Bidding Instructions - Kane County, Illinois...Bidding Instructions ... Permission will be given to...

Bidding Instructions Bid packets (including, among other things, plans, special

provisions, prequalification requirements, addendums, proposal

forms, etc.) shall only be available on‐line, at:

http://www.countyofkane.org/Pages/countybids.aspx.

Addendums to the bid packet may be made at any time by the

County prior to bid opening. Bidders may be added to our email

notification list for future Addendums and a bidders list by

emailing [email protected] referencing (2019

Plato Township Resurfacing Project, Section #19‐12000‐01‐GM)

in the subject line, but this should not be relied upon solely for

Addendum notifications. It is still the Bidder’s continuing

responsibility to regularly check and verify on‐line at:

http://www.countyofkane.org/Pages/countybids.aspx

for any addendums to the bid packet prior to the bid opening.

Prequalification is required of all bidders. All qualified bidders must meet the requirements specified in the subject bid proposal

Special Provisions. Prequalification should be submitted with

proposals and placed on the outside of the sealed proposal

packet for convenient verification before proposals are opened

and publicly read, but will be accepted up to 24 hours after the

bid opening.

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Printed 5/22/2019 Page 2 of 6 BLR 12200 (01/08/14)

NOTICE TO BIDDERS

County Kane Local Public Agency Plato Township

Section Number 19-12000-01-GM Route Stonecrest Subdivision

Sealed proposals for the improvement described below will be received at the office of the Kane County Engineer, 41W011 Burlington Road, St. Charles, IL 60175 until 9:00 AM on June 26, 2019

Address Time Date

Sealed proposals will be opened and read publicly at the office of Kane County Division of Transportation 41W011 Burlington Road, St. Charles, IL 60175 at 9:00 AM on June 26, 2019

Address Time Date

DESCRIPTION OF WORK Name 2019 Stonecrest Subdivision Pavement Rehabilitation Project Length: 8980.00 feet ( 1.70 miles) Location Plato Township Proposed Improvement HMA overlay of cold in-place recycling of asphalt surface and base course for Stoneridge Lane, Hunter Trail, and Stonecrest Drive in Stonecrest Subdivision.

1. Plans and proposal forms will be available in the office of Kane County Division of Transportation 41W011 Burlington Road, St. Charles, IL 60175 Contacts are Candi Thomas at [email protected] or Vince Di Prima at [email protected] Address

2. Prequalification If checked, the 2 low bidders must file within 24 hours after the letting an “Affidavit of Availability” (Form BC 57), in duplicate, showing all uncompleted contracts awarded to them and all low bids pending award for Federal, State, County, Municipal and private work. One original shall be filed with the Awarding Authority and one original with the IDOT District Office.

3. 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.

4. The following BLR Forms shall be returned by the bidder to the Awarding Authority: a. BLR 12200: Local Public Agency Formal Contract Proposal b. BLR 12200a Schedule of Prices c. BLR 12230: Proposal Bid Bond (if applicable) d. BLR 12325: Apprenticeship or Training Program Certification (do not use for federally funded projects) e. BLR 12326: Affidavit of Illinois Business Office

5. 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.

6. 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.

7. The bidder shall take no advantage of any error or omission in the proposal and advertised contract.

8. 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.

9. 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.

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PROPOSAL



1. Proposal of for the improvement of the above section by the construction of HMA overlay of cold in-place recycling of asphalt surface and base course for Stoneridge Lane, Hunter Trail, and Stonecrest Drive in Stonecrest Subdivision. a total distance of 8980.00 feet, of which a distance of 8980.00 feet, ( 1.70 miles) are to be improved.

2. The plans for the proposed work are those prepared by WBK Engineering, LLC and approved by the Department of Transportation on

3. The specifications referred to herein are those prepared by the Department of Transportation 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 Friday, August 30, 2019 unless additional time is granted in accordance with the specifications.

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 be allowed as a proposal guaranty. Accompanying this proposal is either a bid bond if allowed, on Department form BLR 12230 or a proposal guaranty check, complying with the specifications, made payable to:

County Treasurer of Kane County

The amount of the check is ( ).

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 19-12000-01-GM .

8. The successful bidder at the time of execution of the contract will be required to deposit a contract bond for the full amount of the award. When a contract bond is not required, the proposal guaranty check will be held in lieu thereof. 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 submits herewith the schedule of prices on BLR 12200a covering the work to be performed under this

contract. 12. The undersigned further agrees that if awarded the contract for the sections contained in the combinations on

BLR 12200a, the work shall be in accordance with the requirements of each individual proposal for the multiple bid specified in the Schedule for Multiple Bids below.

RETURN WITH BID

Printed 6/4/2019 Page 4 of 6 BLR 12200a (Rev. 01/24/19)

CountyLocal Public Agency

SectionRoute

Total

Item No. Items Unit Quantity Total

1 PAVEMENT RECLAMATION, COLD IN-PLACE RECYCLING, 6" SQ YD 24,961.002 AGGREGATE BASE REPAIR TON 699.003 REMOVAL AND DISPOSAL OF UNSUITABLE MATERIAL CU YD 146.004 GEOTECHNICAL FABRIC FOR GROUND STABILIZATION SQ YD 1,747.005 AGGREGATE SUBGRADE IMPROVEMENT CU YD 146.006 BITUMINOUS MATERIALS (TACK COAT) POUNDS 5,616.007 HOT-MIX ASPHALT BINDER COURSE, IL-19.0, N50 TON 3,601.008 HOT-MIX ASPHALT SURFACE COURSE, MIX "D", N50 TON 2,159.009 HOT-MIX ASPHALT SURFACE REMOVAL - BUTT JOINT SQ YD 200.00

10 MANHOLES TO BE ADJUSTED WITH NEW TYPE 1 FRAME, CLOSED LID EACH 1.0011 COMBINATION CURB AND GUTTER REMOVAL FOOT 66.0012 COMBINATION CONCRETE CURB AND GUTTER, TYPE M-4.12 FOOT 66.0013 DRIVEWAY PAVEMENT REMOVAL SQ YD 487.0014 PORTLAND CEMENT CONCRETE DRIVEWAY PAVEMENT, 5" SQ YD 150.0015 HOT-MIX ASPHALT DRIVEWAY PAVEMENT, 4" SQ YD 337.0016 REMOVE AND REINSTALL BRICK PAVER DRIVEWAY SQ FT 592.0017 CRUSHED LIMESTONE AGGREGATE SHOULDERS TON 295.0018 TRAFFIC CONTROL AND PROTECTION (SPECIAL) L SUM 1.00

Stonecrest Subdivision

A bid will be declared unacceptable if neither a unit price nor total price is shown.Kane

(For complete information covering these items, see plans and specifications)Bidder's Proposal for making Entire Improvements

Combination Letter

SCHEDULE OF PRICES

19-12000-01-GMRoad District of Plato Township

Schedule for Multiple BidsSections Included in Combinations

Unit Price

Schedule for Single Bid

RETURN WITH BID


CONTRACTOR CERTIFICATIONS



The certifications hereinafter made by the bidder are each a material representation of fact upon which reliance is placed should the Department enter into the contract with the bidder.

1. Debt Delinquency. The bidder or contractor or subcontractor, respectively, certifies that it is not delinquent in the payment of any tax administered by the Department of Revenue unless the individual or other entity is contesting, in accordance with the procedures established by the appropriate revenue Act, its liability for the tax or the amount of tax. Making a false statement voids the contract and allows the Department to recover all amounts paid to the individual or entity under the contract in a civil action.

2. Bid-Rigging or Bid Rotating. The bidder or contractor or subcontractor, respectively, certifies that it is not barred from contracting with the Department by reason of a violation of either 720 ILCS 5/33E-3 or 720 ILCS 5/33E-4.

A violation of Section 33E-3 would be represented by a conviction of the crime of bid-rigging which, in addition to Class 3 felony sentencing, provides that any person convicted of this offense or any similar offense of any state or the United States which contains the same elements as this offense shall be barred for 5 years from the date of conviction from contracting with any unit of State or local government. No corporation shall be barred from contracting with any unit of State or local government as a result of a conviction under this Section of any employee or agent of such corporation if the employee so convicted is no longer employed by the corporation and: (1) it has been finally adjudicated not guilty or (2) if it demonstrates to the governmental entity with which it seeks to contract and that entity finds that the commission of the offense was neither authorized, requested, commanded, nor performed by a director, officer or a high managerial agent in behalf of the corporation.

A violation of Section 33E-4 would be represented by a conviction of the crime of bid-rotating which, in addition to Class 2 felony sentencing, provides that any person convicted of this offense or any similar offense of any state or the United States which contains the same elements as this offense shall be permanently barred from contracting with any unit of State or local government. No corporation shall be barred from contracting with any unit of State or local government as a result of a conviction under this Section of any employee or agent of such corporation if the employee so convicted is no longer employed by the corporation and: (1) it has been finally adjudicated not guilty or (2) if it demonstrates to the governmental entity with which it seeks to contract and that entity finds that the commission of the offense was neither authorized, requested, commanded, nor performed by a director, officer or a high managerial agent in behalf of the corporation.

3. Bribery. The bidder or contractor or subcontractor, respectively, certifies that it has not been convicted of bribery or attempting to bribe an officer or employee of the State of Illinois or any unit of local government, 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.

4. Interim Suspension or Suspension. The bidder or contractor or subcontractor, respectively, certifies that it is not currently under a suspension as defined in Subpart I of Title 44 Subtitle A Chapter III Part 6 of the Illinois Administrative Code. Furthermore, if suspended prior to completion of this work, the contract or contracts executed for the completion of this work may be cancelled.

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SIGNATURES



(If an individual)

Signature of Bidder

Business Address

(If a partnership) Firm Name

Signed By

Business Address

Inset Names and Addressed of All Partners

(If a corporation) Corporate Name

Signed By

President

Business Address

President

Insert Names of Officers Secretary

Treasurer

Attest: Secretary

{

{

of 1 BLR 12230 (Rev. 7/05 Printed on 5/22/2019 9:36:20 AM

Local Agency

Proposal Bid Bond

RETURN WITH BID

Route

County

Local Agency

Section

Stonecrest Subdivision

Kane

Road District of Plato Township

19-12000-01-GM

PAPER BID BOND WE as PRINCIPAL,

and as SURETY,

are held jointly, severally and firmly bound unto the above Local Agency (hereafter referred to as “LA”) in the penal sum of 5% of the total bid price, or for the amount specified in the proposal documents in effect on the date of invitation for bids whichever is the lesser sum. We bind ourselves, our heirs, executors, administrators, successors, and assigns, jointly pay to the LA this sum under the conditions of this instrument.

WHEREAS THE CONDITION OF THE FOREGOING OBLIGATION IS SUCH that, the said PRINCIPAL is submitting a written proposal to the LA acting through its awarding authority for the construction of the work designated as the above section.

THEREFORE if the proposal is accepted and a contract awarded to the PRINCIPAL by the LA for the above designated section and the PRINCIPAL shall within fifteen (15) days after award enter into a formal contract, furnish surety guaranteeing the faithful performance of the work, and furnish evidence of the required insurance coverage, all as provided in the “Standard Specifications for Road and Bridge Construction” and applicable Supplemental Specifications, then this obligation shall become void; otherwise it shall remain in full force and effect.

IN THE EVENT the LA determines the PRINCIPAL has failed to enter into a formal contract in compliance with any requirements set forth in the preceding paragraph, then the LA acting through its awarding authority shall immediately be entitled to recover the full penal sum set out above, together with all court costs, all attorney fees, and any other expense of recovery.

IN TESTIMONY WHEREOF, the said PRINCIPAL and the said SURETY have caused this instrument to be signed by their respective officers this day of

Principal

(Company Name) (Company Name)

By: By: (Signature and Title) (Signature and 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 instruments as their free and voluntary act for the uses and purposes therein set forth.

Given under my hand and notarial seal this day of My commission expires

(Notary Public) ELECTRONIC BID BOND

Electronic bid bond is allowed (box must be checked by LA if electronic bid bond is allowed) The Principal may submit an electronic bid bond, in lieu of completing the above section of the Proposal Bid Bond Form. By providing an electronic bid bond ID code and signing below, the Principal is ensuring the identified electronic bid bond has been executed and the Principal and Surety are firmly bound unto the LA under the conditions of the bid bond as shown above. (If PRINCIPAL is a joint venture of two or more contractors, an electronic bid bond ID code, company/Bidder name title and date must be affixed for each contractor in the venture.)

Electronic Bid Bond ID Code (Company/Bidder Name)

(Signature and Title) Date

Printed 5/22/2019 Page 1 of 2 BLR 12325 (Rev. 4/07)

Apprenticeship or Training Program Certification

Route Stonecrest Subdivision

Return with Bid County Kane Local Agency Road District of Plato Township Section 19-12000-01-GM

All contractors are required to complete the following certification:

For this contract proposal or for all groups in this deliver and install proposal.

For the following deliver and install groups in this material proposal:

Illinois Department of Transportation policy, adopted in accordance with the provisions of the Illinois Highway Code, requires this contract to be awarded to the lowest responsive and responsible bidder. The award decision is subject to approval by the Department. In addition to all other responsibility factors, this contract or deliver and install proposal requires all bidders and all bidders’ subcontractors to disclose participation in apprenticeship or training programs that are (1) approved by and registered with the United States Department of Labor’s Bureau of Apprenticeship and Training, and (2) applicable to the work of the above indicated proposals or groups. Therefore, all bidders are required to complete the following certification: I. Except as provided in paragraph IV below, the undersigned bidder certifies that it is a participant, either as an

individual or as part of a group program, in an approved apprenticeship or training program applicable to each type of work or craft that the bidder will perform with its own employees.

II. The undersigned bidder further certifies for work to be performed by subcontract that each of its subcontractors

submitted for approval either (A) is, at the time of such bid, participating in an approved, applicable apprenticeship or training program; or (B) will, prior to commencement of performance of work pursuant to this contract, establish participation in an approved apprenticeship or training program applicable to the work of the subcontract.

III. The undersigned bidder, by inclusion in the list in the space below, certifies the official name of each program

sponsor holding the Certificate of Registration for all of the types of work or crafts in which the bidder is a participant and that will be performed with the bidder’s employees. Types of work or craft that will be subcontracted shall be included and listed as subcontract work. The list shall also indicate any type of work or craft job category for which there is no applicable apprenticeship or training program available.

Printed 5/22/2019 Page 2 of 2 BLR 12325 (Rev. 4/07)

IV. Except for any work identified above, any bidder or subcontractor that shall perform all or part of the work of the contract or deliver and install proposal solely by individual owners, partners or members and not by employees to whom the payment of prevailing rates of wages would be required, check the following box, and identify the owner/operator workforce and positions of ownership.

The requirements of this certification and disclosure are a material part of the contract, and the contractor shall require this certification provision to be included in all approved subcontracts. The bidder is responsible for making a complete report and shall make certain that each type of work or craft job category that will be utilized on the project is accounted for and listed. The Department at any time before or after award may require the production of a copy of each applicable Certificate of Registration issued by the United States Department of Labor evidencing such participation by the contractor and any or all of its subcontractors. In order to fulfill the participation requirement, it shall not be necessary that any applicable program sponsor be currently taking or that it will take applications for apprenticeship, training or employment during the performance of the work of this contract or deliver and install proposal.

Bidder: By: (Signature) Address: Title:

RETURN WITH BID

Printed 5/22/2019 BLR 12326 (01/08/14)

Affidavit of Illinois Business Office

County Kane

Local Public Agency Road District of Plato Township Section Number 19-12000-01-GM

Route Stonecrest Subdivision

State of ) ) ss. County of ) I, of , ,

(Name of Affiant) (City of Affiant) (State of Affiant

being first duly sworn upon oath, states as follows:

1. That I am the of . officer or position bidder

2. That I have personal knowledge of the facts herein stated.

3. That, if selected under this proposal, , will maintain a (bidder) business office in the State of Illinois which will be located in County, Illinois.

4. That this business office will serve as the primary place of employment for any persons employed in the construction contemplated by this proposal.

5. That this Affidavit is given as a requirement of state law as provided in Section 30-22(8) of the Illinois Procurement Code.

(Signature)

(Print Name of Affiant)

This instrument was acknowledged before me on

day of , .

(SEAL)

(Signature of Notary Public)

Printed 5/22/2019 Page 1 of 2 BC 57 (Rev. 08/17/10)

Affidavit of Availability For the Letting of

Instructions: Complete this form by either typing or using black ink. "Authorization to Bid" will not be issued unless both sides of this form are completed in detail. Use additional forms as needed to list all work.

Part I. Work Under Contract List below all work you have under contract as either a prime contractor or a subcontractor. It is required to include all pending low bids not yet awarded or rejected. In a joint venture, list only that portion of the work which is the responsibility of your company. The uncompleted dollar value is to be based upon the most recent engineer's or owners estimate, and must include work subcontracted to others. If no work is contracted, show NONE.

1 2 3 4 Awards Pending

Contract Number

Contract With

Estimated Completion Date

Total Contract Price Accumulated Totals

Uncompleted Dollar Value if Firm is the Prime Contractor

Uncompleted Dollar Value if Firm is the Subcontractor

Total Value of All Work

Part II. Awards Pending and Uncompleted Work to be done with your own forces.

List below the uncompleted dollar value of work for each contract and awards pending to be completed with your own forces. All work subcontracted to others will be listed on the reverse of this form. In a joint venture, list only that portion of the work to be done by your company. If no work is contracted, show NONE.

Accumulated Totals

Earthwork

Portland Cement Concrete Paving

HMA Plant Mix

HMA Paving

Clean & Seal Cracks/Joints

Aggregate Bases & Surfaces

Highway, R.R. and Waterway Structures

Drainage

Electrical

Cover and Seal Coats

Concrete Construction

Landscaping

Fencing

Guardrail

Painting

Signing

Cold Milling, Planning & Rotomilling

Demolition

Pavement Markings (Paint)

Other Construction (List)

$ 0.00

Totals Disclosure of this information is REQUIRED to accomplish the statutory purpose as outlined in the “Illinois Procurement Code." Failure to comply will result in non-issuance of an "Authorization To Bid." This form has been approved by the State Forms Management Center.

Bureau of Construction 2300 South Dirksen Parkway/Room 322 Springfield, Illinois 62764

Printed 5/22/2019 Page 2 of 2 BC 57 (Rev. 08/17/10)

Part III. Work Subcontracted to Others.

For each contract described in Part I, list all the work you have subcontracted to others.

1 2 3 4 Awards Pending

Subcontractor

Type of Work

Subcontract Price

Amount Uncompleted

Subcontractor

Type of Work

Subcontract Price

Amount Uncompleted

Subcontractor

Type of Work

Subcontract Price

Amount Uncompleted

Subcontractor

Type of Work

Subcontract Price

Amount Uncompleted

Subcontractor

Type of Work

Subcontract Price

Amount Uncompleted

Total Uncompleted

I, being duly sworn, do hereby declare that this affidavit is a true and correct statement relating to ALL uncompleted contracts of the undersigned for Federal, State, County, City and private work, including ALL subcontract work, ALL pending low bids not yet awarded or rejected and ALL estimated completion dates.

Subscribed and sworn to before me this day of , Type or Print Name Officer or Director Title

Signed

Notary Public My commission expires

Company (Notary Seal)

Address

Printed 5/22/2019 BC 261 (01/11/08)

Substance Abuse Prevention Program Certification

Letting Date: Item No.: Contract No.: Route: Stonecrest Subdivision Section: 19-12000-01-GM Job No.: County: Kane The Substance Abuse Prevention on Public Works Act, Public Act 95-0635, prohibits the use of drugs and alcohol, as defined in the Act, by employees of the Contractor and by employees of all approved Subcontractors while performing work on a public works project. The Contractor/Subcontractor herewith certifies that it has a superseding collective bargaining agreement or makes the public filing of its written substance abuse prevention program for the prevention of substance abuse among its employees who are not covered by a collective bargaining agreement dealing with the subject as mandated by the Act. A. The undersigned representative of the Contractor/Subcontractor certifies that the contracting entity has signed collective bargaining agreements that are in effect for all of its employees, and that deal with the subject matter of Public Act 95-0635.

Contractor/Subcontractor

Name of Authorized Representative (type or print)

Title of Authorized Representative (type or print)

Signature of Authorized Representative Date B. The undersigned representative of the Contractor/Subcontractor certifies that the contracting entity has in place for all of its employees not covered by a collective bargaining agreement that deals with the subject of the Act, the attached substance abuse prevention program that meets or exceeds the requirements of Public Act 95-0635.

Contractor/Subcontractor

Name of Authorized Representative (type or print)

Title of Authorized Representative (type or print)

Signature of Authorized Representative Date

Kane County

Section 19-12000-01-GM Stonecrest Subdivision Pavement Rehabilitation

Special Provisions

INCORPORATIONS ...................................................................................................................... 1

LOCATION OF IMPROVEMENT ................................................................................................ 1

DESCRIPTION OF IMPROVEMENT .......................................................................................... 1

CONSTRUCTION SCHEDULING & COORDINATION ........................................................... 1

AUTOMATIC CLEARING HOUSE (ACH) ................................................................................. 2

BIDDING PROCESS AND AWARD OF CONTRACT (TOWNSHIP)....................................... 2

CLEAN CONSTRUCTION AND DEMOLITION DEBRIS ........................................................ 2

CONTRACTOR DISCLOSURE ACKNOWLEDGEMENT ........................................................ 3

CONTRACTOR WORKING HOURS........................................................................................... 5

CONTRACTOR’S DAILY NOTIFICATION ............................................................................... 5

DELETION AND REDUCTION OF PLAN QUANTITIES (TOWNSHIP) ................................ 5

FIELD MEASUREMENTS............................................................................................................ 5

LOCATION COMPLETION ......................................................................................................... 6

MATERIAL TESTING DAILY NOTIFICATION (TOWNSHIP) ............................................... 6

MOBILIZATION ........................................................................................................................... 7

MODIFICATION OF PROJECT SCOPE ...................................................................................... 7

PAVING OPERATIONS ............................................................................................................... 7

PREQUALIFICATION OF BIDDERS .......................................................................................... 7

PREVAILING WAGES ................................................................................................................. 7

PROGRESS SCHEDULE .............................................................................................................. 8

PROSECUTION OF WORK .......................................................................................................... 8

SPECIAL PROVISION FOR INSURANCE (TOWNSHIP) ......................................................... 8

PAVEMENT RECLAMATION, COLD IN-PLACE RECYCLING, 6” ....................................... 9

AGGREGATE BASE REPAIR .................................................................................................... 10

REMOVAL AND DISPOSAL OF UNSUITABLE MATERIALS: ............................................ 11

GEOTECHNICAL FABRIC FOR GROUND STABILIZATION: ............................................. 12

Kane County


AGGREGATE SUBGRADE IMPROVEMENT: ........................................................................ 12

BITUMINOUS MATERIALS (TACK COAT) ........................................................................... 13

HOT-MIX ASPHALT .................................................................................................................. 14

HOT MIX ASPHALT SURFACE REMOVAL – BUTT JOINT ................................................ 15

MANHOLES TO BE ADJUSTED WITH NEW FRAME AND LID ......................................... 16

CURB AND GUTTER REMOVAL AND REPLACEMENT ..................................................... 16

DRIVEWAY PAVEMENT REMOVAL AND REPLACEMENT ............................................. 16

CRUSHED LIMESTONE AGGREGATE SHOULDERS .......................................................... 17

PARKWAY RESTORATION...................................................................................................... 18

Topsoil, Furnish and Place ........................................................................................................ 18

Seeding ...................................................................................................................................... 18

Erosion Control Blanket ........................................................................................................... 20

TRAFFIC CONTROL AND PROTECTION (SPECIAL) ........................................................... 21

Kane County


1

INCORPORATIONS The Illinois Department of Transportation’s (hereinafter “IDOT”) Standard Specifications for Road and Bridge Construction, adopted April 1, 2016 (hereinafter “Standard Specifications”) along with the following: (i) the Special Provisions, as provided herein below, (ii) the latest edition of the Illinois Manual on Traffic Control Devices for Streets and Highways in effect as of the date of this invitation for bids,(hereinafter the “MUTCD”), (iii) the Illinois Department of Transportation’s Supplement Specifications and Recurring Special Provisions, adopted January 1, 2019 (as indicated on the check sheet included herein), (iv) the latest edition of IDOT’s Highway Standards (hereinafter “Highway Standards”) are specifically incorporated herein and made a part hereof for the proposed improvement designated as Section 19-12000-01-GM.

LOCATION OF IMPROVEMENT The project is located in the Stonecrest Subdivision within Plato Township.

