Cahokia Formation or
Grayslake Peat
Proglacial outwash deposits
exposed on the surface and
found in outwash plains, fans
and deltas, and river channels
deposited against or in front of
melting glaciers
Subglacial and ice-marginal
sediment (till) deposited by
“Wadsworth” glacial ice; includes
sediment that melted out on top
of the glacier or along the ice
margin that was reworked by
mass movements and water
Subglacial and ice-marginal
sediment (till) deposited by
“Haeger” glacial ice that formed
the Woodstock and West
Chicago Moraines
Proglacial outwash deposited
in front of “Haeger” glacial ice
primarily in outwash plains, fans,
and deltas
Subglacial and ice-marginal
sediment (till) deposited by
“Yorkville” glacial ice that formed
the Minooka Moraine
(cross sections only)
h(l-y)
Interstratified silt, clay, and
fine sand with intervals of
coarser sand or loamy
diamicton; bedded to massive;
dark gray to light brown;
calcareous; typically medium
dense to hard; water well drillers
often describe this material as
“hardpan”, “red sand”, “red clay”
or “sandy clay”; generally abrupt
upper and lower contacts; typical
thickness: 50 to 140 feet
Equality Formation
undivided
Diamicton; silty clay loam to
loam (roughly equal amounts of
sand, silt, and clay); reddish
brown to brown; calcareous;
pebbly; hard; contains beds of
sand and gravel, or sand; typical
thickness 50 to 100 feet
Tiskilwa Formation
(cross sections only)
e-u
Proglacial outwash deposited
in front of “Yorkville” glacial ice
primarily in outwash plains and
channels
Proglacial lake deposits that
were deposited in front of glacial
ice; deposited in lake basins as
deltas, subaqueous fans, or
subaqueous debris flows; near
continuous unit in the subsurface in eastern half of the
quadrangle; forms an undulating
topography that is mantled by
younger sediments
gp
e
l-h
dg
Silt and clay with occasional
sand lenses; brown to yellowish
brown; loose to compact; may be
mottled and gleyed; some
bedding; organic-rich in places;
typical thickness: 5 to 20 feet
dg
Human-disturbed deposits
found in gravel pits, retention
ponds, along highway rightof-ways, and other excavations
and landfills
h
e
l-h
Disturbed ground
e
e
h
Fill, compacted land, or other
disturbed material; highly
variable in grain size, and may
contain man-made construction
and mining debris; typical
thickness: variable
WISCONSIN EPISODE (Late) (~25,000–12,500 radiocarbon years B.P.)
e
l-h
l-y
gp
h
w
e
34840
e
e
h
gp
29993 k
"
e
w
w
gp
e
Interpretation
HUDSON EPISODE (~12,500 radiocarbon years before present (B.P.) to today)
gp
gp
" 33575
k
gp
e
gp
w
dg
h
gp
h
32136 k
"
gp
h
e
33987
"k
k
"
gp
" 03556
k
"01732
k
e
gp
Unit
dg
l-h
h
G
" 26029
e
34675
S
f 36371
$
dg
31766k
"
w
e
h
e
gp
dg
e
A�
30319
gp
"
e
G
""
k
04178 e
dg
h
e
A
QUATERNARY DEPOSITS
gp
Description
h
h
l-h
e
e
gp
(cross sections only)
t
Subglacial and ice-marginal
sediment (till) deposited by
“Tiskilwa” glacial ice; forms an
undulating topography blanketed
by younger sediments
dg
gp
WISCONSIN EPISODE: Athens Subepisode (~55,000–29,000 years B.P.)
l-h
gp
e
e
l-h
gp
e
l-h
gp
e
l-h
dg
w
l-h
dg
l-h
gp
dg
dg
l-h
l-h
l-h
l-h
h
e
gp
gp
w
e
e
dg
h
gp
w
dg
gp
e
h
gp
e
l-h
gp
w
dg
Glasford Formation
glacial till
(cross sections only)
g
gp
Sand, gravel, diamicton, and
silt; sandy loam to silty clay
loam; light brown to gray;
calcareous; composite unit very
variable in texture and other
physical characteristics; hard to
very stiff; sand and gravel is
mostly composed of dolomite;
typical thickness: 10 to 50 feet
Older sediment
undifferentiated
(cross sections only)
w
PRE-QUATERNARY DEPOSITS
SCALE 1:24,000
1
0
1/ 2
1000
0
1
North American Datum of 1927 (NAD 27)
Projection: Transverse Mercator
10,000-foot ticks: Illinois State Plane Coordinate system, east zone (Transverse Mercator)
1,000-meter ticks: Universal Transverse Mercator grid system, zone 16
1000
3000
2000
1 MILE
4000
5000
0
.5
6000
7000 FEET
1 KILOMETER
Geology based on field work by A. Stumpf, B. Barnhardt and J. Thomason from 2005–
2007, the ISGS in 1962, D. Gross from 1968–1969, A. Hansel and H. Johnson from
1984–1987, and B. Curry and B. Dey from 2003–2007.
Digital cartography by J. Carrell, Z. Golshani, and J. Domier, Illinois State Geological Survey.
This research was supported in part by the U.S. Geological Survey, National Cooperative Geologic Mapping Program under USGS award number O6HQAG0053. The views
and conclusions contained in this document are those of the authors and should not be
interpreted as necessarily representing the official policies, either expressed or implied, of
the U.S. Government.
BASE MAP CONTOUR INTERVAL 10 FEET
SUPPLEMENTARY CONTOUR INTERVAL 5 FEET
NATIONAL GEODETIC VERTICAL DATUM OF 1929
Released by the authority of the State of Illinois: 2007
The Illinois State Geological Survey, the Illinois Department of Natural Resources, and the
State of Illinois make no guarantee, expressed or implied, regarding the correctness of the
interpretations presented in this document and accept no liability for the consequences
of decisions made by others on the basis of the information presented here. The geologic
interpretations are based on data that may vary with respect to accuracy of geographic
location, the type and quantity of data available at each location, and the scientific and
technical qualifications of the data sources. Maps or cross sections in this document are
not meant to be enlarged.
3°
2
STATEMAP Streamwood-SG Sheet 1 of 2
6
5
7
8
ADJOINING
QUADRANGLES
1 Crystal Lake
2 Barrington
3 Lake Zurich
4 Elgin
5 Palatine
6 Geneva
7 West Chicago
8 Lombard
TRUE NORT H
4
3
MAG NET IC NO RTH
1
For more information contact:
Illinois State Geological Survey
615 East Peabody Drive
Champaign, Illinois 61820-6964
(217) 244-2414
http://www.isgs.uiuc.edu
Includes older sand and gravel,
diamicton, stratified glacial lake
sediments, and weathered or
fractured bedrock
os
Unit
Description
Base map compiled by Illinois State Geological Survey from digital data (Raster Feature
Separates) provided by the United States Geological Survey. Topography by photogrammetric methods from aerial photographs taken 1958. Field checked 1961. Revised from
aerial photographs taken 1988. Field checked 1993. Map edited 1993.
Subglacial and ice-marginal
sediment (till) and glacial
outwash deposited during
pre-Wisconsin Episode glacial
events
dg
c
l-h
e
dg
e dg
w
dg
gp
l-h
h
w
l-h e gp
gp
gp
h
e
w
w
l-h
e
gp
dg
l-h
dg
e
h
dg
dg
e
l-h
l-h
dg
Diamicton; sandy loam to loam;
pinkish gray to reddish brown;
calcareous, very reactive to acid;
gravelly and pebbly; very stiff to
hard; contains beds and intervals
of sand and gravel or silt; typical
thickness: 20 to 60 feet
w
w
l-h
dg
r-r
ILLINOIS EPISODE (~200,000 –130,000 years B.P. and older)
gp
e
h e
l-h
gp
gp
c
l-h
(cross sections only)
Interstadial (warm climate)
soil and peat that includes the
A-horizon of Farmdale Geosol;
primarily deposited as an
accretion layer in low-lying
areas; only locally preserved in
the subsurface
gp
w
w
gp
e
Robein Member,
Roxana Silt
w
gp
dg
gp
Silt and clay; organic-rich; black
to brown; leached of carbonate
minerals; contains plant and
wood fragments; typical
thickness: less than 10 feet
w
gp
gp
h
gp
w
l-h
e
dg
e
e
l-h
gp
APPROXIMATE MEAN
DECLINATION, 2007
Rock; predominantly microcrystalline dolomite that is cherty
and shaly in places; some shale
and shaly dolomite at depth;
upper surface is commonly
fractured with crevices and
solution cavities; some oil
staining and gas production
$
T
Outcrop
"
e
Stratigraphic boring
"
e
Water well boring
"
k
Primary highway,
hard surface
Light-duty road, hard or
improved surface
Secondary highway,
hard surface
Unimproved road
U.S. Route
26211
Labels indicate samples (S) or geophysical log (G).