The roadways included as part of this improvement are:

• Stoneridge Lane from Muirhead Road to Hunter Trail • Hunter Trail from Stoneridge Lane to Stonecrest Drive • Stonecrest Drive from Russell Road to the dead end west of Hunter Trail

DESCRIPTION OF IMPROVEMENT This work shall primarily consist of the cold in-place recycling of approximately 25,000 square yards of existing asphalt pavement, aggregate base repairs and undercutting, and placement of a 2.5” hot-mix asphalt binder course and 1.5” hot-mix asphalt surface course. Other appurtenant work shall include the removal and replacement of combination concrete curb and gutter, removal and replacement of existing driveways (asphalt, concrete and brick), traffic control and protection, and site restoration. All work shall be completed in accordance with the Standard Specifications, these special provisions, Highway Standards, and the typical sections contained within these bid documents.

CONSTRUCTION SCHEDULING & COORDINATION The Contractor shall attain Final Completion (including all punch list items) by Friday, August 30, 2019, unless otherwise authorized by the Township and/or the Engineer.

At the preconstruction conference, the CONTRACTOR shall meet with the OWNER and the ENGINEER and shall present a detailed construction schedule in writing. Said schedule shall contain such information as the ENGINEER deems necessary, including sequencing of streets

Kane County


2

and dates for the starting and completing construction operations, location of off-site disposal areas, access routes to be used and location of equipment and material storage sites.

The CONTRACTOR shall confirm with the ENGINEER the scheduled commencement of each construction activity at least three days in advance to allow for proper notification of residents, motorists and businesses. AUTOMATIC CLEARING HOUSE (ACH) The Contractor shall use The County of Kane’s Automatic Clearing House (ACH) payment program. The following internet link shall be used to complete the vendor (CONTRACTOR) agreement:

http://www.countyofkane.org/Documents/Finance%20Department/Vendor%20Information/New_Vendor_Packet_REQUIRED.pdf

BIDDING PROCESS AND AWARD OF CONTRACT (TOWNSHIP) The bidding documents for this project are available at the Kane County Division of Transportation offices for a non-refundable fee of $20 on CD only. All Contractors that purchase bidding documents must present the following contact information: Company Name, Phone Number, Fax Number and a responsible email address for addendum notifications.

If addendums are necessary, they will be emailed to the Contractor or subcontractor. The Contractor or subcontractor shall acknowledge receipt of the email addendum by responding back to the contact listed on page one of the Notice to Bidders.

The award of this contract will be made to the lowest responsible bidder. The Township Highway Commissioner (with the concurrence of the County Engineer) reserve the right to reject any or all non-conforming, non-responsive, unbalanced, or conditioned bids, and to reject the bid of any bidder if the Township (with consent of the County Engineer) believes that it would be in the best interest of the Township Road District not to award to that bidder. The Township Highway Commissioner (with the concurrence of the County Engineer) also has the right to award this contract with the deletion or reduction of any item in its entirety or partially without claim by the Contractor for loss of profit or overhead.

CLEAN CONSTRUCTION AND DEMOLITION DEBRIS Earthwork operations for this project shall be completed in accordance with Section 202 of the Standard Specifications and material properly disposed of in accordance with Article 202.03.

This special provision only applies if the Contractor chooses to dispose of material at a permitted CCDD or registered uncontaminated soil fill facility. The Contractor is advised to consider the



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cost of disposing of all surplus materials off-site and properly reflect those costs in their bids for earthwork and removal items. The Contractor must be thoroughly familiar with the provisions of the environmental Protection Act as it relates to proper disposal of excavated material and construction debris.

Should the Contractor choose to dispose of materials at a permitted CCDD or registered uncontaminated soil fill facility, the Contractor shall be responsible for the lawful removal of all excavated soil, material and other clean construction or demolition debris in compliance with Public Act 96-1416. Disposal of materials at a permitted CCDD or registered uncontaminated soil fill facility will require that Form LPC-663 be submitted to the operator of that location before any materials can be disposed of at that site. Each certification covers only material from that specified job site. The Contractor shall be responsible for having the required analysis of soil materials completed and the Form 663 adequately completed and signed by a Professional Engineer or Geologist licensed in the State of Illinois

The Contractor is not responsible for the cost of soil remediation. In the event material is rejected it will be returned to the site where the extent of additional effort required to dispose of the material will be determined. The cost of returning rejected material will be the responsibility of the Contractor. The extent of additional effort for disposal or use of rejected material will be coordinated between the Engineer and the Contractor.

It should be noted that “Unsuitable Material” defined in these special provisions for Removal and Disposal of Unsuitable Material should not be confused with “contaminated” or “hazardous” materials.

CONTRACTOR DISCLOSURE ACKNOWLEDGEMENT KANE COUNTY CODE, ARTICLE III, DIVISION 3, SECTION 2-211

1. Prior to award, every Contractor or vendor who is seeking or who has obtained contracts or change orders to contracts or two (2) or more individual contracts with KANE COUNTY resulting in an amount greater than Fifteen Thousand Dollars ($15,000) shall disclose to the Kane County Purchasing Department, in writing all cumulative campaign contributions, (which includes multiple candidates) made within the previous twelve (12) months of awarding of the contract made by that Contractor, union, or vendor to any current officer or countywide elected officer whose office the contract to be awarded will benefit. Disclosure shall be updated annually during the term of a multi-year contract and prior to any change order or renewal requiring Board level approval. For purposes of this disclosure requirement, “Contractor or vendor” shall include owners, officers, managers, insurance brokers, lobbyists, agents, consultants, bond counsel and underwriters counsel, subcontractors, corporations, partnerships, associations, business trusts,

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estates, trustees, and/or beneficiaries under the control of the contracting person, and political action committees to which the contracting person has made contributions.

2. All Contractors and vendors who have obtained or are seeking contracts with Kane County must disclose the following information which shall be certified and attached to the application or document. Penalties for knowingly violating disclosure requirements will potentially result in immediate cancellation of the contract, and possible disbarment from future County contracts:

A. Name, address and percentage of ownership interest of each individual or entity having a legal or a beneficial interest of more than five percent (5%) in the applicant. Any entity required by law to file a statement providing substantially the information required by this paragraph with any other government agency may file a duplicate of such statement;

B. Names and contact information of their lobbyists, agents and representatives and all individuals who are or will be having contact with County employees or officials in relation to the contract or bid. This information disclosure must be updated when any changes to the information occurs.

C. Whenever any interest required to be disclosed in paragraph (a) above is held by an agent or agents, or a nominee or nominees, the principals for whom such agents or nominees hold such interest shall also be disclosed. The application of a spouse or any other party, if constructively controlled by another person, or legal entity as set forth above, shall state the name and address and percentage of beneficial interest of such person or entity possessing such constructive control and the relationship under which such control is being or may be exercised. Whenever a stock or beneficial interest is held by a corporation or other legal entity, such shareholder or beneficiary shall also make disclosure as required by paragraph (a) above.

D. A statement under oath that the applicant has withheld no disclosures as to economic interests in the undertaking nor reserved any information, data or plan as to the intended use or purpose for which it seeks County Board or other county agency action.

3. All disclosures and information shall be current as of the date upon which the application is presented and shall be maintained current until such time as Kane County shall take action on the application. Furthermore, this information shall be maintained in a database by the Purchasing Department, and made available for public viewing.

4. Notwithstanding any of the above provisions, the County Purchasing Department with respect to contracts awarded may require any such additional information from any applicant

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which is reasonably intended to achieve full disclosure relevant to the application for action by the County Board or any other County agency.

5. Any failure to comply with the provisions of this section shall render any ordinance, ordinance amendment, County Board approval or other County action in behalf of the applicant failing to comply voidable at the option of the County Board or other County agency involved upon the recommendation of the County Board Chairman or the majority of the County Board.

6. Contractor Disclosure information shall be sent to the Kane County Purchasing Department and the Kane County Division of Transportation at the following address, or via email, prior to Transportation Committee of the Kane County Board:

Kane County Government Center Kane County Division of Transportation Purchasing Department, Bldg. A 41W011 Burlington Road 719 S. Batavia Ave. Geneva, IL 60134 St. Charles, IL 60175 [email protected] [email protected]

CONTRACTOR WORKING HOURS Construction Operations shall be confined to the hours of 7am to 4pm, or as directed by the Engineer, during the work week for all roads. The work week shall be defined as Monday through Friday. Saturdays and Sundays work hours shall be defined by the Engineer. This time regulation shall apply to daily lane closures for all work operations.

These work hour restrictions shall be incidental to the contract and no additional compensation shall be awarded.

CONTRACTOR’S DAILY NOTIFICATION The Contractor shall notify the Engineer and / or his representative prior to the beginning of each day’s work as to the location and type of work that is scheduled to be performed. The Contractor’s notification shall be at least 24 hours prior to the day of actual work.

DELETION AND REDUCTION OF PLAN QUANTITIES (TOWNSHIP) The Township Highway Commissioner reserves the right to delete and/or reduce the awarded (plan) quantity of any item in its entirety or partially without claim by the Contractor for loss of profit or overhead. No additional routes will be added in addition to those listed in the schedule of quantities.

FIELD MEASUREMENTS The Contractor is advised that it shall be his full responsibility to verify all dimensions, conditions, materials, and details before ordering materials. The Contractor shall verify the dimensions shown on the typical sections with those actually existing on the structure to

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determine if any discrepancies exist. Any discrepancies discovered by the Contractor shall be immediately reported to the Engineer in writing for revisions as required.

No additional compensation will be allowed to the Contractor for complying with the above requirements. Any revisions to dimensions or details resulting from the required field verifications or for any delays due to required revisions shall be approved by the Engineer.

LOCATION COMPLETION Once work has commenced, the Contractor shall diligently pursue completion of the subject work, per the Contractor Working Hours special provision and weather permitting, until all work included in the contract has been completed on or before August 30, 2019 (including all punchlist items); unless written approval has been granted by the Engineer. In the event the contractor fails to maintain a continuous operation, a deficiency deduction of $500 per calendar day will be applied to monies due to the Contractor.

All side-street and driveway paving operations shall be completed within three (3) working days immediately following the completion of mainline paving operations.

MATERIAL TESTING DAILY NOTIFICATION (TOWNSHIP) The Township Road District has retained the services of Rubino Engineering Inc. a testing agency to sample and test asphalt mix designs for this project.

In order to ensure that samples will be drawn, Contractors or their Subcontractors must alert the Engineer on days when material will be placed on these jobs. This is similar to the IDOT Materials testing procedure. Calls must be placed at least one day prior to any placement before 12:00 pm, noon. In the event that work requiring testing has been scheduled and weather is unfavorable the Contractor will be responsible to alert the Engineer as soon as the decision not to place is made. It is understood that these decisions are made in the early hours of the day. The purpose of this policy is to make sure that testing is conducted and to stop the scheduled testing on days when work is canceled.

At the preconstruction meeting, roles, responsibilities, and 24 hour contact information will be established and exchanged between the Engineer and the Contractor

In the event that the Engineer cannot be reached the Contractor will call the Engineer’s Project Manager at 847-980-2721 or via e-mail at: [email protected]

mailto:[email protected]

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MOBILIZATION This contract contains no provision for Mobilization. Therefore, Section 671 of the Standard Specifications is deleted.

MODIFICATION OF PROJECT SCOPE The Highway Commissioner (or County Engineer) has the ability to reduce or increase the quantity for any pay item with no change in unit price for any proposed work as he sees fit.

PAVING OPERATIONS All paving operations shall be performed to minimize impact to traffic flow. Therefore, only one mainline through lane may be closed for paving operations at any time.

PREQUALIFICATION OF BIDDERS PREQUALIFICATION OF BIDDERS in accordance with Section 102.01 of the Standard Specifications shall be required of all bidders on this proposal. The primary Contractor will be required to meet all of the following prequalification code(s) for the discipline of work to be completed:

003 – Hot Mix Asphalt (HMA) Plant Mix

The Subcontractor will be required to meet the prequalification code for the discipline of work they will be responsible for completing.

PREVAILING WAGES By submitting a bid, bidder expressly agrees to comply with all applicable State and Federal Prevailing Rate of Wage Laws, and all steps necessary to be in compliance therewith.

Prevailing Wage Rates: It is the policy of the State of Illinois as declared in "AN ACT regulating wages of laborers, mechanics and other workman employed in any public works by the State, County, City or any political subdivision or by any work under construction for public works" approved June 26, 1941, that a wage of no less that the general prevailing hourly rate as paid for work of a similar character in a locality in which work is performed, shall be paid to all laborers, workmen and mechanics employed by and on behalf of any and all public body engaged in public works, exclusive of maintenance work.

The responsive Bidder must include with their bid a separate sheet showing trades to be employed and wage rates to be paid. Prevailing wage rates are subject to revision monthly and

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the responsive bidder is responsible for any future adjustment thereof. Copies of the current prevailing wage rates are always available from the Illinois Department of Labor on their website.

The Contractor shall pay the current Illinois Department of Labor Prevailing Wage Rates for any and all projects worked on for the COUNTY OF KANE. The Contractor shall provide the Kane County Division of Transportation a sheet showing trades to be employed and wage rates to be paid for each construction or repair project bid on or contracted for.

PROGRESS SCHEDULE Add the following paragraph to Article 108.02 of the standard specifications:

“The Contractor shall maintain throughout the course of the project, and provide to the Engineer at the Engineer’s request, a detailed progress schedule of planned construction related tasks and locations.”

PROSECUTION OF WORK Add the following paragraph to Article 108.02 of the standard specifications:

“The Contractor shall maintain throughout the course of the project, and provide to the Engineer, at the Engineer’s request, a detailed progress schedule of planned construction related tasks and locations that projects a minimum of 2 weeks in to the future. At the Engineer’s request, schedules of 4 weeks may be required.”

At the Pre-Construction Meeting, the Contractor shall submit a draft progress schedule, ready for review and approval, and a prepared list of subcontractors, which will both be discussed and approved by the Engineer. This project schedule shall show an anticipated estimate of time (in working days) to accomplish each item.

The progress schedule may be on IDOT form BC 255 or a detailed Gantt Charts-type schedule.

SPECIAL PROVISION FOR INSURANCE (TOWNSHIP) The Contractor shall obtain and keep in full force the following insurance coverages:

POLICY: Contractor’s Commercial General Liability

ADDITIONAL NAMED INSURED: Plato Township, its officers, employees, consultants, and agents, Plato Township

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Highway Commissioner, the Plato Township Road District, WBK Engineering, LLC and The County of Kane, its officers, employees, consultants and agents.

All other provisions of Article 107.27 of the Standard Specifications shall apply.

PAVEMENT RECLAMATION, COLD IN-PLACE RECYCLING, 6” Description of Work. This work shall be in accordance with applicable portions of the following IDOT Bureau of Local Roads and Streets Special Provisions, except as modified herein:

• LR 400-5, SPECIAL PROVISION FOR COLD IN-PLACE RECYCLING (CIR) WITH EMULSIFIED ASPHALT, effective April 1, 2012, revised January 4, 2019.

• LR 1000-1, SPECIAL PROVISION FOR COLD IN-PLACE RECYCLING (CIR) AND FULL DEPTH RECLAMATION (FDR) WITH EMULSIFIED ASPHALT MIX DESIGN PROCEDURES, effective April 1, 2012, revised June 1, 2012.

• LR 1032-1, SPECIAL PROVISION FOR EMULSIFIED ASPHALTS, effective January 1, 2007, revised February 7, 2008.

This item shall also include the work necessary to grade, shape and prepare the roadway for paving activities, which work shall be in accordance with applicable portions of Section 301 of the Standard Specifications for Road and Bridge Construction, except as modified herein.

Upon completion of all undercutting, aggregate base repairs, and cold in-place recycling activities, the contractor shall grade, shape and prepare the roadway for paving. Any area having ruts, depressions, corrugations, excessive crown or loose material shall be brought to a smooth grade and proper crown by repeatedly wetting with water applied by means of a sprinkler, blading with a road grader or multiple blade maintainer, and rolling with a pneumatic-tired roller. The new base shall be bladed and graded to a smooth uniformed slope such that the surface will drain and not hold water.

In areas where curb and gutter is present on at least one side of the roadway, the new base shall be lowered by 4.00” across the entire width of the roadway such that the existing profile is not raised and roadway cross-slopes are not increased in order to match the existing curb flag elevation. At the end of curb runs, the Contractor shall transition the 4.00” profile difference over a minimum distance of 10’ such that a smooth transition is created. Additionally, the Contractor shall prepare the new base such that the proposed edge of pavement elevation will match existing driveway grades.

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It will be required that the Contractor carefully coordinate the scheduling of the pavement recycling operation and the placement of hot-mix asphalt binder course based on the upcoming forecasted weather reports. In order to limit the exposure of the new aggregate base course to inclement weather, the Contractor shall coordinate the project schedule such that each street will be graded, shaped and paved with hot-mix asphalt binder course within 48 hours of exposure for any given area. In the event that the aggregate base is exposed to inclement weather prior to being paved with hot-mix asphalt binder course, the Contractor must wait until the aggregate base has completely dried out to the satisfaction of the Engineer prior to commencing with paving activities. Any additional costs incurred by the contractor due to their failure to comply with this stipulation thus resulting in additional work to prepare the subgrade and/or aggregate base course shall be the responsibility of the Contractor.

Removal and disposal of surplus material shall not be paid for separately, but shall be included in the cost of PAVEMENT RECLAMATION, COLD IN-PLACE RECYCLING, 6”.

Emulsified asphalt materials shall not be paid for separately, but shall be included in the cost of PAVEMENT RECLAMATION, COLD IN-PLACE RECYCLING, 6”.

Method of Measurement. This item shall be measured in place in square yards.

Basis of Payment. This work shall be paid for at the contract unit price in square yards for PAVEMENT RECLAMATION, COLD IN-PLACE RECYCLING, 6”. The price shall include all labor, materials, and equipment necessary to complete the cold in-place recycling operation and any other items required to complete the work as specified and described herein.

Removal and disposal of surplus material shall not be paid for separately, but shall be included in the cost of PAVEMENT RECLAMATION, COLD IN-PLACE RECYCLING, 6”.

Emulsified asphalt materials shall not be paid for separately, but shall be included in the cost of PAVEMENT RECLAMATION, COLD IN-PLACE RECYCLING, 6”.

AGGREGATE BASE REPAIR Description of Work. This work shall be in accordance with applicable portions of Section 358 of the Standard Specifications for Road and Bridge Construction, except as modified herein.

This work shall consist of the repair of the exposed aggregate base course. All failures in the base, such as potholes, deep depressions, or ruts shall be repaired by scarifying, removing all foreign material, and reshaping. If additional material is needed to bring the surface to the required cross section, CA-6 aggregate shall be used. The repairs will then be compacted thoroughly.

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Aggregate base repair locations shall be determined by the ENGINEER in the field after the completion of a proof roll.

The unit weight used to calculate all aggregate base repair quantities is 1.8 ton/cy. It is estimated that 7% of the roadway will require aggregate base repairs with an average aggregate base depth of 8”.

Method of Measurement. This work will be measured per TON.

Basis of Payment. The work shall be paid for at the contract unit price per TON for AGGREGATE BASE REPAIR. The price shall include all labor, materials, and equipment necessary to repair the aggregate base and any other items required to complete the work as specified and described herein.

REMOVAL AND DISPOSAL OF UNSUITABLE MATERIALS: Description of Work. This work shall be in accordance with applicable portions of Section 202 of the Standard Specifications for Road and Bridge Construction, except as modified herein.

This work shall consist of removing and disposing of soft, unstable and/or unsuitable soils as necessary to construct the proposed improvements on a sound subgrade.

Where soft, unstable and/or unsuitable soils are found, the subgrade may be undercut as directed by the ENGINEER.

Undercut locations shall be determined by the ENGINEER in the field after the completion of a proof roll.

It is estimated that 25% of the roadway aggregate base repair areas (1.75% of total roadway area) will require undercuts with an average undercut depth of 12”.

Where unsuitable materials are removed, the excavated area shall be filled according to the pay item AGGREGATE SUBGRADE IMPROVEMENT.

Method of Measurement. This item shall be measured in place in cubic yards.

Basis of Payment. This work shall be paid for at the contract unit price in cubic yards for REMOVAL AND DISPOSAL OF UNSUITABLE MATERIALS. The price shall include all labor, materials, and equipment necessary to remove and dispose any unsuitable materials found and any other items required to complete the work as specified and described herein.

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GEOTECHNICAL FABRIC FOR GROUND STABILIZATION: Description of Work. This work shall be in accordance with all applicable portions of Section 210 of the Standard Specifications for Road and Bridge Construction, except as modified herein.

Geotechnical fabric shall be installed at all undercut locations to serve as an interface between the exposed subgrade and the aggregate undercut backfill material.

It is estimated that 25% of the roadway aggregate base repair areas (1.75% of total roadway area) will require undercuts.

Method of Measurement. This work will be measured in place in square yards.

Basis of Payment. The work shall be paid for at the contract unit price per square yard for GEOTECHNICAL FABRIC FOR GROUND STABILIZATION. The price shall include all labor, materials, and equipment necessary to install the fabric and any other items required to complete the work as specified and described herein.

AGGREGATE SUBGRADE IMPROVEMENT: Description of Work. This work shall be in accordance with applicable portions of Section 358 of the Standard Specifications for Road and Bridge Construction, except as modified herein.

This work shall consist of filling excavated undercut areas under the pay item REMOVAL AND DISPOSAL OF UNSUITABLE MATERIALS.

The new aggregate shall be placed in two (2) lifts not greater than 6” each and compacted to the density requirements of Section 301 of the Standard Specifications by the use of a mechanical compactor. If the subgrade is too dry such that compaction cannot be attained, water may be added.

Undercut locations shall be determined by the ENGINEER in the field after the completion of a proof roll.

It is estimated that 25% of the roadway aggregate base repair areas (1.75% of total roadway area) will require undercuts with an average undercut depth of 12”.

Method of Measurement. This work will be measured in place in cubic yards.

Basis of Payment. The work shall be paid for at the contract unit price per cubic yard for AGGREGATE SUBGRADE IMPROVEMENT. The price shall include all labor, materials, and equipment necessary to place the aggregate subgrade and any other items required to complete the work as specified and described herein.

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BITUMINOUS MATERIALS (TACK COAT) Description of Work. This work shall be in accordance with all applicable portions of Section 406 of the Standard Specifications for Road and Bridge Construction, except as modified herein.

Modify Note 1 under Article 406.05(b) (1) to read as follows:

“The bituminous material for the tack coat shall be placed one lane at a time. The tacked lane shall remain closed until the tack coat is fully cured and does not pick-up under traffic.”

The CONTRACTOR shall remove all dust, dirt and all deleterious material from the surface with a mechanical vacuum sweeper before the prime coat is applied. At no time will the CONTRACTOR use a blower to remove the dust from the pavement. The CONTRACTOR shall protect the motoring public, adjoining pavement, curbs, or structures during the application of the tack coat.

The applications rate for the tack coat shall be 0.025 pounds per square foot on new hot-mix asphalt surfaces. The CONTRACTOR shall apply an aggregate with the tack coat at a rate of 5 pounds per square yard. The cost of the aggregate for the tack coat shall be considered included in the cost of BITUMINOUS MATERIALS (TACK COAT).

The CONTRACTOR will be required to provide the Bill of Lading and Weight Tickets to the ENGINEER detailing the percentage of asphalt residue, any added water, and the weight of the trucks before and after placement. The CONTRACTOR will provide two tickets (the initial weight ticket and the weigh-back ticket) for each truck that is used.

A minimum of 24 hours prior to applying the tack coat, the Contractor shall install one sign approximately 500 feet in advance of each end of the area to be primed. Additional signs shall be installed for all side roads within the area to be primed. If the area to be primed does not begin at the intersection of two roads an additional sign shall be installed at the nearest intersection preceding the area to be primed. These signs shall remain in place until the leveling binder course has been placed or until the Tack Coat has fully cured as determined by the Engineer.

These signs shall be clean and legible and have minimum dimensions of 48 inches by 48 inches and have a black legend and border on an orange reflectorized background. The legend shall read:

“FRESH OIL AHEAD” “15 M.P.H.”

The installation and the letter shall meet the approval of the Engineer.

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Method of Measurement. This work will be measured in pounds.

Basis of Payment. The work shall be paid for at the contract unit price per pound for BITUMINOUS MATERIALS (TACK COAT). The price shall include all labor, materials, and equipment necessary to place the prime coat and any other items required to complete the work as specified and described herein.

Applying aggregate for the tack coat shall not be paid for separately but shall be considered included in the cost of the pay item BITUMINIOUS MATERIALS (TACK COAT), which shall include all labor, materials, and equipment necessary to complete the work described above.