Boring and outcrop labels indicate the county number.
Dot indicates boring is to bedrock.
Contact
A
Interstate Route
Carbonate shelf, subtidal to
intertidal deposits buried by
~140 to 280 feet of Quaternary
sediments
Data Type
SG
ROAD CLASSIFICATION
Bedrock
(cross sections only)
Interpretation
A� Line of cross section
State Route
Note: The county number is a portion of the 12-digit API number
on file at the ISGS Geological Records Unit. Most well and
boring records are available online from the ISGS Web site.
r
STATEMAP Streamwood-SG Sheet 2 of 2
Horizontal scale: 1 inch = 2,000 feet
Vertical scale: 1 inch = 100 feet
Vertical exaggeration: 20×
Inferred contact
Contact
Diamicton, massive silt, or other
fine-grained sediment
600
500
600
500
700
800
900
g
gp
g
e-u
os
w
gp
e
gp
r-r
gp
gp
gp
w
os
e-u
g
r-r
w
h-b
l-h
e
t
r-r
l-y
gp
e
l-h
e
h(l-y)
os
e
l-y
t
700
The silty clay loam to silty clay till of the Yorkville Member (Lemont
Formation) is present on at land surface in the extreme western part of
1000
Fox
The Tiskilwa Formation till is encountered predominantly in the subsurface. Locally, this till outcrops in steep slopes under younger deposits, but
its lateral extent is limited and covers too small areas that can be mapped.
This silt loam diamicton contains beds or lenses of sand and gravel that
was deposited during the first advance of Wisconsin Episode glaciers from
the Lake Michigan basin approximately 24,000 years B.P. To the west and
north of the quadrangle, the Tiskilwa Formation till often lies stratigraphically between sand and gravel of the Henry Formation, and therefore is
an important subsurface aquitard layer in the regional groundwater flow
system.
800
The last glacial advance of the Lake Michigan Ice Lobe into the Streamwood Quadrangle occurred approximately 14,000 years B.P. and formed
the Valparaiso Morainic System that covers the eastern two-thirds of the
quadrangle. This morainal upland is composed of Wadsworth Formation till and blankets or mantles deposits of the older glacial advances.
Overlying the older sediment, or directly on bedrock is a discontinuous deposit of pinkish gray to reddish brown colored till classified to the
Glasford Formation. Although similar in color and texture to the Tiskilwa
Formation till mapped above (see below), this diamicton is often overlain by a dark brown to black colored organic-rich silt (Robein Silt) or
gleyed and oxidized sediment (correlative to A and B horizons of a soil,
respectively). This buried soil (paleosol) observed in the subsurface is a
distinctive stratigraphic marker unit in the region delineating the top of
nonglacial deposits that developed prior to the last (Wisconsin Episode)
glaciation. Radiocarbon dating of the deposits has provided an age of this
former land surface. Organic silt in drill core at NIPC #19 (County number 367) returned an age of 25,600 ±800 years B.P (ISGS #2783). Palynolgy and paleobotany studies indicate the organic material accumulated
on poorly-drained and low- to flat-lying landscapes under cool climatic
conditions (Hansel and Johnson 1996).