Installation of special signage in advance of tack coat operations shall not be paid for separately but shall be considered included in the cost of the pay item BITUMINIOUS MATERIALS (TACK COAT), which shall include all labor, materials, and equipment necessary to complete the work described above.

HOT-MIX ASPHALT Description of Work. This work shall be in accordance with all applicable portions of Section 406 of the Standard Specifications for Road and Bridge Construction, except as modified herein.

Upon completion of all preparation of base activities, roadway pavements shall be overlaid with the following pavement section:

• 2.50” Hot-Mix Asphalt Binder Course, IL-19.0, N50 • 1.50” Hot-Mix Asphalt Surface Course, Mix “D”, N50

The unit weight used to calculate all HMA mixture quantities is 112 lbs/sy-in.

Mainline paving shall be a continuous operation on all roads. The Contractor shall not at any time pull off of mainline paving to pave side streets or driveways. Side streets and driveways shall be done either after the mainline paving is completed or concurrently with a second crew.

Surface tests, per Section 406.11 of the standard specifications, will be required on all roads resurfaced as part of this contract. The Contractor will have the option to bump test immediately behind the finish roller or upon completion of entire length of the road being resurfaced. Deductions due to the variations in the surface mixture between 3/16 in and ¾ in will be calculated per section 406.11 at the discretion of the Engineer.

Method of Measurement. This work will be measured per ton.

Basis of Payment: This work shall be paid for at the contract unit price per ton for HOT-MIX ASPHALT BINDER COURSE and HOT-MIX ASPHALT SURFACE COURSE of the mix

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design specified. The price shall include furnishing and placing of binder and surface courses and all labor, materials, and equipment necessary to complete the work described above.

HOT MIX ASPHALT SURFACE REMOVAL – BUTT JOINT Description of Work. This work shall be done in accordance with Article 406 of the Standard Specifications at locations as directed by the Engineer.

Add the following to Article 406.08:

“Butt joints shall be constructed in a time not to exceed 72 hours prior to the placement of the hot mix asphalt surface course. A temporary hot mix asphalt ramp shall be constructed immediately after the construction of the butt joint or before the lane is opened to traffic. This work will be required at the terminus of all routes to be resurfaced”

Before a construction butt joint and temporary ramp are opened to traffic, the Contractor shall install one sign in each direction. The signs shall be placed approximately 100 feet in advance of butt joints at locations where traffic does not come to a complete stop and approximately 10 feet or less in advance of butt joints at locations where traffic is required to come to a complete stop (such as side streets or major commercial entrances) or as directed by the Engineer. The signs shall not be removed until after the hot mix asphalt surface course has been placed on the roadway up through the butt joint.

These signs shall have minimum dimensions of 48 inches by 48 inches and have a black legend and border on an orange reflectorized background. The legend shall read:

“BUMP”

Add the following to Article 406.14:

“The ‘BUMP’ signs shall not be paid for separately but shall be considered incidental to HOT MIX ASPHALT SURFACE REMOVAL – BUTT JOINT which shall include all labor, materials, and equipment necessary to complete the work described above.”

Basis of Payment: This work shall be paid at the contract unit price per square yard for HOT MIX ASPHALT SURFACE REMOVAL – BUTT JOINT, which price shall include removing and disposing of the existing pavement and all labor, materials, and equipment necessary to complete the work described above. This item will be paid for only once, regardless of the number of passes required to complete the removal.

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MANHOLES TO BE ADJUSTED WITH NEW FRAME AND LID Description of Work. This work shall be done in accordance with Article 602 of the Standard Specifications at locations as directed by the ENGINEER, except as modified herein.

The act of adjusting a manhole down prior to pavement recycling operations and then back up to meet final grade shall constitute a single adjustment for the purposes of payment

Method of Measurement. This work will be measured per each adjustment.

Basis of Payment. The work shall be paid for at the contract unit price per each for MANHOLES TO BE ADJUSTED WITH NEW TYPE 1 FRAME, CLOSED LID. The price shall include all labor, materials, and equipment necessary to complete the work as specified and described herein.

CURB AND GUTTER REMOVAL AND REPLACEMENT Description of Work. This work shall be done in accordance with Articles 351, 406, 423 and 440 of the Standard Specifications at locations as directed by the ENGINEER.

Curb and gutter removal and replacement locations are as follows:

1. Stonecrest Drive – 50 LF, south curb line, between driveways for 40W735 Stonecrest Drive and 40W745 Stonecrest Drive

2. Stonecrest Drive – 16 LF, south curb line, from inlet near driveway for 40W765 Stonecrest Drive to the east

Method of Measurement. This work will be measured in place in lineal feet.

Basis of Payment. The work shall be paid for at the contract unit price per lineal foot for COMBINATION CURB AND GUTTER REMOVAL and COMBINATION CONCRETE CURB AND GUTTER, TYPE M-4.12. The price shall include all labor, materials, and equipment necessary to place the prime coat and any other items required to complete the work as specified and described herein.

DRIVEWAY PAVEMENT REMOVAL AND REPLACEMENT Description of Work. This work shall be done in accordance with Articles 440 and 606 of the Standard Specifications at locations as directed by the ENGINEER, except as modified herein.

The hot-mix asphalt driveway pavement section shall consist of the following:

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• 4.0” Hot-Mix Asphalt Surface Course, Mix “D”, N50 • 6.0” Aggregate Base Course, Type B

The concrete driveway pavement section shall consist of the following:

• 5.0” Portland Cement Concrete Pavement, Class SI • 4.0” Aggregate Base Course, Type B

The contractor shall document existing driveway conditions (specifically brick paver driveway patterns) prior to commencement of construction activities and shall make every effort possible to minimize driveway impacts. In the event that a driveway is impacted, the driveway shall be returned to the original condition to the satisfaction of the Engineer. For brick paver driveways, the contractor shall carefully remove, stack and store the bricks in such a manner that the bricks are maintained in good working condition. Upon completion of paving activities, the bricks shall be reset on the existing sand base to the same pattern and layout as their original condition. In the event that bricks are damaged, the contractor shall be responsible for replacing all damaged bricks to the satisfaction of the Engineer.

Method of Measurement. This work will be measured in place per square yard for DRIVEWAY PAVEMENT REMOVAL, PORTLAND CEMENT CONCRETE DRIVEWAY PAVEMENT, 5”, and HOT-MIX ASPHALT DRIVEWAY PAVEMENT, 4”, and in place per square foot for REMOVE AND REINSTALL BRICK PAVER DRIVEWAY.

Basis of Payment. The work shall be paid for at the contract unit price per square yard for DRIVEWAY PAVEMENT REMOVAL, PORTLAND CEMENT CONCRETE DRIVEWAY PAVEMENT, 5”, and HOT-MIX ASPHALT DRIVEWAY PAVEMENT, 4”, and per square foot for REMOVE AND REINSTALL BRICK PAVER DRIVEWAY. The price shall include all labor, materials, and equipment necessary to remove and reinstall the driveways and any other items required to complete the work as specified and described herein.

CRUSHED LIMESTONE AGGREGATE SHOULDERS Description of Work. This work shall be done in accordance with Article 481 of the Standard Specifications, except as modified herein.

The material used for the aggregate shoulders shall be crushed limestone screenings in compliance with IDOT Gradation FA-5.

The aggregate shoulders shall be placed in a 2’ wide strip along the entire project length where the roadway profile is being raised +4.00”. The aggregate shoulder thickness shall be 4.00” at

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the edge of pavement and shall evenly taper down to a thickness of 0.00” at a distance of 2.00’ from the edge of pavement. The average thickness of the aggregate shoulder shall be 2.00”.

Prior to placing the aggregate shoulders, the weeds and grass on the area to be covered shall be cut. The aggregate shall be deposited in its final position with a spreader and compacted to the satisfaction of the Engineer. If the moisture content of the aggregate is not such as to permit satisfactory compaction during the rolling operations, water shall be added in such quantity that satisfactory compaction can be obtained.

Method of Measurement. This work will be measured per ton for CRUSHED LIMESTONE AGGREGATE SHOULDERS.

Basis of Payment. The work shall be paid for at the contract unit price per ton for CRUSHED LIMESTONE AGGREGATE SHOULDERS. The price shall include all labor, materials, and equipment necessary install the aggregate shoulders and any other items required to complete the work as specified and described herein.

PARKWAY RESTORATION Description of Work. This work shall consist of restoring the parkway with fresh topsoil, seed, and erosion control blanket and shall be in accordance with applicable portions of Sections 211, 250 and 251 of the Standard Specifications for Road and Bridge Construction, except as modified herein.

Topsoil, Furnish and Place This work shall include excavating, furnishing, stockpiling, and placing of topsoil in areas of seeding within the construction limits and rolling the freshly placed topsoil as directed by the ENGINEER. The topsoil will be placed in such a manner that after normal settling the final grade of the soil will not be lower than the plan finished grade. The thickness of topsoil shall be 6”.

Topsoil excavated from the site shall be salvaged for use in TOPSOIL FURNISH AND PLACE of the thickness specified as directed by the ENGINEER. Topsoil shall not be removed from the site without the permission of the ENGINEER. Additional topsoil from off-site shall be furnished by the CONTRACTOR and shall be included in this item of work.

Seeding This work shall be in accordance with applicable portions of Section 250 of the Standard Specifications for Road and Bridge Construction, except as modified herein. This work will consist of preparing the seed bed and placing the seed and other materials required in seeding

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operations within disturbed areas of the project. Seed will be according to Article 1081.04 and seeding equipment will be according to Article 1101.08 of the Standard Specifications for Road and Bridge Construction. All native species will be local genotype and will be from a radius not to exceed 100 miles from the site. Selective mowing stakes are not required.

Seeding Mixtures: All seeding will occur prior to placement of the erosion control blanket. The seed mix will be supplied in pounds of Pure Live Seed. Purity and germination tests no older than twelve months must be submitted for all seed supplied to verify quantities of bulk seed required to achieve the LB PLS specified. Horticultural grade vermiculite will be added at a rate of one bushel per acre to facilitate the equal spreading of the seeds over an entire acre.

While it is the intent of planting the specified seed mixtures, minor variation in the seed quantities or species may be allowed in the event of unavailability or other unforeseen conditions. The CONTRACTOR will provide for the approval of the ENGINEER a written description of the changed seed mixture, the reasons for the change, and the name of the seed supplier prior to performing seeding activities.

Fertilizer Application: Areas of Class 1A will have fertilizer nutrients uniformly spread over the designated areas immediately prior to seed bed preparation for bare earth areas. In areas of existing turf, fertilizer will be uniformly spread over the designate areas during the spring, late summer or early fall seasons. The CONTRACTOR will restore any existing turf areas damaged by improper application of fertilizer nutrients. Fertilizer will be applied at a 1:1:1 ratio for a total of 270 pounds of fertilizer nutrients per acre as follows.

Nitrogen Fertilizer Nutrients 90 LB/ACRE

Phosphorus Fertilizer Nutrients 90 LB/ACRE

Potassium Fertilizer Nutrients 90 LB/ACRE

Seeding Methods: No seed will be sown during high winds or when the ground is not in a proper condition for seeding, nor will any seed be sown until the purity test has been completed for the seeds to be used, and tests show that the seed meets the noxious weed seed requirements. Prior to starting work, seeders will be calibrated and adjusted to sow seeds at the required seeding rate. Equipment will be calibrated in a manner to ensure complete coverage of the entire area to be seeded. When seed is applied with a hydraulic seeder, the rate of application will be not less than 1,000 gallons of slurry per acre. This slurry will contain the proper quantity of seed specified per acre.

For bare earth seeding, the area to be seeded will be worked to a minimum of 6 inches with a disk tiller, reducing all soil particles to a size not larger than 2 inches in the largest dimension.

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The prepared surface will be relatively free from weeds, clods, stones, roots, sticks, rivulets, gullies, crusting and caking. Seed bed preparation will not be required for Temporary Cover (Class 7) seeding if the soil is in a loose condition. Light disking will be done if the soil is hard or caked.

For interseeding areas of existing vegetation, the area to be seeded will be mowed prior to seeding. Areas of Class 1A will be mowed to a height not to exceed 3 inches.

All seed mixtures will be seeded using a rangeland type grass drill, except the following.

• Class 4 will be sown with a machine that mechanically places the seed in direct contact with the soil, packs and covers the seed in one continuous operation for bare earth seeding. Only when directed by the ENGINEER will Class 1A will be sown with a slit seeder for interseeding an area of exiting vegetation.

• Broadcasting or hydraulic seeding will be allowed on steep slopes (1:3 (V:H) or steeper) or in inaccessible areas where use of the equipment specified is physically impossible. When interseeding an area of existing vegetation, sufficient water will be applied to these areas to wash the seed down to the soil. When broadcast seeders are used for seeding Class 4 & 5, individual species comprising the seeding mixture will be sown separately.

Period of Establishment and Plant Care: The CONTRACTOR shall guarantee survival of plant material installed for a period of one (1) year from the date of formal project acceptance. To be acceptable, the seeded areas shall exhibit 75% uniform cover and the five most dominant plant species shall be native. Seeded areas that do not meet the requirements for acceptance will be interseeded or reseeded at no additional cost to the OWNER. During the guarantee period, the CONTRACTOR will properly care for all seeded areas including weeding, watering, supplemental seeding and/or other work as necessary to maintain the health and satisfactory appearance of the seeded areas.

Erosion Control Blanket The installation of the erosion control blanket shall be in accordance with Illinois Urban Manual Detail IUM-530 “Erosion Control Blanket Installation Details”.

The erosion control blanket used for the entirety of the site shall be North American Green S75BN or approved equal.

Method of Measurement. This item shall not be measured.

Basis of Payment. The work described herein shall be considered incidental to the project. Areas of restoration behind proposed curb and gutter shall be considered included in the cost of

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the curb and gutter. Areas that are disturbed outside of the construction limits shall be restored per this Special Provision at the CONTRACTOR’S expense.

Fertilizers as well as proper plant care and/or reseeding during the guarantee period will be considered incidental to the project.

TRAFFIC CONTROL AND PROTECTION (SPECIAL) Description of Work. This work shall be in accordance with applicable portions of Section 701 of the Standard Specifications for Road and Bridge Construction and the latest edition of the Illinois Manual on Uniform Traffic Control Devices for Streets and Highways, except as modified herein.

The CONTRACTOR shall be responsible for all signing, traffic control, and protection of this project.

This item of work shall include furnishing, installing, maintaining, replacing, 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.

Traffic control devices include signs and their supports, signals, pavement markings, barricades with sand bags, barrels, channelizing devices, warning lights, arrow boards, flaggers, or any other device used for the purpose of regulating, detouring, warning, or guiding traffic through or around the construction zone.

The initial erection of a traffic control installation shall not include devices that are bent, scratched, faded, worn, dirty, or otherwise present a shabby appearance. The CONTRACTOR is required to conduct routine inspections of the work site at a frequency that will allow for the prompt replacement of any traffic control device that has become displaced, worn or damaged to the extent that it no longer conforms to the shape, dimensions, color and operational requirements of the MUTCD, and the Traffic Control Standards or will no longer present a neat appearance to motorists. A sufficient quantity of replacement devices, based on vulnerability to damage, shall be readily available to meet this requirement.

The CONTRACTOR shall ensure that all traffic control devices installed by him/her are operational, functional and effective 24 hours a day, including Sundays and holidays.

During the work operation, a minimum of one lane of pavement for two-way traffic must be maintained in each direction at all times. At all times during which men are working where two-way traffic is to be maintained over one lane of pavement, the Contractor shall furnish flaggers to protect his workmen and to warn and direct traffic.

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Two flaggers will be required for each separate operation. The cost of providing flaggers shall be considered included in the cost of TRAFFIC CONTROL AND PROTECTION (SPECIAL).

Access shall be established to all driveways and side roads at the close of each working day. All driveways shall be ramped with stone or asphalt grindings as necessary to allow easy access. The contractor may not block or otherwise prevent access without prior approval of the ENGINEER. The cost of providing stone or asphalt grindings to ramp driveways shall be considered included in the cost of TRAFFIC CONTROL AND PROTECTION (SPECIAL).

Mail delivery along streets within the construction limits shall be maintained at all times. The CONTRACTOR shall provide access to the work zone for the U.S. Postal worker to drive and deliver the mail each day. Maintenance of these ramps shall be provided by the CONTRACTOR to the satisfaction of the ENGINEER. This work shall be included in TRAFFIC CONTROL AND PROTECTION.

Contractor shall be aware of and make allowances for solid waste pick-up on Tuesdays. Any relocation, rescheduling, or other change is to be coordinated with, and approved by, the Plato Township Solid Waste department.

Special attention is called to Article 107.09 and Division 700 of the Standard Specifications and the following Highway Standards, Details, Quality Standard for Work Zone Traffic Control Devices, Supplemental Specifications and Recurring Special Provisions, and Special Provisions contained herein, relating to traffic control.

The Contractor shall contact the Engineer at least 72 hours before beginning work.

The Contractor shall be required to use the latest version of the highway standards listed below as traffic conditions and working conditions warrant.

Highway Standards: 701301 Lane Closure, 2L, 2W, Short Time Operations 701311 Lane Closure, 2L, 2W, Moving Operations – Day Only 701901 Traffic Control Devices BLR 18 Traffic Control Devices – Day Labor Maintenance Special Provisions: LR 702 Construction and Maintenance Signs Local Roads and Streets Recurring Special Provisions LRS 3 Work Zone Traffic Control Surveillance LRS 4 Flaggers in Work Zone Details:

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Two weeks before construction begins, the Contractor shall install one sign in each direction for the roadway to be resurfaced. The signs shall be placed approximately 100 feet in advance of the roadway resurfacing limits or as instructed by the Engineer. The signs shall not be removed until after the work has begun.

These signs shall have a minimum dimensions of 48 inches by 48 inches and have a black legend and border on an orange reflectorized background. The legend shall read:

“ROADWORK TO BEGIN”

“WEEK OF XX/XX/19”

At the pre-construction meeting, the Contractor shall furnish the name of the individual in his direct employ who is to be responsible for the installation and maintenance of the traffic control for this project. If the actual installation and maintenance are to be accomplished by a subcontractor, consent shall be requested of the Engineer at the time of the pre-construction meeting in accordance with Article 108.01 of the Standard Specifications. This shall not relieve the Contractor of the requirement to have a responsible individual in his direct employ supervise this work. The Engineer will provide the Contractor the name of its representative who will be responsible for administration of the Traffic Control Plan.

Method of Measurement: Traffic Control and Protection shall be measured for payment as Lump Sum, which shall include all labor, materials, and equipment necessary to complete the work described above.

Basis of Payment: Traffic Control and Protection shall be paid for at the contract lump sum price for TRAFFIC CONTROL AND PROTECTION (SPECIAL). The price shall include all labor, materials and equipment necessary to provide, erect and maintain all traffic control and protection as outlined in these specifications and as directed by the ENGINEER. No additional compensation shall be made.

ii

INDEX FOR

SUPPLEMENTAL SPECIFICATIONS AND RECURRING SPECIAL PROVISIONS

Adopted January 1, 2019

This index contains a listing of SUPPLEMENTAL SPECIFICATIONS, frequently used RECURRING SPECIAL PROVISIONS, and LOCAL ROADS AND STREETS RECURRING SPECIAL PROVISIONS. ERRATA Standard Specifications for Road and Bridge Construction (Adopted 4-1-16) (Revised 1-1-19)

SUPPLEMENTAL SPECIFICATIONS

Std. Spec. Sec. Page No. 106 Control of Materials .............................................................................. 1 107 Legal Regulations and Responsibility to Public .................................... 2 403 Bituminous Surface Treatment (Class A-1, A-2, A-3) ........................... 3 404 Micro-Surfacing and Slurry Sealing ...................................................... 4 405 Cape Seal ............................................................................................ 15 406 Hot-Mix Asphalt Binder and Surface Course ........................................ 25 420 Portland Cement Concrete Pavement .................................................. 26 424 Portland Cement Concrete Sidewalk .................................................... 28 442 Pavement Patching .............................................................................. 29 502 Excavation for Structures ..................................................................... 30 503 Concrete Structures ............................................................................. 32 504 Precast Concrete Structures ................................................................ 35 542 Pipe Culverts ........................................................................................ 36 586 Sand Backfill for Vaulted Abutments .................................................... 37 602 Catch Basin, Manhole, Inlet, Drainage Structure, and Valve Vault

Construction, Adjustment, and Reconstruction ....................................

39 630 Steel Plate Beam Guardrail .................................................................. 40 631 Traffic Barrier Terminals ....................................................................... 43 670 Engineer’s Field Office and Laboratory ................................................ 44 701 Work Zone Traffic Control and Protection ............................................ 45 704 Temporary Concrete Barrier ................................................................. 46 780 Pavement Striping ................................................................................ 48 781 Raised Reflective Pavement Markers .................................................. 49 888 Pedestrian Push-Button ........................................................................ 50

1001 Cement ................................................................................................. 51 1003 Fine Aggregates ................................................................................... 52 1004 Coarse Aggregates .............................................................................. 53 1006 Metals ................................................................................................... 56 1020 Portland Cement Concrete ................................................................... 58 1043 Adjusting Rings .................................................................................... 60 1050 Poured Joint Sealers ............................................................................ 62 1069 Pole and Tower .................................................................................... 64 1077 Post and Foundation ............................................................................ 65 1096 Pavement Markers ............................................................................... 66 1101 General Equipment .............................................................................. 67

iii

1102 Hot-Mix Asphalt Equipment .................................................................. 68 1103 Portland Cement Concrete Equipment ................................................. 70 1105 Pavement Marking Equipment ............................................................. 72 1106 Work Zone Traffic Control Devices ....................................................... 74

Check Sheet For Recurring Special Provisions

Page 1 of 2 BLR 11300 (Rev. 10/26/18)Printed 05/29/19

The Following Recurring Special Provisions Indicated By An “X” Are Applicable To This Contract And Are Included By Reference:

Recurring Special Provisions

Check Sheet # Page No.

1 Additional State Requirements for Federal-Aid Construction Contracts 75 2 Subletting of Contracts (Federal-Aid Contracts) 78 3 EEO 79 4 Specific EEO Responsibilities Non Federal-Aid Contracts 89 5 Required Provisions - State Contracts 94 6 Asbestos Bearing Pad Removal 100 7 Asbestos Waterproofing Membrane and Asbestos HMA Surface Removal 101 8 Temporary Stream Crossings and In-Stream Work Pads 102 9 Construction Layout Stakes Except for Bridges 103 10 Construction Layout Stakes 106 11 Use of Geotextile Fabric for Railroad Crossing 109 12 Subsealing of Concrete Pavements 111 13 Hot-Mix Asphalt Surface Correction 115 14 Pavement and Shoulder Resurfacing 117 15 Patching with Hot-Mix Asphalt Overlay Removal 118 16 Polymer Concrete 120 17 PVC Pipeliner 122 18 Bicycle Racks 123 19 Temporary Portable Bridge Traffic Signals 125 20 Work Zone Public Information Signs 127 21 Nighttime Inspection of Roadway Lighting 128 22 English Substitution of Metric Bolts 129 23 Calcium Chloride Accelerator for Portland Cement Concrete 130 24 Quality Control of Concrete Mixtures at the Plant 131 25 Quality Control/Quality Assurance of Concrete Mixtures 139 26 Digital Terrain Modeling for Earthwork Calculations 155 27 Reserved 157 28 Preventive Maintenance - Bituminous Surface Treatment 158 29 Reserved 164 30 Reserved 165 31 Reserved 166 32 Temporary Raised Pavement Markers 167 33 Restoring Bridge Approach Pavements Using High-Density Foam 168 34 Portland Cement Concrete Inlay or Overlay 171 35 Portland Cement Concrete Partial Depth Hot-Mix Asphalt Patching 175

Printed 05/29/19 BLR 11300 (Rev. 10/26/18)

The Following Local Roads And Streets Recurring Special Provisions Indicated By An “X” Are Applicable To This Contract And Are Included By Reference:

Local Roads And Streets Recurring Special Provisions

Check Sheet # Page No.