h
In the Streamwood Quadrangle, the sediments deposited during the last
glaciation range in thickness from 140 to 280 feet above bedrock. Three
diamicton units, the Wadsworth Formation, Haeger Member and Yorkville
Member tills, have been mapped at the land surface and form undulating
to hummocky morainal uplands comprising segments of the Valparaiso
Morainic System, Cary Moraine, Woodstock and West Chicago Moraines,
and Minooka Moraine (fig. 2). Meltwater stream and river and lake sediments infilled channels and low-lying present in front of active and stagnate ice. In the subsurface, these sediments form tongues of proglacial
sediment (Hansel and Johnson 1996) that are remnants of former channel
and lake deposits. Modern river, lake, and organic-rich sediments are present at the surface in floodplains, channels, and shallow depressions.
The oldest Quaternary sediments mapped in the quadrangle are remnants
of pre-Wisconsin glacial and nonglacial events. These sediments are
mapped exclusively in the subsurface and classified to a broad category
(i.e. Older sediment), including gravelly and overconsolidated diamicton,
laminated silt and clay, poorly sorted sand and gravel, and weathered/fractured bedrock lie directly on dolomite or shale bedrock. Sand and gravel
in this interval is frequently utilized for residential and municipal water
supplies.
l-h
The surficial geology of northeastern Illinois is predominantly the result of
continental glaciers and glacial meltwater during the Quaternary Period.
Deposits from these glaciations occurring over the past 130,000 years B.P.
(years before present) are often preserved in the subsurface. The Quaternary deposits at land surface represent at least three major glacial events that
occurred during the last (Wisconsin Episode) glaciation between about
25,000 and 14,000 years B.P. These glaciers comprising the Lake Michigan Lobe deposited diamictons interpreted to be tills that comprise units
of the Tiskilwa, Lemont (Haeger and Yorkville Members), and Wadsworth
Formations (Hansel and Johnson 1996). These diamictons have distinctive textural and mineralogical compositions that allow them to be readily
distinguished. The mapping area’s proximity to multiple glacier margins
and internal flow boundaries within the lobe has added more complexity
to stratigraphic and spatial relationships between these glacial deposits.
For example, meltwater generated from retreating and stagnating glaciers
deposited sand and gravel (outwash) and fine-grained lake-sediment that
infilled irregularities on the landscapes burying older sediment. Furthermore, internally these meltwater deposits can also have lateral and vertical
variations in texture, structure, and mass properties that developed with
changes in sedimentary environment.
The geologic materials mapped in the Streamwood Quadrangle represent a
complex stratigraphy that includes diamictons, sand and gravel, and finegrained sediments. The geometry of these deposits and the spatial relationships between them reflect a series of active ice advances and recessional
margins, ice marginal environments, and proglacial meltwater systems.
The geologic materials mapped in the subsurface record a sedimentary
sequence of each glaciation that has been successively buried by younger
deposits.
Curry, B.B., 2007, Surficial geology of Elgin Quadrangle, Kane and
Cook Counties, Illinois: Illinois State Geological Survey, Illinois
Geologic Quadrangle Map, IGQ Elgin-SG, 1:24,000 (report including
descriptive text), 14 p.
Deniger, J.A., 2004, Soil survey of Kane County, Illinois: United States
Department of Agriculture-Natural Resources Conservation Service in
cooperation with Illinois Agricultural Experiment Station, 437 p. with
maps.
Fehrenbacher, J.B., J.D. Alexander, I.J. Jansen, R.G. Darmody, R.A. Pope,
M.A. Flock, E.E. Voss, J.W. Scott, W.F. Andrews, and L.J. Bushue,
1984, Soils of Illinois: University of Illinois at Urbana-Champaign,
College of Agriculture, Agricultural Experiment Station and United
States Department of Agriculture-Soil Conservation Service, Bulletin
778, 85 p.
Goddard, T.M., 1979, Soil survey of Kane County, Illinois: United States
Department of Agriculture-Natural Resources Conservation Service
in cooperation with Illinois Agricultural Experimental Station, Illinois
Agricultural Experiment Station, Soil Report Number 109, 179 p. with
maps.
Hansel, A.K. and W.H. Johnson, 1996, Wedron and Mason Groups:
Lithostratigraphic reclassification of deposits of the Wisconsin
Episode, Lake Michigan Lobe area: Illinois State Geological Survey,
Bulletin 104, 116 p.
Hansel, A.K., and W.H. Johnson, 1992, Fluctuations of the Lake Michigan
lobe during the late Wisconsin subepisode: Sveriges Geologiska
Undersökning, Series Ca 81, p. 122–144.
Hansel, A.K. and W.H. Johnson, 1987, Ice marginal sedimentation in a
Late Wisconsinan end moraine complex, northeastern Illinois, in J.J.
van der Meer, ed., Tills and Glaciotectonics: Rotterdam, Balkema, p.
97–104.
Johnson, W.H., A.K. Hansel, B.J. Socha, L.R. Follmer, and J.M. Masters,
1985, Depositional environments and correlation problems of the
Wedron Formation (Wisconsinan) in northeastern Illinois: Illinois State
Geological Survey, Guidebook Series 16, 91p.
Lund, C.R., 1966, Data from controlled drilling program in Lake
County and the northern part of Cook County, Illinois: Illinois State
Geological Survey, Environmental Geology Notes, Number 9, 41 p.
Mapes, D.R., 1979, Soil survey of Du Page and part of Cook Counties,
Illinois: United States Department of Agriculture-Soil Conservation
Service in cooperation with Illinois Agricultural Experiment Station,
Illinois Agricultural Experiment Station Soil Report No. 108, 217 p.
with maps.
United States Department of Agriculture, 2005, Soil survey of Cook
County, Illinois: Natural Resources Conservation Service (NRCS),
digital update of Mapes (1979).
Willman, H.B. and J.C. Frye, 1970, Pleistocene stratigraphy of Illinois:
Illinois State Geological Survey, Bulletin 94, 204 p.
h
Regional Setting
Geologic Units and Stratigraphic Relationships
References
h
The surficial geology map, together with information on the subsurface
distribution of geologic materials is necessary to identify opportunities and
limitations for future development as well as determining likely consequences of past and future land-use decisions. The unique value of a surficial geology map springs from the wide variety of relevant interpretations
that it supports for addressing societal and scientific issues. The surficial
geology map is a basis upon which other derivative maps are produced for
specific purposes such as assessment of groundwater resource potential,
mineral resources, and geologic hazards.
Natural gamma-ray logs collected in twelve drill holes (including stratigraphic boreholes, groundwater test borings, and private water wells)
provide a semi-quantitative measure of the texture and mineralogy of unconsolidated sediments lying above bedrock. These data were augmented
with geologic information from drilling logs of engineering and water-well
borings, previously completed maps, LIDAR elevation data, a wetland
survey, and aerial photographs to validate the surficial mapping units.
Many individuals and agencies associated with this and other mapping
projects in northeastern Illinois provided important information and services to the author. Assistance with drilling, core description, and fieldwork was provided by J. Aud, J. Hutmacher, S. Wildman, C. Wilson, M.
Barnhardt, J. Thomason and B. Curry; cartographic and GIS support was
provided by J. Carrell, J. Domier, B. Stiff and V. Amacher, and geophysical
logging was provided by D. Walgren and E. Breuer. Agencies that collaborated with the Streamwood mapping project included various agencies
in the government of Cook County, USDA-NRCS in Illinois, villages of
Hoffman Estates and Streamwood, Barrington Council of Governments,
and private water-well drilling companies.
e
The surficial geology map and accompanying cross sections delineate
geologic materials (formally called lithostratigraphic units) that are classified by their lithology (sediment type or rock type) and stratigraphic
position. The stratigraphic nomenclature used here is from Willman and
Frye (1970) and Hansel and Johnson (1996). Lithostratigraphic units in
northeastern Illinois have a complex but mappable pattern of occurrence.
The surficial geology map shows the distribution of geologic units at the
land surface that are present in a specific, or stratigraphic, succession in
the subsurface.