LRS 1 Reserved 179 LRS 2 Furnished Excavation 180 LRS 3 Work Zone Traffic Control Surveillance 181 LRS 4 Flaggers in Work Zones 182 LRS 5 Contract Claims 183 LRS 6 Bidding Requirements and Conditions for Contract Proposals 184 LRS 7 Bidding Requirements and Conditions for Material Proposals 190 LRS 8 Reserved 196 LRS 9 Bituminous Surface Treatments 197 LRS 10 Reserved 198 LRS 11 Employment Practices 199 LRS 12 Wages of Employees on Public Works 201 LRS 13 Selection of Labor 203 LRS 14 Paving Brick and Concrete Paver Pavements and Sidewalks 204 LRS 15 Partial Payments 207 LRS 16 Protests on Local Lettings 208 LRS 17 Substance Abuse Prevention Program 209 LRS 18 Multigrade Cold Mix Asphalt 210

LR 400-5

Page 1 of 9

State of Illinois Department of Transportation Bureau of Local

Roads and Streets

SPECIAL PROVISION FOR

COLD IN-PLACE RECYCLING (CIR) WITH EMULSIFIED ASPHALT

Effective: April 1, 2012 Revised: January 4, 2019

All references to Divisions, Sections, and Articles in this Special Provision shall be construed to mean specific Divisions, Sections, and Articles in the Standard Specifications for Road and Bridge Construction adopted by the Department of Transportation. Description. This w ork shall consist of cold milling and pulverizing existing bituminous layers to a specified depth and maximum size; mixing emulsified asphalt, w ater, and additives w ith the recycled material; and spreading and compacting the mixture.

Materials. Materials shall be according to the follow ing Articles of Division 1000 – Materials.

Item Article/Section (Item Article/Section (a) Portland Cement (Note 1) ........................................................................................... 1001 (b) Water ........................................................................................................................... 1002 (c) Fine Aggregate (Note 2) .............................................................................................. 1003 (d) Coarse Aggregate (Note 2) ......................................................................................... 1004 (e) Fly Ash (Note 1) ..................................................................................................... 1010.02 (f) Lime Slurry (Note 1) ............................................................................................... 1012.04 (g) Reclaimed Asphalt Pavement (Note 3) ....................................................................... 1031 (h) Emulsified Asphalt (Note 4) .................................................................................... 1032.06 (i) Cold Pulverized Material (Note 5)

(j) Mix Design (Note 6)

Note 1. If necessary, the mix design may require additional additives to increase fines in the mix. The type and allow able percentage w ill be described in the mix design.

Note 2. The mix design w ill specify gradation and quality of any additional aggregate.

Any additional fine aggregate shall meet Class B quality as a minimum. Any additional coarse aggregate shall meet Class C quality as a minimum.

Note 3. The Engineer may allow reclaimed asphalt pavement (RAP) from

Conglomerate “D” Quality or better RAP stockpiles as specified in Article 1031.02 or from millings of the existing highw ay. The RAP material shall

not exceed the maximum size requirement of the cold pulverized material, and w hen blended w ith the cold pulverized material shall produce a product w hich meets the specifications of the mix design.

LR 400-5

Page 2 of 9

Note 4. The emulsified asphalt shall be selected for the project by the emulsified asphalt supplier based on the Contractor’s mixture design. The penetration of the supplied emulsified asphalt shall be w ithin ± 25 percent of the penetration of the design emulsified asphalt. A representative from the emulsified asphalt supplier shall be on the job site at the beginning of the project to monitor the characteristics and performance of the emulsified asphalt. Throughout the job, the representative shall be available to check on the project and make adjustments to the emulsified asphalt formulation as required. The emulsified asphalt shall be received on the job site at a temperature no greater than 120 ºF (49 ºC).

The emulsified asphalt shall meet the follow ing requirements:

CIR-FDR EMULSIFIED ASPHALT MATERIAL SPECIFICATION

Test Procedure Minimum Maximum

Viscosity, Saybolt Furol, at 77°F (25°C), SFS

AASHTO T 59 20 100

Sieve Test, No. 20 (850 μm), retained on sieve, %

AASHTO T 59 0.10

Storage Stability Test, 24 hr, % AASHTO T 59 1.0 Distillation Test,

Residue from distillation to 347 ± 9 °F (175 ± 5 °C), %

AASHTO T 59 1 64.0

Oil distillate by volume, % AASHTO T 59 1.0

Penetration, 77 ° F (25 °C), 100 g, 5 s, dmm

AASHTO T 49 75 200

Note: 1. Modified AASHTO T 59 procedure – distillation temperature of 347 ± 9 °F (175 ± 5 °C) with a 20 minute hold.

Note 5. Prior to the addition of the emulsified asphalt, the gradation of the cold pulverized

material shall meet the follow ing:

COLD PULVERIZED MATERIAL GRADATIONS

Grad No.

Sieve Size and Percent Passing

1 1/2 in. (37.5 mm)

1 in. (25 mm)

PM 1 100 PM 2 1 100

PM 2 shall only be used w hen a finer gradation of RAP is required by the mix design.

Note 6. A mix design for each distinct section shall be submitted to the Department prior

to construction using actual materials (in-situ sampled by the Contractor and new materials from the Contractor’s material suppliers) proposed for the project. The job mix formula shall meet the follow ing criteria and be approved by the Engineer.

LR 400-5

Page 3 of 9

CIR WITH EMULSIFIED ASPHALT MIX DESIGN REQUIREMENTS

Test Method CIR Test Purpose

Gradation for Design Millings, AASHTO T 27

Report

Design Moisture Content

Report Dispersion of

Emulsion

Superpave Gyratory Compaction, 1.25° angle, 87 psi (600 kPa)

30 gyrations at 4 in. (100 mm)

1

Laboratory Density Indicator

Bulk Specific Gravity (Density), ASTM D 6752 or ASTM D 2726

Report Laboratory Density

Indicator

Rice (Maximum Theoretical) Specific Gravity, ASTM D 2041


Indicator

Air Voids


Indicator

Marshall Stability, ASTM D 1559, lbs (kg)

1250 (567) minimum 1

Stability Indicator

Retained Stability, %

70 minimum Moisture Damage

Resistance

Raveling Test, 50 ° F (10 ºC), %

2 maximum Raveling

Resistance

Additional Additive(s) 2

Coarse Aggregate

Fine Aggregate

RAP

Fly Ash

Cement, %

Report

Report

Report

Report

1.0 maximum

Emulsified Asphalt 2

Distillation Residue, % Residue

Penetration, dmm Optimum

Emulsion Content, % Residual

Asphalt to Cement Content Ratio

Report

Report

Report

3:1 minimum

Notes: 1. 6 in. (150 mm) samples may be used; however, if 6 in. (150 mm) samples are

used, the Marshall Stability is required to be 2,500 lb (1134 kg) minimum.

2. Report shall include type/gradation and producer/supplier.

Equipment. Equipment shall be according to the follow ing Articles of Division 1100 – Equipment.

Item Article/Section (a) Self-Propelled Pneumatic-Tired Rollers (Note 1) ............................................... 1101.01(c) (b) Steel Wheel Tandem Rollers ........................................................................ 1101.01(e)(1) (c) Vibratory Roller (Note 2) ....................................................................................1101.01(g) (d) Mechanical Sweeper .............................................................................................. 1101.03 (e) Self-Propelled Milling Machine ...........................................................................1101.16(a) (f) Spreading and Finishing Machine .......................................................................... 1102.03 (g) Multi-unit Recycling Train (Note 3, 5) (h) Single-unit Recycler (Note 4, 5) (i) Pick-Up Machine (Note 6)

LR 400-5

Page 4 of 9

Note 1. The self-propelled pneumatic-tired roller shall have a gross w eight (mass) of not less than 25 tons (23 metric tons).

Note 2. The double drum vibratory rollers shall have a gross operating w eight (mass) of

not less than 10 tons (9 metric tons) and a w idth of 78 in. (1950 mm).

Note 3. The multi-unit recycling train shall contain the follow ing.

a. A self-propelled cold milling machine that is capable of pulverizing the existing bituminous material in a single pass to the depth show n on the plans and to a minimum w idth of not less than 12.5 ft (3.8 m). The machine shall have automatic depth controls to maintain the cutting depth to w ithin 0.25 in. (6 mm) of that show n on the plans, and shall have a positive means for controlling cross slope elevations. The use of a heating device to soften the pavement w ill not be permitted.

b. A material sizing unit having screening and crushing capabilities to reduce the cold pulverized material to the appropriate size. The screening and crushing unit shall have a closed circuit system capable of continuously returning oversized material to the crusher. All of the pulverized material (100 percent) shall be processed to the maximum size requirements as specified.

c. A mixing unit equipped w ith a belt scale for the continuous w eighing of the pulverized and sized bituminous material and a coupled/interlocked computer controlled liquid metering device. The mixing unit shall be an on-board completely self-contained pugmill. The liquid metering device shall be capable of automatically adjusting the flow of emulsified asphalt to compensate for any variation in the w eight of pulverized material coming into the mixer. The metering device shall deliver the amount of emulsified asphalt

to w ithin 0.2 percent of the required amount by w eight of pulverized bituminous material (for example, if the design requires 3.0 percent, the metering device shall maintain betw een 2.8 percent to 3.2 percent). The emulsified asphalt pump should be of sufficient capacity to allow emulsion contents up to 3.5 percent by w eight of pulverized bituminous material. Also, automatic digital readings w ill be displayed for both the flow rate and total amount of pulverized bituminous material and emulsified asphalt in appropriate units of w eight and time.

Note 4. The single-unit recycler shall be a self-propelled cold milling machine/cold

recycling machine w ith a dow n cutting cutter head capable of pulverizing and recycling the existing hot-mix asphalt pavement to a maximum depth of 5 in. (125 mm), incorporate the emulsified asphalt and w ater, and mix the materials to produce a homogeneous material. The minimum pow er of this machine is 900 hp (670 kW). The machine shall be capable of pulverizing and recycling not less than 12.5 ft (3.8 m) w ide in each pass. The machine shall have tw o systems for adding emulsified asphalt and w ater, w ith each system having a full-w idth spray bar w ith a positive displacement pump interlocked to the machine’s ground speed to insure that the amount of emulsified asphalt and w ater being added is automatically adjusted w ith changes to the machine’s ground speed. Each additive system shall have its ow n spray bar equipped w ith 2 nozzles per ft (6 nozzles per m) of spray bar and be capable of incorporating up to 7 gal/sq yd (31.7 L/sq m) of emulsified asphalt and/or w ater. Individual valves on the spray bar shall be capable of being turned off as necessary to minimize emulsified asphalt and w ater overlap on subsequent passes.

LR 400-5

Page 5 of 9

Note 5. Any additives such as w ater, lime slurry, etc. added by the recycling equipment at the mill head or mixing unit shall be controlled through liquid metering devices capable of automatically adjusting for the variation in the w eight of the pulverized material going into the mixing unit. The metering devices shall be capable of delivering the amount of additive to w ithin ± 0.2 percent of the required amount by w eight of the pulverized bituminous material. A capability of adding up to 5% w ater by w eight of the pulverized bituminous material, if necessary based on environmental and material requirements, is mandatory. It w ill not be required to meter the w ater added at the milling machine to control dust in the screens, belts, or crusher/material sizing unit.

Note 6. The pick-up machine shall be capable of removing the entire w indrow dow n to

the remaining underlying material.

CONSTRUCTION REQUIREMENTS Weather Limitations. This w ork shall be performed w hen the atmospheric temperature in the shade and aw ay from artificial heat is 50 °F (10 °C) and rising. Also, the w eather shall not be foggy or rainy. The w eather forecast shall not call for freezing temperature w ithin 48 hours after placement of any portion of the project. The Engineer may restrict w ork w hen the heat index is greater than 100 °F (38 °C). Preparation of Existing Pavement. Grass and other vegetation shall be removed from the edge of the existing pavement to prevent contamination of the pulverized bituminous material during the milling operation. The existing pavement shall be milled to the required depth and w idth as indicated on the plans. Recycling shall be in a manner that does not disturb the underlying material in the existing roadw ay. The milling operation shall be conducted so that the amount of fines occurring along the vertical faces of the cut w ill not prevent bonding of the cold recycled materials. The pulverized bituminous material shall be processed to the required gradation specified. When a paving fabric is encountered during the CIR operation, the Contractor shall make the necessary adjustments in equipment or operations so that at least 90 percent of the shredded fabric in the recycled material is no more that 5 sq in. (3200 sq mm). Additionally, no fabric piece shall have any dimension exceeding a length of 4 in. (100 mm). These changes may include, but not be limited to, adjusting the milling rate or screens in order to obtain a recycled material meeting specification requirements. The Contractor shall be required to w aste material containing oversized pieces of paving fabric as directed by the Engineer. When the Contractor is aw are that paving fabric exists, such as indicated on the plans, the Contractor w ill not receive additional payment. How ever, if the Contractor is not made aw are of the paving fabric, then the Contractor shall receive additional payment for any necessary adjustments in equipment and operations. Mixing Operation. The pulverized material shall be processed through a mixing unit capable of combining the pulverized material, emulsified asphalt, and any additives to produce a homogeneous recycled mixture. The emulsified asphalt shall be incorporated into the pulverized bituminous material at the initial rate determined by the mix design(s) and approved by the Engineer. Sampling and mix design may determine different levels of emulsified asphalt at various portions of the project.

LR 400-5

Page 6 of 9

Spreading and Finishing. The recycled material shall be spread using a self-propelled paver. A pick-up machine shall be used to transfer the w indrow ed recycled material into the spreading and finishing machine. The pick-up machine must be w ithin 150 ft (45 m) of the mixing unit. The recycled material shall be spread by a spreading and finishing machine in one continuous pass, w ithout segregation, and to the lines and grades established by the Engineer.

Compaction. The compacted recycled material shall be at a thickness of 2.5 to 5.0 in. (63 to 125 mm). The recycled material shall be compacted according to the follow ing. (a) Grow th Curve. Compaction shall be accomplished by performing a grow th curve w ithin

the first one-half mile of production. If an adjustment is made to the emulsified asphalt application rate or recycled depth, the Engineer reserves the right to request an additional grow th curve. The grow th curve, consisting of a plot of lb/cu ft (kg/cu m) versus number of passes w ith the project breakdow n roller, shall be developed. Roller speed during the grow th curve testing shall be the same as the normal paving operation. This curve shall be established by use of a nuclear gauge. Tests shall be taken after each pass until the highest lb/cu ft (kg/cu m) is obtained. This value shall be the target density.

A new grow th curve is required if the rollers used on the grow th curve are replaced w ith a new roller during production. The target density shall apply only to the specific gauge used. If additional gauges are to be used to determine density specification compliance, the Contractor shall establish a unique minimum allow able target density from the grow th curve location for each gauge.

(b) Rollers. Immediately after processing and final shaping, the recycled material shall be

compacted w ith equipment meeting the follow ing requirements.

MINIMUM ROLLER REQUIREMENTS FOR CIR

Breakdown Roller

(one of the following)1

Intermediate

Roller 1

Final Roller (one or more of the

following)1

Density Requirement

Vs, VD

P

VS, TF

95 - 102 percent of the target density obtained on

the growth curve

Note): 1. Equipment definitions in Table 1 of Article 406.07.

(c) Rolling. Breakdow n rolling shall be achieved by using a vibratory roller either operating in a static or vibratory mode. Vibratory mode should only be used if it is show n to not damage the pavement. Intermediate rolling shall be completed by a self-propelled pneumatic-tired roller(s) until no displacement is occurring or until the pneumatic-tired roller(s) is w alking out of the mixture. Final rolling to eliminate tire marks and to achieve density shall be done by a separate double drum steel roller(s) operating in static mode.

Rolling shall start no more than 30 minutes behind the paver. Finish rolling shall be completed no more than one hour after milling is completed. When possible, rolling shall not be started or stopped on uncompacted material but w ith rolling patterns established so that they begin or end on previously compacted material or the existing pavement.

LR 400-5

Page 7 of 9

Opening to Traffic. After the completion of compaction of the recycled material, no traffic, including that of the Contractor, shall be permitted on the completed recycled material for at least tw o hours. After tw o hours, rolling traffic may be permitted on the recycled material. This time may be adjusted by the Engineer to allow establishment of sufficient cure so traffic w ill not initiate raveling or permanent deformation. All loose particles that may develop on the pavement surface shall be removed by pow er brooming.

After opening to traffic, the surface of the recycled pavement shall be maintained in a condition suitable for the safe movement of traffic. Maintenance. The Contractor shall maintain the recycled pavement in a manner satisfactory to the Engineer until the w earing course has been constructed. Maintenance related to Contractor construction procedures or quality of w ork, shall not be paid for separately. Curing. Before placing the specified w earing course, the recycled pavement shall be allow ed to cure until the moisture of the material is reduced to 2.0 percent or less, or approval of the Engineer. Unless otherw ise directed by the Engineer, the specified w earing course shall be placed w ithin tw o w eeks of the recycled pavement final cure, but no later than November 1. Surface Tests. The completed recycled pavement w ill be tested for smoothness in the w heel paths w ith a 16 ft (5 m) straightedge. For each variation in the recycled pavement that exceeds 3/8 in. (10 mm), the entire area affected shall be corrected by a self-propelled milling machine. The recycled pavement shall be sw ept by a mechanical broom to remove all loose material from the recycled pavement before opening to traffic.

The Contractor shall furnish a 16 ft (5 m) straightedge and shall provide for its jobsite transportation at no additional cost to the Department.

Quality Assurance/ Quality Control (QC/QA). (a) Quality Control by the Contractor. The Contractor shall perform or have performed

the inspection and tests required to assure conformance to contract requirements. Control includes the recognition of obvious defects and their immediate correction. This may require increased testing, communication of test results to the job site, modification of operations, suspension of the w ork, or other actions as appropriate. The Engineer shall be immediately notified of any failing tests and subsequent remedial action. Passing tests shall be reported to the Engineer no later than the start of the next w ork day.

(b) Quality Assurance by the Engineer. The Engineer w ill conduct independent assurance tests on split samples taken by the Contractor for quality control testing. In addition, the Engineer w ill w itness the sampling and splitting of these samples and w ill immediately retain w itnessed split samples for quality assurance testing.

(c) Tests Methods and Frequency.

(1) Depth of Pulverization (Milling). The nominal depth at the centerline shall be required. Anytime depth changes are made or equipment is idle, a depth check shall be taken.

LR 400-5

Page 8 of 9

(2) Pulverized Material Sizing and Gradation. A sample shall be obtained before emulsified asphalt addition and screened using a 1.5 in. (37.5 mm) sieve (or smaller sieve if required) to determine if meeting the maximum particle size requirement. Gradations shall be performed each day on the moist millings using the follow ing sieves: 1.5 in., 1.0 in., 3/4 in., 1/2 in., 3/8 in., No. 4, No. 8, No. 16, and No. 30. The resulting gradation shall be compared to the mix design gradations to determine any necessary changes to emulsion content.

Sampling procedures shall generally be in accordance w ith ASTM D 979 or AASHTO T 168. When the Engineer determines the location for a gradation sample, the Contractor w ill be notified to turn off the emulsified asphalt and mark the location continuing to pulverize the hot-mix asphalt pavement until the Engineer is satisfied w ith the length of material pulverized w ithout the addition of the emulsified asphalt. The maximum length of pulverization w ithout the addition of the emulsified asphalt shall not exceed 100 ft (30 m). After the Contractor collects the gradation sample, the machine w ill be backed up to the location w here the emulsified asphalt w as turned off, then re-pulverize this material, adding the required amount of emulsified asphalt to the pulverized material.

(3) Emulsified Asphalt Content. The Engineer shall be notified any time emulsified asphalt content is changed. The emulsified asphalt content shall be checked and recorded for each segment in w hich the percentage is changed. Emulsified asphalt content changes shall be made based upon mix design recommendations, w hich are based upon different mix designs for road segments of varying construction. The emulsified asphalt content shall be checked from the belt scale totalizer or emulsified asphalt pump totalizer.

(4) Water Content. The Engineer shall be notified any time the w ater content is changed. Water content at the milling head shall be checked and recorded for each segment in w hich the percentage is changed. This information shall be gathered from the w ater metering device, w hich can be checked from the belt scale totalizer to verify daily quantities used. Water content changes shall be made based on mixture consistency, coating, and dispersion of the recycled materials.

(5) Compacted Density. A w et density shall be determined using a nuclear moisture-density gauge generally follow ing the procedures for ASTM D 2950, backscatter measurement. This measurement shall be compared to the target density obtained by the grow th curve.

(6) Frequency. The follow ing table provides the minimum frequency for tests; how ever, the Engineer may increase the testing frequency if the construction process is experiencing problems or unknow n conditions are encountered.

QC/QA TESTING FREQUENCY

Test QC Frequency 1 QA Frequency 1

Depth of Pulverization 1 per 500 ft (150 m) 1 per 1000 ft (300 m)

Pulverized Material Sizing and Gradation

1 per 0.5 day of production 1 per day of production

Emulsified Asphalt Content 1 per 500 ft (150 m) 1 per 1000 ft (300 m)

Water Content 1 per 500 ft (150 m) 1 per 1000 ft (300 m)

Compacted Density 1 per 0.25 mile (0.4 km) 1 per mile (1.6 km)

Note: 1. The Contractor shall perform all quality control tests within the first 500 ft (150 m) after startup or any change in the mix. The Department will also run the split samples at these locations.

LR 400-5

Page 9 of 9

Method of Measurement.

Bituminous materials w ill be measured for payment as specified in Section 1032.

Coarse aggregate w ill be measured in square yards (square meters).

The cold in-place recycling w ill be measured in square yards (square meters) of the recycled pavement.

Basis of Payment.

The bituminous material w ill be paid for at the contract unit price per ton (metric ton) for CIR-FDR EMULSIFIED ASPHALT. The coarse aggregate w ill be paid for at the contract unit price per square yard (square meter) for ADD ROCK.

The cold in-place recycling w ill be paid for at the contract unit price per square yard (square meter) for COLD IN-PLACE RECYCLING, of the thickness specified. If provided as a payment item, the additional cement, lime or fly ash required by the mix design w ill be measure and paid as specified in Section 302. If not provided as a payment item, the cost of additional cement, lime or fly ash required by the mix design w ill be paid for according to Article 109.04.

LR 702 Page 1 of 1

State of Illinois Department of Transportation

Bureau of Local Roads and Streets


CONSTRUCTION AND MAINTENANCE SIGNS

Effective: January 1, 2004 Revised: June 1, 2007

All references to Sections or Articles in this specification shall be construed to mean a specific Section or Article of the Standard Specifications for Road and Bridge Construction, adopted by the Department of Transportation. 701.14. Signs. Add the following paragraph to Article 701.14:

All warning signs shall have minimum dimensions of 1200 mm x 1200 mm (48" x 48") and have a black legend on a fluorescent orange reflectorized background, meeting, as a minimum, Type AP reflectivity requirements of Table 1091-2 in Article 1091.02.

LR 1000-1 Page 1 of 7

State of Illinois

Department of Transportation Bureau of Local Roads and Streets

SPECIAL PROVISION

FOR COLD IN-PLACE RECYCLING (CIR) AND FULL DEPTH RECLAMATION (FDR) WITH

EMULSIFIED ASPHALT MIX DESIGN PROCEDURES

Effective: April 1, 2012 Revised: June 1, 2012

All references to Divisions, Sections, and Articles in this Special Provision shall be construed to mean specific Divisions, Sections, and Articles in the Standard Specifications for Road and Bridge Construction adopted by the Department of Transportation. Laboratory Temperature and Humidity Control Each laboratory performing mix designs shall have heating, ventilation, and air conditioning (HVAC) equipment that maintains a room temperature of 68 to 86 ºF (20 to 30 ºC) and relative humidity of less than 60 percent. Sampling and Processing A minimum sample size of 350 lb (160 kg) is needed for each mix design. Bulk samples of the recycled layer thickness shall be obtained from either test pits or cores. Each layer shall be examined to confirm thickness and material. The bituminous layers shall be crushed. A washed gradation of the crushed bituminous layer(s) shall be performed according to AASHTO T 27 and reported and meet the following requirement(s).

Sieve Size

Percent Passing

FDR Crushed Gradations

Ideal Less Suitable

2 in. . 50 mm 100 1 1/2 in. 37.5 mm 87 – 100

1 in. 25 mm 77 – 100 100 3/4 in. 19 mm 66 – 99 99 – 100 1/2 in. 12.5 mm 67 – 87 87 – 100 3/8 in. 9.5 mm 49 – 74 74 – 100 No. 4 4.75 mm 35 – 56 56 – 95 No. 8 2.36 mm 25 – 42 42 – 78

No. 16 1.18 mm 18 – 33 33 – 65 No. 50 300 μm 10 – 24 24 – 43

No. 200 75 μm 4 – 10 10 – 20

LR 1000-1 Page 2 of 7

Sieve Size

Percent Passing

FDR Crushed Gradations

Fine Medium Coarse

1 1/2 in. 37.5 mm 100 100 100 1 in. 25 mm 100 100 85-100

3/4 in. 19 mm 95-100 85-96 75-92 No. 4 4.75 mm 55-75 40-55 30-45

No. 30 600 μm 15-35 4-14 1-7 No. 200 75 μm 1-7 0.6-3 0.1-3

Washed gradation (AASHTO T 27) and sand equivalent (ASTM D 2419, Method B) shall be performed and reported for any granular layer. The washed gradation (AASHTO T 27) of combined layers shall be performed and reported. If combined layers include an aggregate layer, the sand equivalent (ASTM D 2419, Method B) shall be performed and reported. All washed gradations shall be dried at no greater than 104 °F (40 °C). Mixing and Compaction 1. FDR with Emulsified Asphalt. Perform Modified Proctor compaction according to

ASTM D 1557, Method C to determine optimum moisture content (OMC) at peak dry density. OMC shall be defined by a best-fit curve from a minimum of four points. Material containing 20 percent or more passing the No. 200 sieve shall be mixed with target moisture, sealed, and set aside a minimum of 12 hours. All other material shall be set aside a minimum of 3 hours. If a material contains less than 4 percent passing the No. 200 sieve, then this testing is not required. Select the water content of specimens, not including water in the emulsified asphalt, based on sand equivalent value (SE) from the combined materials.