Fieldwork undertaken for this mapping included drilling of test stratigraphic boreholes and undertaking geophysical (natural gamma-ray)
downhole logging. Continuous cores from new stratigraphic test holes
to depths ranging from 144 to 258 feet were acquired at three sites on a
variety of geomorphic positions. The cores were described in detail and
compared to geophysical (natural gamma-ray) data obtained from the
boreholes (see below) to better understand and interpret the descriptive records from adjacent water wells. These test holes supplement existing data
from two stratigraphic test boreholes drilled for the Illinois State Geological Survey by Layne-Western Company of America in 1962 (Lund 1966).
Funding for this project was provided in part through a contract grant from
the United States Geological Survey, National Cooperative Geologic Mapping Program (Contract Title: INT USGS 06HQAG0053) and the General
Revenue Fund from the State of Illinois. The views and conclusions contained in this document are those of the author and should not be interpreted as necessarily representing the official policies, either expressed or
implied, of the United States Government or the State of Illinois. This map
is based on the most reliable information available at the time mapping
was completed, but, because of project objectives and the scale of the map,
interpretations from it should not preclude more detailed site investigations specific to any other project.
e dg
The Streamwood Quadrangle is located in northeastern Illinois and encompasses parts of Lake and Cook counties that include the city of Elgin,
the villages of Streamwood, Hoffman Estates, Schaumburg, Hanover Park,
Carpentersville, and Barrington Hills, and also unincorporated areas. The
map area is located entirely within the watershed of the Fox River. The
land surface ranges in elevation (above mean sea level) from a minimum
of 720 feet where Popular Creek enters the quadrangle from the west to
greater than 950 feet in the northwest corner of the quadrangle in Carpentersville. The map area is generally characterized by a broad, undulating
upland that gently slopes westward towards the Fox River. Numerous natural (kettles) and man-made lakes occupy depressions on the landscape.
Acknowledgments
dg
Introduction
Following fieldwork and data analysis, the parent material classes were
then grouped into more general geologic material classes, comprising five
surficial geology mapping units, following the classification of deposits of
Hansel and Johnson (1996). This process reduced the number of map units
to a level that would be discernable on a 1:24,000-scale map (greater than
5 acres in size). The thickness of each surficial geologic unit is assumed to
be at least 5 feet (the minimum depth that these mappers take soil cores),
unless drilling or geophysics logging suggest otherwise. The legend of
map units provides additional information on the character, thickness, and
occurrence of materials encountered in different geologic mapping units.
900
For the FY06 mapping, the contract funds were allocated to develop a
detailed map of the surficial geology, interpretative cross section, informational text, and an accompanying database for the Streamwood Quadrangle. Planned additional work includes development of derivative geologic
and hydrogeologic map products.
Occupying similar positions on the landscape as deposits of the Equality
Formation are peat, muck, and organic-rich silt (Grayslake Peat). These
deposits often compose thin lenses of organic material that lie above or are
interfingered with gleyed silt and clay deposits of the Equality Formation.
The Grayslake Peat also is present on morainal uplands adjacent to lakes
and in deeper depressions where sediment and organic material has accumulated.
1000
This mapping was completed for the STATEMAP component of the
National Cooperative Geologic Mapping Program (NCGMP), which is administered by the United States Geological Survey (USGS). STATEMAP
is a matching-funds grants program with state geological surveys and the
USGS to develop digital geologic maps for areas where information is
needed to solve critical earth science problems that will eventually become
part of the state’s database and the National Geologic Map Database component of the NCGMP.
The surficial geology map is based largely on digital soils data for Cook
and Kane Counties from the United States Department of Agriculture
(USDA) and it’s Natural Resources Conservation Service (NRCS) (Deniger 2004; USDA 2005) that was compiled by digitizing Mapes (1979)
and Goddard (1979) 1:15,840-scale soil maps of the counties. Initially for
this mapping, individual soil series were grouped by their parent material
following (1) the classification key in Soils of Illinois (Fehrenbacher et al.
1984), (2) profile descriptions in the survey report, (3) NRCS field notes,
(4) discussions with NRCS soil mappers, and (5) updated individual Soil
Series Description sheets acquired either directly from the USDA or downloaded from their web site http://soildatamart.nrcs.usda.gov/Download.
aspx?Survey=IL031&UseState=IL.
Elevation
(feet)
Funding
Mapping Techniques
A
Figure 1 Year 2020 estimated domestic water sources in northeastern
Illinois.
Due to the absence of intervening tills, deposits of sorted sediment or datable organic-material the precise age of these sediments is not known, and
therefore are classified as an undivided tongue of the Equality Formation.
These sediments were likely deposited during either the advance of Haeger Member ice or the melting of Tiskilwa Formation ice when the drainage was blocked and meltwater ponded. These sediments likely compose
a system of ice-marginal fans, deltas and lake plains. Drainage and mass
movements off debris-rich glaciers or the melting icebergs in the lake are
sources of diamicton and coarse-grained sorted sediment within this glacial lake deposit.
West
MILES
36371
20
35071
10
35078
5
03556
0
01732
Unicorporated areas
At the western margin of the quadrangle, parts of the north to south-trending Minooka Moraine were mapped. The moraine is composed of graycolored silty clay loam till of the Yorkville Member (Lemont Formation).
The moraine is poorly defined in its northern sector, forming only a subtle
ridge lying 10 to 20 feet above the surrounding topography.
32141
WILL COUNTY
33575
Municipalities served
by other surface or
groundwater sources
34840
Municipalities receiving
Lake Michigan water
34742
Year 2020 Drinking Water
Sources
Fine-grained sediments similar in character to those at land surface were
mapped below Wadsworth Formation (see cross section). These sediments
in some places are extremely thick, in excess of 140 feet, and core topographic highs in the eastern half of the quadrangle. These sediments are
primarily fine to very fine sand, silt, and clay, but locally include diamicton or sand and gravel. Because these sediments have been overridden by
glaciers of the Wadsworth Formation ice, they have been consolidated, and
therefore usually harder to penetrate when drilling. Generally these sediments are dry, locally moist or saturated, but have not widely been utilized
for a public water supply.
30678
Chicago
00367
DUPAGE
COUNTY
34729
34700
In the western-third of the quadrangle, the upland includes the Woodstock and West Chicago Moraines, which formed during a phase of Hager
Member ice advance ending before 15,000 years B.P. (Hansel and Johnson
1992). The boundary between moraines in the quadrangle has not been
resolved by this mapping, but the West Chicago Moraine in northeastern
Illinois has been defined by Johnson et al. (1985) and Hansel and Johnson
(1987) as a superimposed feature that reflects in part a buried moraine that
formed at the Haeger ice margin. In the map area, these moraines trend
north to south across Kane and Cook Counties. The Woodstock Moraine is
composed of sandy to gravelly till of the Haeger Member (Lemont Formation), but sand and gravel locally blankets some west-facing slopes.
KANE COUNTY
33908
COOK COUNTY
The western part of the upland is underlain by ice-marginal sediment e.g.
stratified till (debris flows) indicating the position of maximum ice advance was further to the east.
04052
Streamwood
Quadrangle
Stratified silt or silty clay sediments mapped throughout the quadrangle
both at land surface and in subsurface. At the land surface, these sediments
occupy broad low-lying areas along active/inactive drainage-ways connecting many of the lakes, and locally in shallow depressions (kettles) or drainage channels on the morainal uplands. These laminated and bedded deposits, classified to the Equality Formation, are representative of sediments
deposited in glacial lakes that developed during late glacial and postglacial
times. Radiocarbon dating of organic material sampled from silt and clay
cored at Cook County’s Crabtree Nature Center (County number 34697)
returned an age of 14,860 ±40 years B.P. (UCIAMS-26265).
32143
Figure 2 Surface topography and moraines of northeastern Illinois.