• 60 to 75 percent of OMC if SE ≤ 30

• 45 to 65 percent of OMC if SE > 30 If a material contains less than 4 percent passing the No. 200 sieve or if no peak develops with the OMC curve, then fix the moisture content between 2 and 3 percent. Specimens shall be mixed with the required amount of water before the addition of emulsified asphalt. Specimens shall be mixed with the appropriate amount of water and allowed to sit sealed according to the same guidelines as used for Modified Proctor specimens. Samples shall have a weight before addition of water and emulsfied asphalt to produce 2.75 to 3.25 in. (70 mm to 80 mm) tall compacted specimens. Choose four emulsified asphalt contents that will bracket the design emulsified asphalt content. Recommended emulsified asphalt content percentages: 1.5, 2.0, 2.5, 3.0, 3.5, or 4.0. The following specimens shall be created:

• A minimum of two specimens at each of four emulsified asphalt contents shall be produced for short-term strength testing.

• Four specimens at each of four emulsified asphalt contents shall be produced for the strength and retained strength tests.

LR 1000-1 Page 3 of 7

• Two specimens shall be produced for maximum specific gravity.

A mechanical mixer shall be used that has a bowl with a diameter of 10 to 12 in. (250 to 300 mm). It shall rotate on its axis at 50 to 75 revolutions per minute. A mixing paddle which makes contact with the bottom and side of the bowl shall rotate on its axis at twice the bowl rotation rate and in the opposite rotation direction as the bowl.

Aggregate material and emulsified asphalt shall be mixed at a temperature of 68 to 79 °F (20 to 26 °C). Water shall be mixed for 60 seconds. Emulsified asphalt shall be mixed for 60 seconds. If other materials are added, such as lime or cement, then they shall be introduced in a similar manner as they will be on the project. For example, if lime is incorporated a day or more before emulsified asphalt addition, then it shall be added to the wet aggregate a day or more before mixing with emulsified asphalt. If lime is incorporated as a slurry, then it shall be incorporated as a slurry in the laboratory. Loose specimens shall be cured individually in plastic containers of 4 to 7 in. (100 to 175 mm) height and 6 in. (150 mm) diameter. Specimens shall be cured at 104 °F (40 °C) for 30 ± 3 minutes. No further mixing or aeration shall occur during this time. Specimens shall be compacted in a Superpave gyratory compactor (SGC) at a vertical pressure of 87 psi (600 kPa), an angle of 1.25°, and a mold of 6 in. (150 mm) diameter for 30 gyrations. After the last gyration, 87 psi (600 kPa) ram pressure shall be applied for 10 seconds. The mold shall not be heated.

2. CIR with Emulsified Asphalt. The specimen size shall be the amount that will produce a 2.4 to 2.6 in. (60 to 65 mm) tall specimen.

Choose three emulsified asphalt contents that bracket the estimated recommended emulsified asphalt content. Recommended emulsified asphalt content percentages: 1.5, 2.0, 2.5, 3.0, 3.5, 4.0. The following specimens shall be created:

• Four per emulsified asphalt content for a total of 6 for long-term stability and 6 for moisture testing for 3 emulsified asphalt contents.

• Two specimens are required for Rice specific gravity; test at the highest emulsified asphalt content in the design and back calculate for the lower emulsified asphalt contents.

Add moisture that is expected to be added at the milling head, typically 1.5 to 2.5 percent. If any additives are in the mixture, introduce the additives in a similar manner that they will be added during field production. Mixing of test specimens shall be performed with a mechanical bucket mixer. Mix the CIR-RAP millings thoroughly with water first, then mix with emulsified asphalt. Mixing shall occur at ambient temperature. One specimen shall be mixed at a time. Mixing time with emulsified asphalt should not exceed 60 seconds.

Specimens shall be compacted immediately after mixing. Place paper disks on the top and bottom of the specimen before compaction.

Specimens shall be compacted with a Superpave gyratory compactor (SGC) in a 4 in. (100 mm) mold at 1.25° angle, 87 psi (600 kPa) ram pressure, and 30 gyrations. The mold shall not be heated.

LR 1000-1 Page 4 of 7

Curing after Compaction 1. FDR with Emulsified Asphalt. Specimens (except STS specimens) shall be cured for 72

hours at 104 °F (40 °C). The bottom of the specimens shall rest on racks with slots or holes for air circulation. After curing, specimens for moisture conditioning shall be cooled at ambient temperature a maximum of 24 hours; specimens for dry strength shall cool at ambient temperature or 77 °F (25 °C) and be tested at the same time as the moisture-conditioned specimens.

Specimens for Rice (maximum theoretical) specific gravity shall be cured at the same conditions as the compacted specimens, except they can be tested after cooling a maximum of 24 hours.

2. CIR with Emulsified Asphalt. Extrude specimens from molds immediately after compaction. Carefully remove paper disks. Place specimens in 140 °F (60 °C) forced draft oven with ventilation on sides and top. Place each specimen in a small container to account for material loss from the specimens. Specimens for Rice (maximum theoretical) specific gravity should be dried to constant weight (less than 0.05 percent weight loss in 2 hours). Care should be taken not to over-dry the specimens. Cure compacted specimens to constant weight (less than 0.05 percent weight loss in 2 hours), but no more than 48 hours and no less than 16 hours. After curing, cool specimens at ambient temperature a minimum of 12 hours and a maximum of 24 hours.

Short-Term Strength (STS) Test (FDR with Emulsified Asphalt Only) A modified Hveem cohesiometer apparatus shall be used to test early strength (1 hour). This apparatus and procedure generally conforms to ASTM D 1560, Section 13 with the following exceptions:

• It shall have the capability of testing 6 in. (150 mm) diameter specimens.

• It shall have a shot flow rate of 5.95 ± 0.11 lb/min (2700 ± 50 g/min).

• Specimens shall be cured before compaction according to Section 5, and cure each specimen at each emulsified asphalt content for 60 ± 5 min at 77 °F (25 °C) and 10 to 70 percent humidity after compaction and before testing.

The following calibrations shall be made.

• The counter balance should be positioned exactly so that the hinged plate just barely remains horizontal when the top brackets and empty bucket are in place. This ensures that there is no force on the sample until shot begins to flow into the bucket.

• The gap between the bars of the switch that turns off the flow of shot should have a gap of 0.75 in. (18 mm) when there is 3000 g of shot in the bucket. During this adjustment the locking bolt that prevents the plate from moving is in place.

Cohesion shall be tested as follows.

1. Tare the balance with the empty bucket weight.

2. Center the specimen on the unit.

3. Place plates on top of sample and press down while adjusting the outer lower nuts up until they just contact the bottom of the plate.

LR 1000-1 Page 5 of 7

4. Use a torque wrench or torque-meter to tighten the nuts on the specimen to a maximum of

1.6 foot pound 2.6 (N m).

5. Gently support the bar so the unit does not move when the pin is pulled releasing the hinged plate.

6. Pull pin and push open valve to start the flow of shot.

7. After the unit shuts off the flow of shot, immediately put the locking pin in place and then record the weight of shot.

8. Loosen top nuts to remove plates and rotate specimen 90°.

9. Repeat procedure on the other axis of the specimen.

10. Calculate short-term strength as follows:

15 0.031 0.0027

Where: SW = Shot Weight in grams h = height in cm

11. A total of two results will be obtained for each specimen at each emulsified asphalt content, and a total of four results will be obtained at each emulsified asphalt content.

Volumetric Measurements Determine bulk specific gravity (ASTM D 6752) of the specimens. Keep specimens in bags until testing or vacuum saturation is performed. ASTM D 2726 may be used to determine bulk specific gravity if specimens’ absorption is less than or equal to 2 percent of water by volume. Determine Rice (maximum theoretical) specific gravity (ASTM D 2041) except as noted in the Mixing, Compaction, and Curing after Compaction sections. Determine air voids at all emulsified asphalt contents used in the design. Mechanical Measurements 1. FDR with Emulsified Asphalt. Perform ITS testing according to ASTM D 4867. Specimens

shall be conditioned at 77 °F (25 °C) for two hours before testing. Vacuum saturate half the specimens at each emulsified asphalt content to a minimum 55 percent of the voids filled with water. Soak for 24 hours at 77 °F (25 °C) before testing.

2. CIR with Emulsified Asphalt. Determine corrected Marshall Stability (ASTM D 1559) at 104 °F (40 °C) after 2 hour temperature conditioning in a forced draft oven. This testing shall be performed at the same time that the moisture conditioned specimens are tested.

Perform same conditioning and volumetric measurements on moisture-conditioned specimens as on other specimens. Vacuum saturate to 55 to 75 percent; and soak in a 77 °F (25 °C) water bath for 23 hours, followed by a one hour soak at 104 °F (40 °C). Determine corrected Marshall Stability. The average moisture conditioned specimen strength divided by the average dry specimen strength is referred to as retained stability.

LR 1000-1 Page 6 of 7

Raveling Test (CIR with Emulsified Asphalt Only) The apparatus used for the raveling test is a modified A-120 Hobart mixer and abrasion head (including hose) used in the Wet Track Abrasion of Slurry Surfaces Test (ISSA TB-100). The rotation speed for the raveling test is not modified from ISSA TB-100. The ring weight is removed from the abrasion head for the raveling test below. The weight of the abrasion head and hose in contact with the specimen should be 600 g ± 15 g. The prepared sample must be able to be secured under the abrasion head, and centered for an accurate result, allowing for free movement vertically of the abrasion head. The device used for securing and centering the sample must allow a minimum of 0.4 in. (10 mm) of the sample to be available for abrasion. The Hobart mixer will need to be modified to allow the sample to fit properly for abrasion. The modification may be accomplished by adjusting the abrasion head height, or the height of the secured sample. The Hobart C-100 and N-50 Models are not acceptable for this test procedure due to differences in size and speed of rotation.

1. Split out two recycled asphalt samples from the medium gradation, or field sample, to a quantity of 2700 g in mass. The 2700 g is an approximate weight to give 2.8 ± 0.2 in. (70 ± 5 mm) of height after compaction.

2. The recycled asphalt sample should be placed in a container of adequate size for mixing.

3. Field or design moisture contents should be added to each of the recycled asphalt samples and mixed for 60 seconds.

4. The design emulsified asphalt content shall be added to each of the recycled asphalt samples and mixed for 60 seconds.

5. The samples shall be placed immediately into a 6 in. (150 mm) gyratory compaction mold and compacted to 20 gyrations. If the sample height is not 2.8 ± 0.2 in. (70 ± 5 mm), the recycled asphalt weight should be adjusted.

6. After compaction, the samples shall be removed from the compaction mold and placed on a flat pan to cure at the specified temperature and humidity (if required) for 240 ± 5 minutes. The temperature shall be maintained at 50 ± 3.5 ºF (10 ± 2 ºC).

7. The specimens shall be weighed after the curing, just prior to testing.

8. The specimens shall be placed on the raveling test apparatus. Care should be taken that the specimen is centered and well supported. The area of the hose in contact with the specimen should not have been previously used. It is allowable to rotate the hose to an unworn section for testing. The abrasion head (with hose) shall be free to move vertically downward a minimum of 0.2 in. (5 mm) if abrasion allows.

9. The samples shall be abraded for 15 minutes and immediately weighed.

10. The Percent Raveling Loss shall be determined as follows:

100

Where: PRL = Percent Raveling Loss WP = Weight of Sample Prior to Testing WA = Weight of Sample After Testing

11. The average of the two specimens shall be reported as the Percent Raveling Loss. If there is a difference of > 0.5 percent raveling loss between the two test specimens, the Raveling Test shall be repeated. If both of the test specimens have a Percent Raveling Loss of > 10 percent, the two test results shall be averaged and the maximum 0.5 percent difference between test specimens shall not be required.

Note: If field mix samples are taken, Steps 2, 3, and 4 shall be omitted.

LR 1000-1 Page 7 of 7

Emulsified Asphalt Content Selection The emulsified asphalt content selected shall result in the mixture meeting the mix design requirements of the FDR or CIR with emulsified asphalt special provision. Report All mix design test results shall be reported to the Department. All additional additives and bituminous material shall be reported to the Department.

LR1032-1 Page 1 of 3

State of Illinois DEPARTMENT OF TRANSPORTATION

Bureau of Local Roads & Streets


EMULSIFIED ASPHALTS

Effective: January 1, 2007 Revised: February 7, 2008

All references to Sections and Articles in this Special Provision shall be construed to mean specific Sections and Articles in the Standard Specifications for Road and Bridge Construction adopted by the Department of Transportation. Replace the table after Note 2 in Article 403.02 with the following:

Bituminous Materials Recommended for Weather Conditions Indicated

Type of Construction

Warm

[15 °C to 30 °C]*

[(60 °F to 85 °F)]*

Hot

[30 °C Plus]*

[(85 °F Plus)]*

Prime MC-30, PEP MC-30, PEP

Cover Coat and Seal

Coat

RS-2, CRS-2, RC-800, RC-3000, MC-800, MC-3000, SC-3000, HFE-90, HFE-150, HFE-300, HFRS-2, PEA**

RS-2, CRS-2, RC-800, RC-3000, MC-800, MC-3000, SC-3000, PG46-28, PG52-28, HFE-90, HFE-150, HFE-300,

HFRS-2, PEA**

* Temperature of the air in the shade at the time of application. ** PEA is only allowed on roads with low traffic volumes

Replace the table after Note 2 in Article 406.02 with the following:

Type of Construction Bituminous Materials Recommended

Prime (tack) on Brick, Concrete, or Bituminous Bases (Note 3)

SS-1, SS-1h, CSS-1, CSS-1h, HFE-90, RC-70

Prime on Aggregate Bases (Note 4) MC-30, PEP

Mixture for Cracks, Joints, and Flangeways PG58-22, PG64-22

Note 3. When emulsified asphalts are used, they shall be diluted with an equal volume of potable

water. HFE emulsions shall be diluted by the manufacturer. The diluted material shall be thoroughly agitated within 24 hours of application and show no separation of water and emulsion. The diluted material shall not be returned to an approved emulsion storage tank.

Note 4. Preparation of the bituminous PEP shall be as specified in Article 403.05.


Replace the table in Article 1032.04 with the following:

Spraying Application Temperature Ranges

Temperature Ranges Type and Grade of Bituminous Material

°F min. - max.

°C min. - max.

PEP 60 - 130 15 - 55 PEA 140 - 190 60 -88 MC-30 85 - 190 30 - 90 MC-70, RC-70, SC-70 120 - 225 50 - 105 MC-250, SC-250 165 - 270 75 - 130 MC-800, SC-800 200 - 305 95 - 150 MC-3000, SC-3000 230 - 345 110 - 175 PG46-28 275 - 385 135 - 195 PG52-28 285 - 395 140 - 200 RS-2, CRS-2 110 - 160 45 - 70 SS-1, SS-1h, CSS-1, CSS-1h 75 - 130 25 - 55 SS-1hP, CSS-1hP 75 - 130 25 - 55 HFE-90, HFE-150, HFE-300 150 - 180 65 - 80 HFP, CRSP, HFRS-2 150 - 180 65 - 80 E-2 85 - 190 30 - 90 E-3 120 - 225 50 - 105 E-4 165 - 270 75 - 130

Add subparagraph (g) to Article 1032.06:

(g) Penetrating Emulsified Asphalt (PEA). The penetrating emulsified asphalt shall meet the following requirements when tested according to AASHTO T59:

Viscosity, Saybolt Fural @ 25°C (77°F), sec: 20 - 500

Sieve Test, retained on 850 μm (No. 20) sieve, maximum, %: 0.10 Storage Stability Test, 1 day, maximum, %: 1

Float Test @ 60°C (140°F), minimum, sec: 150 Stone Coating Test, 3 minutes, : Stone Coated Thoroughly Particle Charge : Negative pH, minimum : 7.3 Distillation Test:

Distillation to 260°C (500°F) Residue, minimum %: 65 Oil Distillate by Volume, maximum %: 3

Test on residue from distillation:

Penetration @ 25°C (77°F), 100 g, 5 sec, minimum dmm: 300


Replace the last sentence and table of Article 1032.06 with the following:

The different grades are, in general, used for the following.

Grade Use

SS-1, SS-1h, CSS-1, CSS-1h, HFE 90, SS-1hP, CSS-1hP

Tack or fog seal

PEP Bituminous surface treatment prime

RS-2, HFE 90, HFE 150, HFE 300, CRSP, HFP, CRS-2, HFRS-2, PEA

Bituminous surface treatment

CSS-1h Latex Modified Microsurfacing

BDE SPECIAL PROVISIONSFor the August 2, 2019 and September 20, 2019 Lettings

The following special provisions indicated by a “check mark” are applicable to this contract and will be included by the Project Coordination and Implementation Section of the BD&E. An * indicates a new or revised special provision for the letting.

File Name # Special Provision Title Effective Revised80099 1 Accessible Pedestrian Signals (APS) April 1, 2003 Jan. 1, 201480274 2 Aggregate Subgrade Improvement April 1, 2012 April 1, 201680192 3 Automated Flagger Assistance Device Jan. 1, 200880173 4 Bituminous Materials Cost Adjustments Nov. 2, 2006 Aug. 1, 201780241 5 Bridge Demolition Debris July 1, 20095026I 6 Building Removal-Case I (Non-Friable and Friable Asbestos) Sept. 1, 1990 April 1, 20105048I 7 Building Removal-Case II (Non-Friable Asbestos) Sept. 1, 1990 April 1, 20105049I 8 Building Removal-Case III (Friable Asbestos) Sept. 1, 1990 April 1, 20105053I 9 Building Removal-Case IV (No Asbestos) Sept. 1, 1990 April 1, 201080404 10 Coarse Aggregate Quality for Micro-Surfacing and Cape Seals Jan. 1, 201980384 11 Compensable Delay Costs June 2, 2017 April 1, 201980198 12 Completion Date (via calendar days) April 1, 200880199 13 Completion Date (via calendar days) Plus Working Days April 1, 200880293 14 Concrete Box Culverts with Skews > 30 Degrees and April 1, 2012 July 1, 2016

80311 15 Concrete End Sections for Pipe Culverts Jan. 1, 2013 April 1, 201680277 16 Concrete Mix Design – Department Provided Jan. 1, 2012 April 1, 201680261 17 Construction Air Quality – Diesel Retrofit June 1, 2010 Nov. 1, 201480387 18 Contrast Preformed Plastic Pavement Marking Nov. 1, 201780029 19 Disadvantaged Business Enterprise Participation Sept. 1, 2000 March 2, 201980402 20 Disposal Fees Nov. 1, 201880378 21 Dowel Bar Inserter Jan. 1, 2017 Jan. 1, 201880405 22 Elastomeric Bearings Jan. 1, 2019

* 80415 23 Emulsified Asphalts Aug. 1, 201980388 24 Equipment Parking and Storage Nov. 1, 201780229 25 Fuel Cost Adjustment April 1, 2009 Aug. 1, 201780304 26 Grooving for Recessed Pavement Markings Nov. 1, 2012 Nov. 1, 201780246 27 Hot-Mix Asphalt – Density Testing of Longitudinal Joints Jan. 1, 2010 Aug. 1, 201880398 28 Hot-Mix Asphalt – Longitudinal Joint Sealant Aug. 1, 2018 Jan. 1, 201980406 29 Hot-Mix Asphalt – Mixture Design Verification and Production Jan. 1, 2019

(Modified for I-FIT Projects)80399 30 Hot-Mix Asphalt – Oscillatory Roller Aug. 1, 2018 Nov. 1, 201880347 31 Hot-Mix Asphalt – Pay for Performance Using Percent Nov. 1, 2014 Aug. 1, 2018

Within Limits – Jobsite Sampling80383 32 Hot-Mix Asphalt – Quality Control for Performance April 1, 2017 Jan. 1, 2019 80392 33 Lights on Barricades Jan. 1, 201880336 34 Longitudinal Joint and Crack Patching April 1, 2014 April 1, 201680411 35 Luminaires, LED April 1, 201980393 36 Manholes, Valve Vaults, and Flat Slab Tops Jan. 1, 2018 March 1, 201980400 37 Mast Arm Assembly and Pole Aug. 1, 201880045 38 Material Transfer Device June 15, 1999 Aug. 1, 201480394 39 Metal Flared End Section for Pipe Culverts Jan. 1, 2018 April 1, 201880165 40 Moisture Cured Urethane Paint System Nov. 1, 2006 Jan. 1, 2010

* 80412 41 Obstruction Warning Luminaires, LED Aug. 1, 201980349 42 Pavement Marking Blackout Tape Nov. 1, 2014 April 1, 2016 80371 43 Pavement Marking Removal July 1, 201680390 44 Payments to Subcontractors Nov. 2, 201780389 45 Portland Cement Concrete Nov. 1, 2017

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80359 46 Portland Cement Concrete Bridge Deck Curing April 1, 2015 Nov. 1, 201780300 47 Preformed Plastic Pavement Marking Type D - Inlaid April 1, 2012 April 1, 201680328 48 Progress Payments Nov. 2, 20133426I 49 Railroad Protective Liability Insurance Dec. 1, 1986 Jan. 1, 2006

* 80157 50 Railroad Protective Liability Insurance (5 and 10) Jan. 1, 200680306 51 Reclaimed Asphalt Pavement (RAP) and Reclaimed Nov. 1, 2012 Jan. 1, 2019

Asphalt Shingles (RAS)80407 52 Removal and Disposal of Regulated Substances Jan. 1, 201980395 53 Sloped Metal End Section for Pipe Culverts Jan. 1, 201880340 54 Speed Display Trailer April 2, 2014 Jan. 1, 201780127 55 Steel Cost Adjustment April 2, 2004 Aug. 1, 201780408 56 Steel Plate Beam Guardrail Manufacturing Jan. 1, 2019

* 80413 57 Structural Timber Aug. 1, 201980397 58 Subcontractor and DBE Payment Reporting April 2, 201880391 59 Subcontractor Mobilization Payments Nov. 2, 2017 April 1, 2019

* 80317 60 Surface Testing of Hot-Mix Asphalt Overlays Jan. 1, 2013 Aug. 1, 2019 80298 61 Temporary Pavement Marking April 1, 2012 April 1, 201720338 62 Training Special Provisions Oct. 15, 197580403 63 Traffic Barrier Terminal, Type 1 Special Nov. 1, 201880409 64 Traffic Control Devices - Cones Jan. 1, 201980410 65 Traffic Spotters Jan. 1, 201980318 66 Traversable Pipe Grate for Concrete End Sections Jan. 1, 2013 Jan. 1, 2018

80288 67 Warm Mix Asphalt Jan. 1, 2012 April 1, 201680302 68 Weekly DBE Trucking Reports June 2, 2012 April 2, 2015

* 80414 69 Wood Fence Sight Screen Aug. 1, 201980071 70 Working Days Jan. 1, 2002

The following special provisions are in the 2019 Supplemental Specifications and Recurring Special Provisions.

File Name Special Provision Title New Location(s) Effective Revised80382 Adjusting Frames and Grates Articles 602.02(s) and (t), 1043.04,

and1043.05April 1, 2017

80366 Butt Joints Article 406.08(c) July 1, 201680386 Calcium Aluminate Cement for Class PP-5

Concrete PatchingArticle 1001.01(e) Nov. 1, 2017

80396 Class A and B Patching Articles 442.06(a)(1) and (2) Jan. 1, 2018 Nov. 1, 201880377 Portable Changeable Message Signs Articles 701.20(h) and 1106.02(i) Nov. 1, 2016 April 1, 201780385 Portland Cement Concrete Sidewalk Article 424.12 Aug. 1, 2017

The following special provisions have been deleted from use.

File Name Special Provision Title Effective Revised8037680401

Hot-Mix Asphalt – Tack CoatPortland Cement Concrete Pavement Connector for Bridge Approach Slab

Nov. 1, 2016Aug. 1, 2018

The following special provisions require additional information from the designer. The additional information needs to be submitted as a separate document. The Project Coordination and Implementation section will then include the information in theapplicable special provision.

Bridge Demolition Debris Building Removal-Case IV Material Transfer DeviceBuilding Removal - Case I Completion Date Railroad Protective Liability InsuranceBuilding Removal – Case II Completion Date Plus Working Days Training Special ProvisionsBuilding Removal - Case III DBE Participation Working Days

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COMPENSABLE DELAY COSTS (BDE) Effective: June 2, 2017 Revised: April 1, 2019 Revise Article 107.40(b) of the Standard Specifications to read:

“ (b) Compensation. Compensation will not be allowed for delays, inconveniences, or damages sustained by the Contractor from conflicts with facilities not meeting the above definition; or if a conflict with a utility in an unanticipated location does not cause a shutdown of the work or a documentable reduction in the rate of progress exceeding the limits set herein. The provisions of Article 104.03 notwithstanding, compensation for delays caused by a utility in an unanticipated location will be paid according to the provisions of this Article governing minor and major delays or reduced rate of production which are defined as follows. (1) Minor Delay. A minor delay occurs when the work in conflict with the utility in an

unanticipated location is completely stopped for more than two hours, but not to exceed two weeks.

(2) Major Delay. A major delay occurs when the work in conflict with the utility in an unanticipated location is completely stopped for more than two weeks.

(3) Reduced Rate of Production Delay. A reduced rate of production delay occurs when the rate of production on the work in conflict with the utility in an unanticipated location decreases by more than 25 percent and lasts longer than seven calendar days.”

Revise Article 107.40(c) of the Standard Specifications to read:

“ (c) Payment. Payment for Minor, Major, and Reduced Rate of Production Delays will be made as follows. (1) Minor Delay. Labor idled which cannot be used on other work will be paid for

according to Article 109.04(b)(1) and (2) for the time between start of the delay and the minimum remaining hours in the work shift required by the prevailing practice in the area. Equipment idled which cannot be used on other work, and which is authorized to standby on the project site by the Engineer, will be paid for according to Article 109.04(b)(4).

(2) Major Delay. Labor will be the same as for a minor delay. Equipment will be the same as for a minor delay, except Contractor-owned equipment will be limited to two weeks plus the cost of move-out to either the

Contractor’s yard or another job and the cost to re-mobilize, whichever is less. Rental equipment may be paid for longer than two weeks provided the Contractor presents adequate support to the Department (including lease agreement) to show retaining equipment on the job is the most economical course to follow and in the public interest.

(3) Reduced Rate of Production Delay. The Contractor will be compensated for the reduced productivity for labor and equipment time in excess of the 25 percent threshold for that portion of the delay in excess of seven calendar days. Determination of compensation will be in accordance with Article 104.02, except labor and material additives will not be permitted.

Payment for escalated material costs, escalated labor costs, extended project overhead, and extended traffic control will be determined according to Article 109.13.”

Revise Article 108.04(b) of the Standard Specifications to read:

“ (b) No working day will be charged under the following conditions. (1) When adverse weather prevents work on the controlling item.

(2) When job conditions due to recent weather prevent work on the controlling item.

(3) When conduct or lack of conduct by the Department or its consultants,

representatives, officers, agents, or employees; delay by the Department in making the site available; or delay in furnishing any items required to be furnished to the Contractor by the Department prevents work on the controlling item.

(4) When delays caused by utility or railroad adjustments prevent work on the controlling

item.

(5) When strikes, lock-outs, extraordinary delays in transportation, or inability to procure critical materials prevent work on the controlling item, as long as these delays are not due to any fault of the Contractor.

(6) When any condition over which the Contractor has no control prevents work on the

controlling item.” Revise Article 109.09(f) of the Standard Specifications to read:

“ (f) Basis of Payment. After resolution of a claim in favor of the Contractor, any adjustment

in time required for the work will be made according to Section 108. Any adjustment in the costs to be paid will be made for direct labor, direct materials, direct equipment, direct jobsite overhead, direct offsite overhead, and other direct costs allowed by the resolution. Adjustments in costs will not be made for interest charges, loss of anticipated profit, undocumented loss of efficiency, home office overhead and unabsorbed overhead

other than as allowed by Article 109.13, lost opportunity, preparation of claim expenses and other consequential indirect costs regardless of method of calculation. The above Basis of Payment is an essential element of the contract and the claim cost recovery of the Contractor shall be so limited.”

Add the following to Section 109 of the Standard Specifications.

“ 109.13 Payment for Contract Delay. Compensation for escalated material costs, escalated labor costs, extended project overhead, and extended traffic control will be allowed when such costs result from a delay meeting the criteria in the following table.

Contract Type Cause of Delay Length of Delay

Working Days Article 108.04(b)(3) or Article 108.04(b)(4)

No working days have been charged for two consecutive weeks.

Completion Date

Article 108.08(b)(1) or Article 108.08(b)(7)

The Contractor has been granted a minimum two week extension of contract time, according to Article 108.08.

Payment for each of the various costs will be according to the following. (a) Escalated Material and/or Labor Costs. When the delay causes work, which would have

otherwise been completed, to be done after material and/or labor costs have increased, such increases will be paid. Payment for escalated material costs will be limited to the increased costs substantiated by documentation furnished by the Contractor. Payment for escalated labor costs will be limited to those items in Article 109.04(b)(1) and (2), except the 35 percent and 10 percent additives will not be permitted.

(b) Extended Project Overhead. For the duration of the delay, payment for extended project

overhead will be paid as follows. (1) Direct Jobsite and Offsite Overhead. Payment for documented direct jobsite

overhead and documented direct offsite overhead, including onsite supervisory and administrative personnel, will be allowed according to the following table.

Original Contract Amount

Supervisory and Administrative Personnel

Up to $5,000,000 One Project Superintendent

Over $ 5,000,000 - up to $25,000,000

One Project Manager, One Project Superintendent or Engineer, and One Clerk

Over $25,000,000 - up to $50,000,000

One Project Manager, One Project Superintendent, One Engineer, and

One Clerk

Over $50,000,000

One Project Manager, Two Project Superintendents, One Engineer, and One Clerk

(2) Home Office and Unabsorbed Overhead. Payment for home office and unabsorbed

overhead will be calculated as 8 percent of the total delay cost.

(c) Extended Traffic Control. Traffic control required for an extended period of time due to the delay will be paid for according to Article 109.04. When an extended traffic control adjustment is paid under this provision, an adjusted unit price as provided for in Article 701.20(a) for increase or decrease in the value of work by more than ten percent will not be paid.

Upon payment for a contract delay under this provision, the Contractor shall assign subrogation rights to the Department for the Department’s efforts of recovery from any other party for monies paid by the Department as a result of any claim under this provision. The Contractor shall fully cooperate with the Department in its efforts to recover from another party any money paid to the Contractor for delay damages under this provision.” 80384

CONSTRUCTION AIR QUALITY – DIESEL RETROFIT (BDE) Effective: June 1, 2010 Revised: November 1, 2014 The reduction of emissions of particulate matter (PM) for off-road equipment shall be accomplished by installing retrofit emission control devices. The term “equipment” refers to diesel fuel powered devices rated at 50 hp and above, to be used on the jobsite in excess of seven calendar days over the course of the construction period on the jobsite (including rental equipment). Contractor and subcontractor diesel powered off-road equipment assigned to the contract shall be retrofitted using the phased in approach shown below. Equipment that is of a model year older than the year given for that equipment’s respective horsepower range shall be retrofitted:

Effective Dates Horsepower Range Model Year

June 1, 2010 1/ 600-749 2002

750 and up 2006

June 1, 2011 2/ 100-299 2003

300-599 2001

600-749 2002

750 and up 2006

June 1, 2012 2/ 50-99 2004

100-299 2003

300-599 2001

600-749 2002

750 and up 2006

1/ Effective dates apply to Contractor diesel powered off-road equipment assigned to the contract.

2/ Effective dates apply to Contractor and subcontractor diesel powered off-road equipment assigned to the contract.

The retrofit emission control devices shall achieve a minimum PM emission reduction of 50 percent and shall be:

a) Included on the U.S. Environmental Protection Agency (USEPA) Verified Retrofit Technology List (http://www.epa.gov/cleandiesel/verification/verif-list.htm), or verified by the California Air Resources Board (CARB) (http://www.arb.ca.gov/diesel/verdev/vt/cvt.htm); or

b) Retrofitted with a non-verified diesel retrofit emission control device if verified retrofit

emission control devices are not available for equipment proposed to be used on the project, and if the Contractor has obtained a performance certification from the retrofit

device manufacturer that the emission control device provides a minimum PM emission reduction of 50 percent.

Note: Large cranes (Crawler mounted cranes) which are responsible for critical lift operations are exempt from installing retrofit emission control devices if such devices adversely affect equipment operation. Diesel powered off-road equipment with engine ratings of 50 hp and above, which are unable to be retrofitted with verified emission control devices or if performance certifications are not available which will achieve a minimum 50 percent PM reduction, may be granted a waiver by the Department if documentation is provided showing good faith efforts were made by the Contractor to retrofit the equipment. Construction shall not proceed until the Contractor submits a certified list of the diesel powered off-road equipment that will be used, and as necessary, retrofitted with emission control devices. The list(s) shall include (1) the equipment number, type, make, Contractor/rental company name; and (2) the emission control devices make, model, USEPA or CARB verification number, or performance certification from the retrofit device manufacturer. Equipment reported as fitted with emissions control devices shall be made available to the Engineer for visual inspection of the device installation, prior to being used on the jobsite. The Contractor shall submit an updated list of retrofitted off-road construction equipment as retrofitted equipment changes or comes on to the jobsite. The addition or deletion of any diesel powered equipment shall be included on the updated list. If any diesel powered off-road equipment is found to be in non-compliance with any portion of this special provision, the Engineer will issue the Contractor a diesel retrofit deficiency deduction. Any costs associated with retrofitting any diesel powered off-road equipment with emission control devices shall be considered as included in the contract unit prices bid for the various items of work involved and no additional compensation will be allowed. The Contractor's compliance with this notice and any associated regulations shall not be grounds for a claim. Diesel Retrofit Deficiency Deduction When the Engineer determines that a diesel retrofit deficiency exists, a daily monetary deduction will be imposed for each calendar day or fraction thereof the deficiency continues to exist. The calendar day(s) will begin when the time period for correction is exceeded and end with the Engineer's written acceptance of the correction. The daily monetary deduction will be $1,000.00 for each deficiency identified. The deficiency will be based on lack of diesel retrofit emissions control. If a Contractor accumulates three diesel retrofit deficiency deductions for the same piece of equipment in a contract period, the Contractor will be shutdown until the deficiency is corrected.

Such a shutdown will not be grounds for any extension of the contract time, waiver of penalties, or be grounds for any claim. 80261

DISPOSAL FEES (BDE) Effective: November 1, 2018 Replace Articles 109.04(b)(5) – 109.04(b)(8) of the Standard Specifications with the following:

“ (5) Disposal Fees. When the extra work performed includes paying for disposal fees at a clean construction and demolition debris facility, an uncontaminated soil fill operation or a landfill, the Contractor shall receive, as administrative costs, an amount equal to five percent of the first $10,000 and one percent of any amount over $10,000 of the total approved costs of such fees.

(6) Miscellaneous. No additional allowance will be made for general superintendence, the use of small tools, or other costs for which no specific allowance is herein provided.

(7) Statements. No payment will be made for work performed on a force account basis until the Contractor has furnished the Engineer with itemized statements of the cost of such force account work. Statements shall be accompanied and supported by invoices for all materials used and transportation charges. However, if materials used on the force account work are not specifically purchased for such work but are taken from the Contractor’s stock, then in lieu of the invoices, the Contractor shall furnish an affidavit certifying that such materials were taken from his/her stock, that the quantity claimed was actually used, and that the price and transportation claimed represent the actual cost to the Contractor. Itemized statements at the cost of force account work shall be detailed as follows. a. Name, classification, date, daily hours, total hours, rate, and extension for each

laborer and foreman. Payrolls shall be submitted to substantiate actual wages paid if so requested by the Engineer.

b. Designation, dates, daily hours, total hours, rental rate, and extension for each unit of machinery and equipment.

c. Quantities of materials, prices and extensions.

d. Transportation of materials.

e. Cost of property damage, liability and workmen’s compensation insurance premiums, unemployment insurance contributions, and social security tax.

(8) Work Performed by an Approved Subcontractor. When extra work is performed by an approved subcontractor, the Contractor shall receive, as administrative costs, an amount equal to five percent of the total approved costs of such work with the minimum payment being $100.

(9) All statements of the cost of force account work shall be furnished to the Engineer not later than 60 days after receipt of the Central Bureau of Construction form “Extra Work Daily Report”. If the statement is not received within the specified time frame, all demands for payment for the extra work are waived and the Department is released from any and all such demands. It is the responsibility of the Contractor to ensure that all statements are received within the specified time regardless of the manner or method of delivery.”

80402

EQUIPMENT PARKING AND STORAGE (BDE) Effective: November 1, 2017 Replace the first paragraph of Article 701.11 of the Standard Specifications with the following.

“ 701.11 Equipment Parking and Storage. During working hours, all vehicles and/or nonoperating equipment which are parked, two hours or less, shall be parked at least 8 ft (2.5 m) from the open traffic lane. For other periods of time during working and for all nonworking hours, all vehicles, materials, and equipment shall be parked or stored as follows.

(a) When the project has adequate right-of-way, vehicles, materials, and equipment shall be

located a minimum of 30 ft (9 m) from the pavement. (b) When adequate right-of-way does not exist, vehicles, materials, and equipment shall be

located a minimum of 15 ft (4.5 m) from the edge of any pavement open to traffic. (c) Behind temporary concrete barrier, vehicles, materials, and equipment shall be located a

minimum of 24 in. (600 mm) behind free standing barrier or a minimum of 6 in. (150 mm) behind barrier that is either pinned or restrained according to Article 704.04. The 24 in. or 6 in. measurement shall be from the base of the non-traffic side of the barrier.

(d) Behind other man-made or natural barriers meeting the approval of the Engineer.”

80388

HOT-MIX ASPHALT - DENSITY TESTING OF LONGITUDINAL JOINTS (BDE)

Effective: January 1, 2010 Revised: August 1, 2018 Description. This work shall consist of testing the density of longitudinal joints as part of the quality control/quality assurance (QC/QA) of hot-mix asphalt (HMA). Work shall be according to Section 1030 of the Standard Specifications except as follows.

Quality Control/Quality Assurance (QC/QA). Delete the second and third sentence of the third paragraph of Article 1030.05(d)(3) of the Standard Specifications.

Add the following paragraphs to the end of Article 1030.05(d)(3) of the Standard Specifications:

“ Longitudinal joint density testing shall be performed at each random density test location. Longitudinal joint testing shall be located at a distance equal to the lift thickness or a minimum of 4 in. (100 mm), from each pavement edge. (i.e. for a 5 in. (125 mm) lift the near edge of the density gauge or core barrel shall be within 5 in. (125 mm) from the edge of pavement.) Longitudinal joint density testing shall be performed using either a correlated nuclear gauge or cores.

a. Confined Edge. Each confined edge density shall be represented by a one-minute nuclear density reading or a core density and shall be included in the average of density readings or core densities taken across the mat which represents the Individual Test.

b. Unconfined Edge. Each unconfined edge joint density shall be represented by an average of three one-minute density readings or a single core density at the given density test location and shall meet the density requirements specified herein. The three one-minute readings shall be spaced 10 ft (3 m) apart longitudinally along the unconfined pavement edge and centered at the random density test location.

When a longitudinal joint sealant (LJS) is applied, longitudinal joint density testing will not be required on the joint(s) sealed.”

Revise the Density Control Limits table in Article 1030.05(d)(4) of the Standard Specifications to read:

“Mixture Composition

Parameter Individual Test (includes confined

edges)

Unconfined Edge Joint Density

Minimum

IL-4.75 Ndesign = 50 93.0 – 97.4% 1/ 91.0%

IL-9.5 Ndesign = 90 92.0 – 96.0% 90.0%

IL-9.5,IL-9.5L Ndesign < 90 92.5 – 97.4% 90.0%

IL-19.0 Ndesign = 90 93.0 – 96.0% 90.0%

IL-19.0, IL-19.0L Ndesign < 90 93.0 2/– 97.4% 90.0%

SMA Ndesign = 50 & 80 93.5 – 97.4% 91.0%”

80246

HOT-MIX ASPHALT – LONGITUDINAL JOINT SEALANT (BDE) Effective: August 1, 2018 Revised: January 1, 2019 Add the following to Article 406.02 of the Standard Specifications.

“ (d) Longitudinal Joint Sealant (LJS) .............................................................................. 1032”

Add the following to Article 406.03 of the Standard Specifications.

“ (k) Longitudinal Joint Sealant (LJS) Pressure Distributor (Note 2) (l) Longitudinal Joint Sealant (LJS) Melter Kettle (Note 3)

Note 2. When a pressure distributor is used to apply the LJS, the distributor shall be equipped with a heating and recirculating system along with a functioning auger agitating system or vertical shaft mixer in the hauling tank to prevent localized overheating. The distributor shall be equipped with a guide or laser system to aid in proper placement of the LJS application. Note 3. When a melter kettle is used to transport and apply the LJS, the melter kettle shall be an oil jacketed double-boiler with agitating and recirculating systems. Material from the kettle may be dispensed through a pressure feed wand with an applicator shoe or through a pressure feed wand into a hand-operated thermal push cart.”

Revise Article 406.06(g)(2) of the Standard Specifications to read:

“(2) Longitudinal Joints. Unless prohibited by stage construction, any HMA lift shall be complete before construction of the subsequent lift. The longitudinal joint in all lifts shall be at the centerline of the pavement if the roadway comprises two lanes in width, or at lane width if the roadway is more than two lanes in width. When stage construction prohibits the total completion of a particular lift, the longitudinal joint in one lift shall be offset from the longitudinal joint in the preceding lift by not less than 3 in. (75 mm). The longitudinal joint in the surface course shall be at the centerline of the pavement if the roadway comprises two lanes in width, or at lane width if the roadway is more than two lanes in width. A notched wedge longitudinal joint shall be used between successive passes of HMA binder course that has a difference in elevation of greater than 2 in. (50 mm) between lanes on pavement that is open to traffic. The notched wedge longitudinal joint shall consist of a 1 to 1 1/2 in. (25 to 38 mm) vertical notch at the lane line, a 9 to 12 in. (230 to 300 mm) wide uniform taper sloped toward and extending into the open lane, and a second 1 to 1 1/2 in. (25 to 38 mm) vertical notch at the outside edge.

The notched wedge longitudinal joint shall be formed by the strike off device on the paver. The wedge shall then be compacted by the joint roller. Tack coat shall be applied to the entire surface of the notched wedge joint immediately prior to placing the adjacent lift of binder. The material shall be uniformly applied at a rate of 0.05 to 0.1 gal/sq yd (0.2 to 0.5 L/sq m). When the use of LJS is specified, it shall be applied for the lift(s) of paving as shown on the plans. The surface to which the LJS is applied shall be dry and cleaned of all dust, debris, and any substances that will prevent the LJS from adhering. Cleaning shall be accomplished by means of a sweeper/vacuum truck, power broom, air compressor or by hand. The LJS may be placed before or after the tack or prime coat. When placed after the tack or prime coat, the tack or prime shall be fully cured prior to placement of the LJS. The LJS shall be centered ± 2 in. (± 50 mm) under the joint of the next HMA lift to be constructed. The width and minimum application rate of LJS shall be according to the following table.

LJS Application Table

Overlay Thickness in. (mm)

LJS Width in. (mm)

Application Rate 1/ lb/ft (kg/m)

HMA Mixtures

3/4 (19) 18 (450) 0.88 (1.31)

1 (25) 18 (450) 1.15 (1.71)

1 1/4 (32) 18 (450) 1.31 (1.95)

1 1/2 (38) 18 (450) 1.47 (2.19)

1 3/4 (44) 18 (450) 1.63 (2.43)

2 (50) 18 (450) 1.80 (2.68)

2 1/4 (60) 18 (450) 1.96 (2.92)

2 1/2 (63) 18 (450) 2.12 (3.16)

2 3/4 (70) 18 (450) 2.29 (3.41)

3 (75) 18 (450) 2.45 (3.65)

3 1/4 (83) 18 (450) 2.61 (3.89)

3 1/2 (90) 18 (450) 2.78 (4.14)

3 3/4 (95) 18 (450) 2.94 (4.38)

4 (100) 18 (450) 3.10 (4.62)

SMA Mixtures

1 1/2 (38) 18 (450) 1.26 (1.88)

1 3/4 (44) 18 (450) 1.38 (2.06)

2 (50) 18 (450) 1.51 (2.25)

1/ The application rate has a surface demand for liquid included within it. The

thickness of the LJS may taper from the center of the application to a lesser thickness on the edge of the application, provided the correct width and application rate are maintained.

The Contractor shall furnish to the Engineer a bill of lading for each tanker supplying material to the project. The application rate of LJS shall be verified within the first 1000 ft (300 m) of the day’s scheduled application length and every 12,000 ft (3600 m) the remainder of the day. For projects less than 3000 ft (900 m), the rate shall be verified once. A suitable paper or pan shall be placed at a random location in the path of the LJS. After application of the LJS, the paper or pan shall be picked up, weighed, and the application rate calculated. The tolerance between the application rate shown in the LJS Application Table and the calculated rate shall be ± 15 percent. The Contractor shall replace the LJS in the area where the sample was taken. A 1 qt (1 L) sample shall be taken from the pressure distributor or melting kettle at the jobsite once for each contract and sent to the Central Bureau of Materials. The LJS shall be applied in a single pass with a pressure distributor, melter kettle, or hand applied from a roll for HMA lifts up to 2 in. (50 mm) in thickness. The LJS shall be applied in two passes for HMA lifts between 2 and 4 in. (50 and 100 mm) in thickness. At the time of installation, the pavement surface temperature and the ambient temperature shall be a minimum of 40 °F (4 °C) and rising. The LJS shall be applied at a width of not less than or greater than 1 1/2 in. (38 mm) of the width specified. If the LJS flows more than 2 in. (50 mm) from the initial placement width, LJS placement shall stop and remedial action shall be taken. When starting another run of LJS placement, suitable release paper shall be placed over the previous application of LJS to prevent doubling up of thickness of LJS. The LJS shall be suitable for construction traffic to drive on without pickup or tracking of the LJS within 30 minutes of placement. If pickup or tracking occurs, LJS placement shall stop and damaged areas shall be repaired. Prior to paving, the Contractor shall ensure the paver end plate and grade control device is adequately raised above the finished height of the LJS. The LJS shall not flush to the final surface of the HMA pavement.”

Add the following paragraph after the second paragraph of Article 406.13(b) of the Standard Specifications.

“ Application of longitudinal joint sealant (LJS) will be measured for payment in place in feet (meters).”

Add the following paragraph after the first paragraph of Article 406.14 of the Standard Specifications.

“ Longitudinal joint sealant will be paid for at the contract unit price per foot (meter) for LONGITUDINAL JOINT SEALANT.” Add the following to Section 1032 of the Standard Specifications.

“ 1032.12 Longitudinal Joint Sealant (LJS). Longitudinal joint sealant (LJS) will be accepted according to the current Bureau of Materials and Physical Research Policy Memorandum, “Performance Graded Asphalt Binder Acceptance Procedure” with the following exceptions: Article 3.1.9 and 3.4.1.4 of the policy memorandum will be excluded. The bituminous material used for the LJS shall be according to the following table. Elastomers shall be added to a base asphalt and shall be either a styrene-butadiene diblock or triblock copolymer without oil extension, or a styrene-butadiene rubber. Air blown asphalt, acid modification, or other modifiers will not be allowed. LJS in the form of pre-formed rollout banding may also be used.

Test Test Requirement Test Method

Dynamic shear @ 88°C (unaged), G*/sin δ, kPa

1.00 min. AASHTO T 315

Creep stiffness @ -18°C (unaged), Stiffness (S), MPa m-value

300 max.

0.300 min. AASHTO T 313

Ash, % 1.0 – 4.0 AASHTO T 111

Elastic Recovery, 100 mm elongation, cut immediately, 25°C, %

70 min. ASTM D 6084 (Procedure A)

Separation of Polymer, Difference in °C of the softening point (ring and ball)

3 max. ITP Separation of

Polymer from Asphalt Binder”

80398

HOT-MIX ASPHALT – OSCILLATORY ROLLER (BDE) Effective: August 1, 2018 Revised: November 1, 2018 Add the following to Article 406.03 of the Standard Specifications:

“(j) Oscillatory Roller ................................................................................................ 1101.01” Revise Table 1 and Note 3/ of Table 1 in Article 406.07(a) of the Standard Specifications to read:

“TABLE 1 - MINIMUM ROLLER REQUIREMENTS FOR HMA

Breakdown Roller (one of the following)

Intermediate Roller

Final Roller (one or more of the following)

Density Requirement

Level Binder: (When the density requirements of Article 406.05(c) do not apply.)