MCHENRY COUNTY
33446
in e
LAKE COUNTY
29993
Mora
e
Kenneyville
Moraine
31985
Mor.
o
Chicag
290
Wheaton
Moraine
Glacial meltwater stream or river sediments (outwash) sand and gravel
(Henry Formation) and modern river and stream sediments (Cahokia Formation) comprise predominantly the terraces, fans, deltas, and floodplains
deposits mapped in the western part of the quadrangle and along the Popular Creek drainage. Thick and laterally extensive sand and gravel mapped
to the west of Wadsworth and Haeger ice margins comprise large outwash
plains. Beds of sand and gravel were encountered in the Wadsworth Formation till, but were too thin or discontinuous to be mapped.
03553
34697
355
34675
33987
Moraine
West
in
Mora
St. Charles
Moraine
Roselle
o ka
DUPAGE CO.
26029
Palatine
Mino
COOK CO.
32136
90
A�
The Wadsworth Formation till covers approximately two-thirds of the
quadrangle (see geology map and cross sections). This till is fairly uniform, however, it can also be comprised of interbeds of sorted material
(glacial river and lake sediments), suggesting that materials deposited by
debris-rich ice were significantly reworked at the margin and under the
ice sheet. Although predominantly fine-grained, the upper part may have
a sandier texture, especially at the base of slopes or in depressions on the
uplands, where it has been modified by mass movements or water. The
lower part can also be coarser textured, containing more gravel and rock
fragments (clasts), up to boulder-size. The clast and gravel fractions have a
high proportion of dolomite.
System
East
290
Morainic
31766
Riv
e
Valparaiso
Sand, gravel, diamicton, and silt
in e
aine
Mor
COOK CO.
Sand and gravel
ra
Mo
r y)
( Ca
ne
The sandy to gravelly till of the Haeger Member (Lemont Formation) was
mapped at land surface west of Illinois Route 59. Because of its coarse
texture and loose to medium dense consistency, the till is sometimes difficult to distinguishable from meltwater outwash deposits of the Henry
Formation.
LAKE CO.
Gilberts
Moraine
the quadrangle. In the subsurface, it composes a discontinuous unit below
the Haeger Member till or Henry Formation outwash. Mapping by Curry
(2007) in the Elgin Quadrangle to the west of the map area found that the
till contains interbeds or lenses of sorted sediment and is crudely stratified in places. These characteristics suggest the Yorkville Member till was
deposited in association with stagnant ice.
Laminated silt and clay
4
MILES
ake
ck
aine
Mor
KANE CO.
3
2
Cross Sections
1
04178
30319
0
L
Fox
sto
k
toc
ds
oo
W
MC HENRY CO.
rai
Mo
The Illinois State Geological Survey has implemented a mapping
program to develop three-dimensional maps of the glacial geology from
land surface to the top of bedrock in northeastern Illinois because this
is the most rapidly growing area of population in the state and some
communities are among the most rapidly growing in the country and have
or may encounter geologic hazards during development. Although some of
this region draws the majority of its drinking water from Lake Michigan,
a significant part, including most of the rapidly-growing areas in the
Streamwood area, rely upon groundwater from Quaternary-age glacial
sand and gravel deposits or from shallow bedrock (fig. 1).
a
r lin
Ba
Detailed geologic mapping on the Streamwood Quadrangle was completed
as part of an ongoing, multi-year mapping program by the Illinois State
Geological Survey (ISGS) to update geological information for Lake
County and the adjacent areas of Cook, Kane and McHenry counties, in
northeastern Illinois. Beginning in 2000, this new mapping has provided
geological information that is regularly incorporated into decision-making
on a wide variety of local and countywide issues that include protecting
groundwater, locating new municipal water wells, designing and
constructing foundations and structures, identifying potential aggregate
resources, preservation of natural areas, and addressing a broad spectrum
of land-use concerns. From this initial mapping, we plan to develop
additional datasets and interpretive information that will be the basis for
derivative geological products such as 3-D geology and hydrogeology
models, analyses of aquifer-bearing strata for their conductivity
and susceptibility to contamination, models of surface-groundwater
interaction, and reports of material engineering properties and mineralogy
and chemistry.
od
Wo
Purpose