P 3/ - - VS, P 3/, TB, TF, 3W, OT

To the satisfaction of the Engineer.

Binder and Surface 1/ Level Binder 1/: (When the density requirements of Article 406.05(c) apply.)

VD, P 3/, TB, 3W, OT, OB

P 3/, OT, OB VS, TB, TF, OT As specified in Articles:

1030.05(d)(3), (d)(4), and

(d)(7).

IL-4.75 and SMA 4/ 5/ TB, 3W, OT - - TF, 3W, OT

Bridge Decks 2/ TB - - TF As specified in Articles 582.05

and 582.06.

3/ A vibratory roller (VD) or oscillatory roller (OT or OB) may be used in lieu of the pneumatic-

tired roller on mixtures containing polymer modified asphalt binder.” Add the following to EQUIPMENT DEFINITION in Article 406.07(a) contained in the Errata of the Supplemental Specifications:

“ OT - Oscillatory roller, tangential impact mode. Maximum speed is 3.0 mph (4.8 km/h) or 264 ft/min (80 m/min).

OB - Oscillatory roller, tangential and vertical impact mode, operated at a speed to produce

not less than 10 vertical impacts/ft (30 impacts/m).”

Add the following to Article 1101.01 of the Standard Specifications:

“ (h) Oscillatory Roller. The oscillatory roller shall be self-propelled and provide a smooth operation when starting, stopping, or reversing directions. The oscillatory roller shall be able to operate in a mode that will provide tangential impact force with or without vertical impact force by using at least one drum. The oscillatory roller shall be equipped with water tanks and sprinkling devices, or other approved methods, which shall be used to wet the drums to prevent material pickup. The drum(s) amplitude and frequency of the tangential and vertical impact force shall be approximately the same in each direction and meet the following requirements: (1) The minimum diameter of the drum(s) shall be 42 in. (1070 mm)48 in. (1200 mm); (2) The minimum length of the drum(s) shall be 57 in. (1480 mm)66 in. (1650 mm); (3) The minimum unit static force on the drum(s) shall be 125 lb/in. (22 N/m); and (4) The minimum force on the oscillatory drum shall be 18,000 lb (80 kN).”; and (5) Self-adjusting eccentrics, and reversible eccentrics on non-driven drum(s).”

80399

HOT MIX ASPHALT – QUALITY CONTROL FOR PERFORMANCE (BDE) Effective: April 1, 2017

Revised: January 1, 2019 Description. This special provision describes the procedures for production, placement and payment of hot-mix asphalt (HMA) under the quality control for performance (QCP) program; as well as the requirements for intelligent compaction. This special provision shall apply to the HMA mixtures specified in the plans. This work shall be according to the Standard Specifications except as modified herein. Delete Articles: 406.06(b)(1), 2nd Paragraph (Temperature Requirements)

406.06(b)(2)d. (Temperature Requirements) 406.06(b)(3)b. (Temperature Requirements) 406.06(e), 3rd Paragraph (Paver Speed Requirements) 406.07(b) (Rolling) 406.07(c) (Density) 1030.05(a)(4, 5, 9,) (QC/QA Documents) 1030.05(d)(2)a. (Plant Tests) 1030.05(d)(2)b. (Dust-to-Asphalt and Moisture Content) 1030.05(d)(2)d. (Small Tonnage) 1030.05(d)(2)f. (HMA Sampling) 1030.05(d)(3) (Required Field Tests) 1030.05(d)(4) (Control Limits) 1030.05(d)(5) (Control Charts) 1030.05(d)(7) (Corrective Action for Field Tests (Density)) 1030.05(e) (Quality Assurance by the Engineer) 1030.05(f) (Acceptance by the Engineer) 1030.06(a), 2nd paragraph (Before start-up…)

Definitions.

(a) Quality Control (QC). All production and construction activities by the Contractor required to achieve the required level of quality.

(b) Quality Assurance (QA). All monitoring and testing activities by the Engineer required to assess product quality, level of payment, and acceptability of the product.

(c) Pay Parameters. Pay parameters shall be field voids in the mineral aggregate (Field VMA), voids, and density. Field VMA will be calculated using the combined aggregates bulk specific gravity (Gsb) from the mix design.

(d) Mixture Lot. A mixture lot shall begin once an acceptable test strip has been completed and the adjusted job mix formula has been determined. If the test strip is waived, a mixture lot shall begin with the start of production. A mixture lot shall consist of four

sublots unless it is the last or only lot, in which case it may consist of as few as one sublot.

(e) Mixture Sublot. A mixture sublot for Field VMA, voids, and dust/AC shall be a maximum of 1000 tons (910 metric tons). (1) If the remaining quantity is greater than 200 tons (180 metric tons) but less than

1000 tons (910 metric tons), the last mixture sublot will be that quantity.

(2) If the remaining quantity is 200 tons (180 metric tons) or less, the quantity shall be combined with the previous mixture sublot.

(f) Density Interval. Density intervals shall be every 0.2 miles (320 m) for lift thicknesses of 3 in. (75 mm) or less and 0.1 miles (160 m) for lift thicknesses greater than 3 in. (75 mm). If a density interval is less than 200 ft (60 m), it will be combined with the previous density interval.

(g) Density Sublot. A density sublot shall be the average of five consecutive density intervals. (1) If less than three density intervals remain outside a density sublot, they shall be

included in the previous density sublot.

(2) If three or more density intervals remain, they shall be considered a density sublot.

(h) Density Test. A density test shall consist of a core taken at a random location within each density interval.

When establishing the target density, the HMA maximum theoretical gravity (Gmm) shall be based on the running average of four Department test results. Initial Gmm shall be based on the average of the first four test results. If less than four Gmm results are

available, an average of all available Department Gmm test results shall be used.

Pre-Production Meeting. The Engineer will schedule a pre-production meeting prior to the start of production. The HMA QC Plan, test frequencies, and responsibilities of all parties involved in testing will be addressed. The Engineer will provide the random locations, tonnages, and sublot selected from each lot in a sealed envelope for the Contractor to sign at the pre-production meeting or prior to paving. The locations, tonnages, and sublot selected from each lot may be adjusted due to field conditions according to the Department’s Manual of Test Procedures for Materials “PFP and QCP Hot-Mix Asphalt Random Jobsite Sampling” and “PFP and QCP Random Density Procedure”. The signed sealed envelope will be given to the Contractor after paving is complete, along with documentation of any adjustments. Personnel attending the meetings may include the following:

(a) Resident Engineer (b) District Mixture Control Representative

(c) QC Manager (d) Contractor Paving Superintendent (e) Any consultant involved in any part of the HMA sampling or testing on this project

Quality Control (QC) by the Contractor. The Contractor’s QC plan shall include the schedule of testing for both pay parameters and non-pay parameters required to control the product such as asphalt binder content and mixture gradation. The minimum test frequency shall be according to Table 1.

Table 1

Minimum Quality Control Sampling and Testing Requirements

Quality Characteristic Minimum Test Frequency

Mixture Gradation

1 per sublot

Asphalt Binder Content

Dust/AC Ratio

Field VMA

Voids Gmb

Gmm

The Contractor’s splits in conjunction with other quality control tests shall be used to control production. The Contractor shall submit split jobsite mix sample test results to the Engineer within 48 hours

of the time of sampling. All QC testing shall be performed in a qualified laboratory by personnel who have successfully completed the Department’s HMA Level I training. Intelligent Compaction. When a “Number of Roller Passes” is specified in the HMA Mixture Requirements table on the plans, the Contractor may opt to use intelligent compaction (IC) in lieu of density testing. Coring according to the Department’s Manual of Test Procedures for Materials “PFP and QCP Random Density Procedure” is required and will be used for pay adjustments for density sublots that are not in compliance with the contract specifications. The IC equipment shall be mounted on the breakdown roller(s) and shall record GPS location data, roller pass counts, roller speeds, and HMA mat temperatures. Each day, the accuracy of the GPS and temperature data shall be verified and documented. If the verification fails or is not performed, the IC data will not be used for the affected density sublots. The IC data for each density sublot shall be analyzed using Veta software to determine the average roller speed, percent roller coverage, and average mat surface temperature for the initial roller pass. The Contractor shall submit these summary results, and if requested the raw

data from the IC equipment and the data analysis software, to the Engineer within 24 hours of each day of paving using IC. The required number of roller passes shall be as specified on the plans. The roller speeds shall be according to Article 406.07. The minimum roller coverage shall be 90 percent. The average HMA mat temperature for the initial break down roller pass shall be according to Table 2.

Table 2

Asphalt Mixture Type Temperature Range (ºF (ºC))

Warm Mix Asphalt 215-275 °F (102-135 °C)

IL-4.75 300-350 °F (155-175 °C)

HMA using SBS PG76-22 300-350 °F (155-175 °C)




Other HMA not listed above 260-325 °F (125-165 °C)

Quality Assurance (QA) by the Engineer. Quality Assurance by the Engineer will be as follows.

(a) Voids, Field VMA, and Dust/AC Ratio. The Engineer will determine the random tonnage and the Contractor shall be responsible for obtaining the sample according to the Department’s Manual of Test Procedures for Materials “PFP and QCP Hot-Mix Asphalt Random Jobsite Sampling Procedure”.

(b) Density: After final rolling, the Engineer will identify the random core locations within each density testing interval according to the Department’s Manual of Test Procedures for Materials “PFP and QCP Random Density Procedure”. The Contractor shall cut the 4 in. (100 mm) cores within the same day and prior to opening to traffic unless otherwise approved by the Engineer. All core holes shall be filled immediately upon completion of coring. All water shall be removed from the core holes prior to filling. All core holes shall be filled with a rapid hardening mortar or concrete which shall be mixed in a separate container prior to placement in the hole. Any depressions in the surface of the filled core holes greater than 1/4 in. (6 mm) at the time of final inspection will require removal of the fill material to the depth of the lift thickness and replacement.

The Engineer will witness and secure all mixture and density samples. The Contractor shall transport the secured sample to a location designated by the Engineer. The Engineer will select at random one split sample from each lot for testing of voids, Field VMA and dust/AC ratio. The Engineer will test a minimum of one sample per project. The Engineer will test all of the pavement cores for density unless intelligent compaction is used. All QA testing will be performed in a qualified laboratory by personnel who have successfully completed the Department’s HMA Level I training. QA test results will be available to the

Contractor within ten working days from receipt of secured cores and split mixture samples and after the last sublot from each lot. The Engineer will maintain a complete record of all Department test results and copies will be provided to the Contractor with each set of sublot results. The records will contain, at a minimum, the originals of all Department test results and raw data, random numbers used and resulting calculations for sampling locations, and quality level analysis calculations. If the QA results for a sublot meet the precision limits listed in Table 3, the QA results will be defined as the final mixture QA results for that sublot. If QA results for a sublot do not meet the precision limits listed in Table 3, the Department will verify the results by retesting the retained split sample. The retest will replace the original results and will be defined as the final mixture QA results for that sublot. If the final mixture QA results for the random sublot do not meet the 100 percent sublot pay factor limits or do not compare to QC results within the precision limits in Table 3, the Engineer will test all split sublot mix samples for the lot.

Table 3

Test Parameter Limits of Precision

Gmb 0.030

Gmm 0.026

Field VMA 1.0 %

Acceptance by the Engineer. All of the Department’s tests shall be within the acceptable limits listed in Table 4.

Table 4

Parameter Acceptable

Limits

Field VMA -1.0 – +3.0%1/

Voids 2.0 – 6.0%

Density IL-9.5, IL-19.0, IL-4.75, IL-9.5FG3/ 90.0 – 98.0%

SMA 92.0 – 98.0%

Dust / AC Ratio 0.4 – 1.62/

1/ Based on minimum required VMA from mix design

2/ Does not apply to SMA.

3/ Acceptable density limits for IL-9.5FG placed less than 1 1/4 in. (32 mm) shall be 89.0% - 98.0%

In addition, no visible pavement distresses shall be present such as, but not limited to, segregation, excessive coarse aggregate fracturing or flushing.

Basis of Payment. Payment will be based on the calculation of the composite pay factor using QA test results for each mixture according to the Department’s Manual of Test Procedures for Materials “QCP Pay Calculation” document. If intelligent compaction is successfully implemented, the Contractor will receive 100 percent for the density pay factor in Equation 1 of the “QCP Pay Calculation” document for each applicable HMA mixture; otherwise, the density tests and pay adjustments will apply. The pay factor for each density sublot will be based upon either intelligent compaction or density tests and the two will not be mixed.

Dust/AC Ratio. A monetary deduction will be made using the pay adjustment table below for dust/AC ratios that deviate from the 0.6 to 1.2 range. If the tested mixture sublot is outside of this range, the Department will test the remaining sublots for dust/AC pay adjustment.

Table 5

Dust/AC Pay Adjustment Table1/

Range Deduct / sublot

0.6 ≤ X ≤ 1.2 $0

0.5 ≤ X < 0.6 or 1.2 < X ≤ 1.4 $1000

0.4 ≤ X < 0.5 or 1.4 < X ≤ 1.6 $3000

X < 0.4 or X > 1.6 Shall be removed and replaced

1/ Does not apply to SMA.

80383

LIGHTS ON BARRICADES (BDE) Effective: January 1, 2018 Revise Article 701.16 of the Standard Specifications to read:

“ 701.16 Lights. Lights shall be used on devices as required in the plans, the traffic control plan, and the following table.

Circumstance Lights Required

Daylight operations None First two warning signs on each approach to the work involving a nighttime lane closure and “ROUGH GROOVED SURFACE” (W8-I107) signs

Flashing mono-directional lights

Devices delineating isolated obstacles, excavations, or hazards at night (Does not apply to patching)

Flashing bi-directional lights

Devices delineating obstacles, excavations, or hazards exceeding 100 ft (30 m) in length at night (Does not apply to widening)

Steady burn bi-directional lights

Channelizing devices for nighttime lane closures on two-lane roads None

Channelizing devices for nighttime lane closures on multi-lane roads None

Channelizing devices for nighttime lane closures on multi-lane roads separating opposing directions of traffic

None

Channelizing devices for nighttime along lane shifts on multilane roads Steady burn mono-directional lights

Channelizing devices for night time along lane shifts on two lane roads Steady burn bi-directional lights

Devices in nighttime lane closure tapers on Standards 701316 and 701321 Steady burn bi-directional lights

Devices in nighttime lane closure tapers Steady burn mono-directional lights Devices delineating a widening trench None Devices delineating patches at night on roadways with an ADT less than 25,000 None

Devices delineating patches at night on roadways with an ADT of 25,000 or more None

Batteries for the lights shall be replaced on a group basis at such times as may be specified

by the Engineer.” Delete the fourth sentence of the first paragraph of Article 701.17(c)(2) of the Standard Specifications. Revise the first paragraph of Article 603.07 of the Standard Specifications to read:

“ 603.07 Protection Under Traffic. After the casting has been adjusted and Class SI

concrete has been placed, the work shall be protected by a barricade for at least 72 hours.” 80392

PAYMENTS TO SUBCONTRACTORS (BDE) Effective: November 2, 2017 Add the following to the end of the fourth paragraph of Article 109.11 of the Standard Specifications:

“ If reasonable cause is asserted, written notice shall be provided to the applicable subcontractor and/or material supplier and the Engineer within five days of the Contractor receiving payment. The written notice shall identify the contract number, the subcontract or material purchase agreement, a detailed reason for refusal, the value of payment being withheld, and the specific remedial actions required of the subcontractor and/or material supplier so that payment can be made.” 80390

PORTLAND CEMENT CONCRETE (BDE) Effective: November 1, 2017 Revise the Air Content % of Class PP Concrete in Table 1 Classes of Concrete and Mix Design Criteria in Article 1020.04 of the Standard Specifications to read:

“TABLE 1. CLASSES OF CONCRETE AND MIX DESIGN CRITERIA

Class

of Conc.

Use

Air

Content %

PP Pavement Patching Bridge Deck Patching (10)

PP-1

4.0 - 8.0” PP-2 PP-3 PP-4 PP-5

Revise Note (4) at the end of Table 1 Classes of Concrete and Mix Design Criteria in Article 1020.04 of the Standard Specifications to read:

“ (4) For all classes of concrete, the maximum slump may be increased to 7 in (175 mm) when a high range water-reducing admixture is used. For Class SC, the maximum slump may be increased to 8 in. (200 mm). For Class PS, the maximum slump may be increased to 8 1/2 in. (215 mm) if the high range water-reducing admixture is the polycarboxylate type.”

80389

PROGRESS PAYMENTS (BDE) Effective: November 2, 2013 Revise Article 109.07(a) of the Standard Specifications to read:

“(a) Progress Payments. At least once each month, the Engineer will make a written estimate of the quantity of work performed in accordance with the contract, and the value thereof at the contract unit prices. The amount of the estimate approved as due for payment will be vouchered by the Department and presented to the State Comptroller for payment. No amount less than $1000.00 will be approved for payment other than the final payment. Progress payments may be reduced by liens filed pursuant to Section 23(c) of the Mechanics’ Lien Act, 770 ILCS 60/23(c). If a Contractor or subcontractor has defaulted on a loan issued under the Department’s Disadvantaged Business Revolving Loan Program (20 ILCS 2705/2705-610), progress payments may be reduced pursuant to the terms of that loan agreement. In such cases, the amount of the estimate related to the work performed by the Contractor or subcontractor, in default of the loan agreement, will be offset, in whole or in part, and vouchered by the Department to the Working Capital Revolving Fund or designated escrow account. Payment for the work shall be considered as issued and received by the Contractor or subcontractor on the date of the offset voucher. Further, the amount of the offset voucher shall be a credit against the Department’s obligation to pay the Contractor, the Contractor’s obligation to pay the subcontractor, and the Contractor’s or subcontractor’s total loan indebtedness to the Department. The offset shall continue until such time as the entire loan indebtedness is satisfied. The Department will notify the Contractor and Fund Control Agent in a timely manner of such offset. The Contractor or subcontractor shall not be entitled to additional payment in consideration of the offset. The failure to perform any requirement, obligation, or term of the contract by the Contractor shall be reason for withholding any progress payments until the Department determines that compliance has been achieved.”

80328

RECLAIMED ASPHALT PAVEMENT AND RECLAIMED ASPHALT SHINGLES (BDE) Effective: November 1, 2012 Revise: January 1, 2019 Revise Section 1031 of the Standard Specifications to read:

“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 produced by cold milling or

crushing an existing hot-mix asphalt (HMA) pavement. 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 Central Bureau of Materials Policy Memorandum, “Reclaimed Asphalt Shingle (RAS) Sources”, by weight of RAS. All RAS used shall come from a Central Bureau of Materials approved processing facility where it shall be ground and processed to 100 percent passing the 3/8 in. (9.5 mm) sieve and 93 percent passing the #4 (4.75 mm) sieve based on a dry shake gradation. RAS shall be uniform in gradation and asphalt binder content and 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. No additional RAP shall be added to the pile after the pile has been sealed. Stockpiles shall be sufficiently separated to prevent intermingling at the base. Stockpiles shall be identified by signs indicating the type as listed below (i.e. “Homogeneous Surface”). Prior to milling, the Contractor shall request the District provide documentation on the quality of the RAP to clarify the appropriate stockpile.

(1) Fractionated RAP (FRAP). FRAP shall consist of RAP from Class I, HMA (High and

Low ESAL) 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 fractionated prior to testing by screening into a minimum of two size 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 shall pass the sieve size specified below for the mix into which the FRAP will be incorporated.

Mixture FRAP will be used in: Sieve Size that 100 % of FRAP Shall Pass

IL-19.0 1 1/2 in. (40 mm)

IL-9.5 3/4 in. (20 mm)

IL-4.75 1/2 in. (13 mm)

(2) Homogeneous. Homogeneous RAP stockpiles shall consist of RAP from Class I,

HMA (High and Low ESAL) mixtures and represent: 1) the same aggregate quality, but shall be at least C quality; 2) the same type of crushed aggregate (either crushed natural aggregate, ACBF slag, or steel slag); 3) similar gradation; and 4) similar asphalt binder content. If approved by the Engineer, combined single pass surface/binder millings may be considered “homogeneous” with a quality rating dictated by the lowest coarse aggregate quality present in the mixture.

(3) Conglomerate. Conglomerate RAP stockpiles shall consist of RAP from Class I, HMA (High and Low ESAL) 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 prior to testing by crushing to where all RAP shall pass the 5/8 in. (16 mm) or smaller screen. Conglomerate RAP stockpiles shall not contain steel slag.

(4) Non-Quality. RAP stockpiles that do not meet the requirements of the stockpile categories listed above shall be classified as “Non-Quality”.

RAP/FRAP containing contaminants, such as earth, brick, sand, concrete, sheet asphalt, bituminous surface treatment (i.e. chip seal), pavement fabric, joint sealants, 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 not be intermingled. Each stockpile shall be signed indicating what type of RAS is present. Unless otherwise specified by the Engineer, mechanically blending manufactured sand (FM 20 or FM 22) up to an equal weight of RAS with the processed RAS will be permitted to improve workability. The sand shall be “B Quality” or better from an

approved Aggregate Gradation Control System source. The sand shall be 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. RAP/FRAP and RAS testing shall be according to the following. (a) RAP/FRAP Testing. When used in HMA, the RAP/FRAP shall be sampled and tested

either during or after stockpiling. (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) 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.

Each sample shall be split to obtain two equal 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 or RAS blended with manufactured sand shall be sampled and tested during stockpiling according to Central Bureau of Materials Policy Memorandum, “Reclaimed Asphalt Shingle (RAS) Source”. Samples shall be collected during stockpiling 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 250 tons (225 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 or RAS blended with manufactured sand shall be stockpiled 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. Before testing, each sample shall be split to obtain two test samples. One of the two test samples from the final split shall be labeled and stored for Department use. The

Contractor shall perform a washed extraction and test for unacceptable materials on the other test sample according to Department procedures. The Engineer reserves the right to test any sample (split or Department-taken) to verify Contractor test results. If the sampling and testing was performed at the shingle processing facility in accordance with the QC Plan, the Contractor shall obtain and make available all of the test results from start of the initial stockpile.

1031.04 Evaluation of Tests. Evaluation of test results shall be according to the following. (a) Evaluation of RAP/FRAP Test Results. All of the extraction results shall be compiled

and averaged for asphalt binder content and gradation, and when applicable Gmm. Individual extraction test results, when compared to the averages, will be accepted if within the tolerances listed below.

Parameter FRAP/Homogeneous/Conglomerate

1 in. (25 mm)

1/2 in. (12.5 mm) ± 8 %

No. 4 (4.75 mm) ± 6 %

No. 8 (2.36 mm) ± 5 %

No. 16 (1.18 mm)

No. 30 (600 µm) ± 5 %

No. 200 (75 µm) ± 2.0 %

Asphalt Binder ± 0.4 % 1/

Gmm ± 0.03

1/ The tolerance for FRAP shall be ± 0.3 %. If more than 20 percent of the individual sieves and/or asphalt binder content tests are out of the above tolerances, the RAP/FRAP shall not be used in HMA unless the RAP/FRAP representing the failing tests is removed from the stockpile. All test data and acceptance ranges shall be sent to the District for evaluation. With the approval of the Engineer, the ignition oven may be substituted for extractions according to the ITP, “Calibration of the Ignition Oven for the Purpose of Characterizing Reclaimed Asphalt Pavement (RAP)”.

(b) Evaluation of RAS and RAS Blended with Manufactured Sand 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. Individual test results, when compared to the averages, will be accepted if within the tolerances listed below.

Parameter RAS

No. 8 (2.36 mm) ± 5 %

No. 16 (1.18 mm) ± 5 %

No. 30 (600 µm) ± 4 %

No. 200 (75 µm) ± 2.0 %

Asphalt Binder Content ± 1.5 %

If more than 20 percent of the individual sieves and/or asphalt binder content tests are out of the above tolerances, or if the percent unacceptable material exceeds 0.5 percent by weight of material retained on the # 4 (4.75 mm) sieve, the RAS or RAS blend shall not be used in Department projects. All test data and acceptance ranges shall be sent to the District for evaluation.

1031.05 Quality Designation of Aggregate in RAP/FRAP. (a) RAP. The aggregate quality of the RAP for homogeneous and conglomerate 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 Class I binder, Superpave/HMA (High ESAL) binder, or (Low ESAL) IL-19.0L binder mixtures are designated as containing Class C 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. Coarse and fine FRAP stockpiles containing plus #4 (4.75 mm) sieve coarse aggregate shall have a maximum tonnage of 5000 tons (4500 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 laboratory prequalified by the Department for the specified testing. The consultant laboratory 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 Central Bureau of Materials Aggregate Lab for MicroDeval Testing, according to ITP 327. A maximum loss of 15.0 percent will be applied for all HMA applications.

1031.06 Use of RAP/FRAP and/or RAS in HMA. The use of RAP/FRAP and/or RAS shall be the Contractor’s option when constructing HMA in all contracts.

(a) RAP/FRAP. The use of RAP/FRAP in HMA shall be as follows.

(1) Coarse Aggregate Size. The coarse aggregate in all RAP shall be equal to or less than the nominal maximum size requirement for the HMA mixture to be produced.

(2) Steel Slag Stockpiles. Homogeneous RAP stockpiles containing steel slag will be

approved for use in all HMA (High ESAL and Low ESAL) Surface and Binder Mixture applications.

(3) Use in HMA Surface Mixtures (High and Low ESAL). RAP/FRAP stockpiles for use in HMA surface mixtures (High and Low ESAL) shall be FRAP or homogeneous in which the coarse aggregate is Class B quality or better. FRAP from Conglomerate stockpiles shall be considered equivalent to limestone for frictional considerations. Known frictional contributions from plus #4 (4.75 mm) homogeneous FRAP stockpiles will be accounted for in meeting frictional requirements in the specified mixture.

(4) Use in HMA Binder Mixtures (High and Low ESAL), HMA Base Course, and HMA Base Course Widening. RAP/FRAP stockpiles for use in HMA binder mixtures (High and Low ESAL), HMA base course, and HMA base course widening shall be FRAP, homogeneous, or conglomerate, in which the coarse aggregate is Class C quality or better.

(5) Use in Shoulders and Subbase. RAP/FRAP stockpiles for use in HMA shoulders and stabilized subbase (HMA) shall be FRAP, homogeneous, or conglomerate.

(6) When the Contractor chooses the RAP option, the percentage of RAP shall not exceed the amounts indicated in Article 1031.06(c)(1) below for a given Ndesign.

(b) RAS. RAS meeting Type 1 or Type 2 requirements will be permitted in all HMA applications as specified herein.

(c) RAP/FRAP and/or RAS Usage Limits. Type 1 or Type 2 RAS may be used alone or in conjunction with RAP or FRAP in HMA mixtures up to a maximum of 5.0 percent by weight of the total mix. (1) RAP/RAS. When RAP is used alone or RAP is used in conjunction with RAS, the

percentage of virgin asphalt binder replacement shall not exceed the amounts listed in the Max RAP/RAS ABR table listed below for the given Ndesign.

RAP/RAS Maximum Asphalt Binder Replacement (ABR) Percentage

HMA Mixtures 1/, 2/

RAP/RAS Maximum ABR %

Ndesign Binder/Leveling Binder

Surface Polymer Modified

30 30 30 10

50 25 15 10

70 15 10 10

90 10 10 10

1/ For Low ESAL HMA shoulder and stabilized subbase, the RAP/RAS ABR shall

not exceed 50 percent of the mixture. 2/ When RAP/RAS ABR exceeds 20 percent, the high and low virgin asphalt binder

grades shall each be reduced by one grade (i.e. 25 percent ABR would require a virgin asphalt binder grade of PG 64-22 to be reduced to a PG 58-28). If warm mix asphalt (WMA) technology is utilized and production temperatures do not exceed 275 °F (135 °C), the high and low virgin asphalt binder grades shall each be reduced by one grade when RAP/RAS ABR exceeds 25 percent (i.e. 26 percent RAP/RAS ABR would require a virgin asphalt binder grade of PG 64-22 to be reduced to a PG 58-28).

(2) FRAP/RAS. When FRAP is used alone or FRAP is used in conjunction with RAS, the percentage of virgin asphalt binder replacement shall not exceed the amounts listed in the FRAP/RAS table listed below for the given Ndesign.

FRAP/RAS Maximum Asphalt Binder Replacement (ABR) Percentage

HMA Mixtures 1/, 2/

FRAP/RAS Maximum ABR %

Ndesign Binder/Leveling Binder Surface Polymer Modified

w/o I-FIT with I-FIT w/o I-FIT with I-FIT w/o I-FIT with I-FIT

30 50 55 40 45 10 15

50 40 45 35 40 10 15

70 40 45 30 35 10 15

90 40 45 30 35 10 15

SMA - - - - - - - - 20 25

IL-4.75 - - - - - - - - 30 35

1/ For Low ESAL HMA shoulder and stabilized subbase, the FRAP/RAS ABR shall

not exceed 50 percent of the mixture.

2/ When FRAP/RAS ABR exceeds 20 percent for all mixes, the high and low virgin asphalt binder grades shall each be reduced by one grade (i.e. 25 percent ABR would require a virgin asphalt binder grade of PG 64-22 to be reduced to a PG 58-28). If warm mix asphalt (WMA) technology is utilized and production temperatures do not exceed 275 °F (135 °C), the high and low virgin asphalt binder grades shall each be reduced by one grade when FRAP/RAS ABR exceeds 25 percent (i.e. 26 percent ABR would require a virgin asphalt binder grade of PG 64-22 to be reduced to a PG 58-28).

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.

(a) RAP/FRAP and/or RAS. RAP/FRAP and/or RAS mix designs shall be submitted for verification. If additional RAP/FRAP and/or RAS stockpiles are tested and found that no more than 20 percent of the results, as defined under “Testing” herein, are outside of the control tolerances set for the original RAP/FRAP and/or RAS stockpile and HMA mix design, and meets all of the requirements herein, the additional RAP/FRAP and/or RAS stockpiles may be used in the original mix design at the percent previously verified.

(b) RAS. Type 1 and Type 2 RAS are not interchangeable in a mix design. The RAP, FRAP, and RAS stone bulk specific gravities (Gsb) shall be according to the

“Determination of Aggregate Bulk (Dry) Specific Gravity (Gsb) of Reclaimed Asphalt Pavement (RAP) and Reclaimed Asphalt Shingles (RAS)” procedure in the Department’s Manual of Test Procedures for Materials.

1031.08 HMA Production. HMA production utilizing RAP/FRAP and/or RAS shall be as

follows.

(a) RAP/FRAP. The coarse aggregate in all RAP/FRAP used shall be equal to or less than the nominal maximum size requirement for the HMA mixture being produced. 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 RAP feed system to remove or reduce oversized material. If the RAP/FRAP control tolerances or QC/QA test results require corrective action, the Contractor shall cease production of the mixture containing RAP/FRAP and either switch to the virgin aggregate design or submit a new RAP/FRAP design.

(b) 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.

(c) RAP/FRAP and/or RAS. HMA plants utilizing RAP/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 RAP/FRAP/RAS 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. g. Residual asphalt binder in the RAP/FRAP material as a percent of the total mix to

the nearest 0.1 percent. h. Aggregate and RAP/FRAP moisture compensators in percent as set on the

control panel. (Required when accumulated or individual aggregate and RAP/FRAP are printed in wet condition.)

(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). e. RAP/FRAP/RAS weight to the nearest pound (kilogram). f. Virgin asphalt binder weight to the nearest pound (kilogram). g. Residual asphalt binder in the RAP/FRAP/RAS 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 Wedge Shoulders, Type B.

The use of RAP in aggregate surface course (temporary access entrances only) and aggregate wedge shoulders, Type B 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 shall be according to the current Central Bureau of Materials 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. (37.5 mm) sieve. The RAP material shall be reasonably well graded from coarse to fine. RAP material that is gap-graded or single sized will not be accepted.”

80306

REMOVAL AND DISPOSAL OF REGULATED SUBSTANCES (BDE) Effective: January 1, 2019 Revise Section 669 of the Standard Specifications to read:

“SECTION 669. REMOVAL AND DISPOSAL OF REGULATED SUBSTANCES

669.01 Description. This work shall consist of the transportation and proper disposal of contaminated soil and groundwater. This work shall also consist of the removal, transportation, and proper disposal of underground storage tanks (UST), their content and associated underground piping to the point where the piping is above the ground, including determining the content types and estimated quantities.

669.02 Equipment. The Contractor shall notify the Engineer of the delivery of all excavation,

storage, and transportation equipment to a work area location. The equipment shall comply with OSHA and American Petroleum Institute (API) guidelines and shall be furnished in a clean condition. Clean condition means the equipment does not contain any residual material classified as a non-special waste, non-hazardous special waste, or hazardous waste. Residual materials include, but are not limited to, petroleum products, chemical products, sludges, or any other material present in or on equipment.

Before beginning any associated soil or groundwater management activity, the Contractor

shall provide the Engineer with the opportunity to visually inspect and approve the equipment. If the equipment contains any contaminated residual material, decontamination shall be performed on the equipment as appropriate to the regulated substance and degree of contamination present according to OSHA and API guidelines. All cleaning fluids used shall be treated as the contaminant unless laboratory testing proves otherwise.

669.03 Pre-construction Submittals. Prior to beginning this work, or working in areas with

regulated substances, the Contractor shall submit a Regulated Substance Pre-Construction Plan (RSPCP) to the Engineer for review and approval using form BDE 2730. The form shall be signed by an Illinois licensed Professional Engineer or Professional Geologist.

As part of the RSPCP, the qualifications of Contractor(s) or firm(s) performing the following

work shall be listed. (a) On-Site Monitoring. Qualification for on-site monitoring of regulated substance work and

on-site monitoring of UST removal requires either pre-qualification in Hazardous Waste by the Department or demonstration of acceptable project experience in remediation and special waste operations for contaminated sites in accordance with applicable Federal, State, or local regulatory requirements. Qualification for each individual performing on-site monitoring requires a minimum of one-year of experience in similar activities as those required for the project.

(b) Underground Storage Tank. Qualification for underground storage tank (UST) work requires licensing and certification with the Office of the State Fire Marshall (OSFM) and possession of all permits required to perform the work. A copy of the permit shall be provided to the Engineer prior to tank removal.

The qualified Contractor(s) or firm(s) shall also document it does not have any current or former ties with any of the properties contained within, adjoining, or potentially affecting the work.

The Engineer will require up to 30 calendar days for review of the RSPCP. The review may

involve rejection or revision and resubmittal; in which case, an additional 30 days will be required for each subsequent review. Work shall not commence until the RSPCP has been approved by the Engineer. After approval, the RSPCP shall be revised as necessary to reflect changed conditions in the field.

CONSTRUCTION REQUIREMENTS

669.04 Contaminated Soil and/or Groundwater Monitoring. Prior to beginning excavation, the Contractor shall mark the limits of removal for approval by the Engineer. Once excavation begins, the work and work area involving regulated substances shall be monitored by qualified personnel. The qualified personnel shall be on-site continuously during excavation and loading of material containing regulated substances. The qualified personnel shall be equipped with either a photoionization detector (PID) (minimum 10.6eV lamp), or a flame ionization detector (FID), and other equipment, as appropriate, to monitor for potential contaminants associated with volatile organic compounds (VOCs) or semi-volatile organic compounds (SVOCs). The PID or FID meter shall be calibrated on-site and background level readings taken and recorded daily, and as field and weather conditions change. Any field screen reading on the PID or FID in excess of background levels indicates the potential presence of contaminated material requiring handling as a non-special waste, special waste, or hazardous waste. PID or FID readings may be used as the basis of increasing the limits of removal with the approval of the Engineer but shall in no case be used to decrease the limits.

The qualified personnel shall document field activities using form BDE 2732 (Regulated

Substances Monitoring Daily Record) including the name(s) of personnel conducting the monitoring, weather conditions, PID or FID calibration records, a list of equipment used on-site, a narrative of activities completed, photo log sheets, manifests and landfill tickets, monitoring results, how regulated substances were managed and other pertinent information.

Samples will be collected in accordance with the RSPCP. Samples shall be analyzed for the

contaminants of concern (COCs), including pH, based on the property's land use history, the encountered abnormality and/or the parameters listed in the maximum allowable concentration (MAC) for chemical constituents in uncontaminated soil established pursuant to Subpart F of 35 Ill. Adm. Code 1100.605. The analytical results shall serve to document the level of contamination.

Samples shall be grab samples (not combined with other locations). The samples shall be taken with decontaminated or disposable instruments. The samples shall be placed in sealed containers and transported in an insulated container to the laboratory. The container shall maintain a temperature of 39 °F (4 °C). All samples shall be clearly labeled. The labels shall indicate the sample number, date sampled, collection location and depth, and any other relevant observations.

The laboratory shall use analytical methods which are able to meet the lowest appropriate

practical quantitation limits (PQL) or estimated quantitation limit (EQL) specified in "Test Methods for Evaluating Solid Wastes, Physical/Chemical Methods", EPA Publication No. SW-846; "Methods for the Determination of Organic Compounds in Drinking Water", EPA, EMSL, EPA-600/4-88/039; and “Methods for the Determination of Organic Compounds in Drinking Water, Supplement III”, EPA 600/R-95/131, August 1995. For parameters where the specified cleanup objective is below the acceptable detection limit (ADL), the ADL shall serve as the cleanup objective. For other parameters the ADL shall be equal to or below the specified cleanup objective.

669.05 Contaminated Soil and/or Groundwater Management and Disposal. The

management and disposal of contaminated soil and/or groundwater shall be according to the following:

(a) Soil Analytical Results Exceed Most Stringent MAC. When the soil analytical results

indicate that detected levels exceed the most stringent maximum allowable concentration (MAC) for chemical constituents in uncontaminated soil established pursuant to Subpart F of 35 Illinois Administrative Code 1100.605, the soil shall be managed as follows: (1) When analytical results indicate inorganic chemical constituents exceed the most

stringent MAC but they are still considered within area background levels by the Engineer, the excavated soil can be utilized within the construction limits as fill, when suitable. If the soils cannot be utilized within the construction limits, they shall be managed and disposed of off-site as a non-special waste, special waste, or hazardous waste as applicable.

(2) When analytical results indicate chemical constituents exceed the most stringent MAC but do not exceed the MAC for a Metropolitan Statistical Area (MSA) County, the excavated soil can be utilized within the construction limits as fill, when suitable, or managed and disposed of off-site as “uncontaminated soil” at a clean construction and demolition debris (CCDD) facility or an uncontaminated soil fill operation (USFO) within an MSA County provided the pH of the soil is within the range of 6.25 - 9.0, inclusive.

(3) When analytical results indicate chemical constituents exceed the most stringent MAC but do not exceed the MAC for an MSA County excluding Chicago, or the MAC within the Chicago corporate limits, the excavated soil can be utilized within the construction limits as fill, when suitable, or managed and disposed of off-site as “uncontaminated soil” at a CCDD facility or an USFO within an MSA County excluding Chicago or within

the Chicago corporate limits provided the pH of the soil is within the range of 6.25 - 9.0, inclusive.

(4) When analytical results indicate chemical constituents exceed the most stringent MAC but do not exceed the MAC for an MSA County excluding Chicago, the excavated soil can be utilized within the construction limits as fill, when suitable, or managed and disposed of off-site as “uncontaminated soil” at a CCDD facility or an USFO within an MSA County excluding Chicago provided the pH of the soil is within the range of 6.25 - 9.0, inclusive.

(5) When the Engineer determines soil cannot be managed according to Articles 669.05(a)(1) through (a)(4) above, the soil shall be managed and disposed of off-site as a non-special waste, special waste, or hazardous waste as applicable.

(b) Soil Analytical Results Do Not Exceed Most Stringent MAC. When the soil analytical results indicate that detected levels do not exceed the most stringent MAC, the excavated soil can be utilized within the construction limits or managed and disposed off-site as “uncontaminated soil” according to Article 202.03. However, the excavated soil cannot be taken to a CCDD facility or an USFO for any of the following reasons. (1) The pH of the soil is less than 6.25 or greater than 9.0.

(2) The soil exhibited PID or FID readings in excess of background levels.

(c) Soil Analytical Results Exceed Most Stringent MAC but Do Not Exceed Tiered Approach

to Corrective Action Objectives (TACO) Residential. When the soil analytical results indicate that detected levels exceed the most stringent MAC but do not exceed TACO Tier 1 Soil Remediation Objectives for Residential Properties pursuant to 35 IAC 742 Appendix B Table A, the excavated soil can be utilized within the right-of-way or managed and disposed off-site as “uncontaminated soil” according to Article 202.03. However, the excavated soil cannot be taken to a CCDD facility or an USFO.

(d) Groundwater. When groundwater analytical results indicate the detected levels are above Appendix B, Table E of 35 Illinois Administrative Code 742, the most stringent Tier 1 Groundwater Remediation Objectives for Groundwater Component of the Groundwater Ingestion Route for Class 1 groundwater, the groundwater shall be managed off-site as a special waste. The groundwater shall be containerized and trucked to an off-site treatment facility or may be discharged to a sanitary sewer or combined sewer when permitted by the local sewer authority. Groundwater discharged to a sewer shall be pre-treated to remove particulates and measured with a calibrated flow meter to comply with applicable discharge limits. A copy of the permit shall be provided to the Engineer prior to discharging groundwater to the sewer. All groundwater encountered within trenches may be managed within the trench and allowed to infiltrate back into the ground. If the groundwater cannot be managed within the trench it must be removed as a special or hazardous waste. The Contractor is

prohibited from managing groundwater within the trench by discharging it through any existing or new storm sewer. The Contractor shall install backfill plugs within the area of groundwater contamination. One backfill plug shall be placed down gradient to the area of groundwater contamination. Backfill plugs shall be installed at intervals not to exceed 50 ft (15 m). Backfill plugs are to be 4 ft (1.2 m) long, measured parallel to the trench, full trench width and depth. Backfill plugs shall not have any fine aggregate bedding or backfill, but shall be entirely cohesive soil or any class of concrete. The Contractor shall provide test data that the material has a permeability of less than 10-7 cm/sec according to ASTM D 5084, Method A or per another test method approved by the Engineer.

The Contractor shall use due care when transferring contaminated material from the area of origin to the transporter. Should releases of contaminated material to the environment occur (i.e., spillage onto the ground, etc.), the Contractor shall clean-up spilled material and place in the appropriate storage containers as previously specified. Clean-up shall include, but not be limited to, sampling beneath the material staging area to determine complete removal of the spilled material.

The Contractor shall be responsible for transporting and disposing all material classified as a

non-special waste, special waste, or hazardous waste from the job site to an appropriately permitted landfill facility. The transporter and the vehicles used for transportation shall comply with all federal, state, and local rules and regulations governing the transportation of non-special waste, special waste, or hazardous waste.

All equipment used by the Contractor to haul contaminated material to the landfill facility shall

be lined with a 6 mil (150 micron) polyethylene liner and securely covered during transportation. The Contractor shall obtain all documentation including any permits and/or licenses required to transport the contaminated material to the disposal facility.

The Contractor shall provide engineered barriers, when required, and shall include materials

sufficient to completely line excavation surfaces, including sloped surfaces, bottoms, and sidewall faces, within the areas designated for protection.

The Engineer shall coordinate with the Contractor on the completion of all documentation.

The Contractor shall make all arrangements for collection and analysis of landfill acceptance testing. The Contractor shall coordinate for waste disposal approval with the disposal facility. After the Contractor completes these activities and upon receipt of authorization from the Engineer, the Contractor shall initiate the disposal process.

The Contractor shall provide the Engineer with all transport-related documentation within two

days of transport or receipt of said document(s). The Engineer shall maintain the file for all such documentation. For management of special or hazardous waste, the Contractor shall provide the Engineer with documentation the Contractor (or subcontractor, if a subcontractor is used for transportation) is operating with a valid Illinois special waste transporter permit at least two weeks before transporting the first load of contaminated material.

The Contractor shall schedule and arrange the transport and disposal of each load of

contaminated material produced. The Contractor shall make all transport and disposal arrangements so no contaminated material remains within the project area at the close of business each day. Exceptions to this specification require prior approval from the Engineer within 24 hours of close of business. The Contractor shall be responsible for all other pre-disposal/transport preparations necessary daily to accomplish management activities.

Any waste generated as a special or hazardous waste from a non-fixed facility shall be

manifested off-site using the Department's county generator number. An authorized representative of the Department shall sign all manifests for the disposal of the contaminated material and confirm the Contractor's transported volume. Any waste generated as a non-special waste may be managed off-site without a manifest, a special waste transporter, or a generator number.

The Contractor shall select a landfill mandated by definition of the contaminant within the State

of Illinois. The Department will review and approve or reject the facility proposed by the Contractor to use as a landfill. The Contractor shall verify whether the selected disposal facility is compliant with those applicable standards as mandated by definition of the contaminant and whether the disposal facility is presently, has previously been, or has never been, on the United States Environmental Protection Agency (U.S. EPA) National Priorities List or the Resource Conservation and Recovery Act (RCRA) List of Violating Facilities. The Contractor shall be responsible for coordinating permits with the IEPA. The use of a Contractor selected landfill shall in no manner delay the construction schedule or alter the Contractor's responsibilities as set forth.

669.06 Non-Special Waste Certification. An authorized representative of the Department

shall sign and date all non-special waste certifications. The Contractor shall be responsible for providing the Engineer with the required information that will allow the Engineer to certify the waste is not a special waste.

(a) Definition. A waste is considered a non-special waste as long as it is not:

(1) a potentially infectious medical waste;

(2) a hazardous waste as defined in 35 IAC 721;

(3) an industrial process waste or pollution control waste that contains liquids, as

determined using the paint filter test set forth in subdivision (3)(A) of subsection (m) of 35 IAC 811.107;

(4) a regulated asbestos-containing waste material, as defined under the National Emission Standards for Hazardous Air Pollutants in 40 CFR 61.141;

(5) a material containing polychlorinated biphenyls (PCB's) regulated pursuant to 40 CFR Part 761;

(6) a material subject to the waste analysis and recordkeeping requirements of 35 IAC 728.107 under land disposal restrictions of 35 IAC 728;

(7) a waste material generated by processing recyclable metals by shredding and required to be managed as a special waste under Section 22.29 of the Environmental Protection Act; or

(8) an empty portable device or container in which a special or hazardous waste has been stored, transported, treated, disposed of, or otherwise handled.

(b) Certification Information. All information used to determine the waste is not a special waste shall be attached to the certification. The information shall include but not be limited to: (1) the means by which the generator has determined the waste is not a hazardous waste;

(2) the means by which the generator has determined the waste is not a liquid;

(3) if the waste undergoes testing, the analytic results obtained from testing, signed and

dated by the person responsible for completing the analysis;

(4) if the waste does not undergo testing, an explanation as to why no testing is needed;

(5) a description of the process generating the waste; and

(6) relevant material safety data sheets.

669.07 Temporary Staging. The Contractor shall excavate and dispose of all waste material as mandated by the contaminants without temporary staging. If circumstances require temporary staging, he/she shall request in writing, approval from the Engineer.

When approved, the Contractor shall prepare a secure location within the project area capable

of housing containerized waste materials. The Contractor shall contain all waste material in leak-proof storage containers such as lined roll-off boxes or 55 gal (208 L) drums, or stored in bulk fashion on storage pads. The design and construction of such storage pad(s) for bulk materials shall be subject to approval by the Engineer. The Contractor shall place the staged storage containers on an all-weather gravel-packed, asphalt, or concrete surface. The Contractor shall maintain a clearance both above and beside the storage units to provide maneuverability during loading and unloading. The Contractor shall provide any assistance or equipment requested by the Engineer for authorized personnel to inspect and/or sample contents of each storage container. All containers and their contents shall remain intact and undisturbed by unauthorized persons until the manner of disposal is determined. The Contractor shall keep the storage containers covered, except when access is requested by authorized personnel of the Department. The Engineer shall authorize any additional material added to the contents of any storage container before being filled.

The Contractor shall ensure the staging area is enclosed (by a fence or other structure) to ensure direct access to the area is restricted, and he/she shall procure and place all required regulatory identification signs applicable to an area containing the waste material. The Contractor shall be responsible for all activities associated with the storage containers including, but not limited to, the procurement, transport, and labeling of the containers. The Contractor shall clearly mark all containers in permanent marker or paint with the date of waste generation, location and/or area of waste generation, and type of waste (e.g., decontamination water, contaminated clothing, etc.). The Contractor shall place these identifying markings on an exterior side surface of the container. The Contractor shall separately containerize each contaminated medium, i.e. contaminated clothing is placed in a separate container from decontamination water. Containers used to store liquids shall not be filled in excess of 80 percent of the rated capacity. The Contractor shall not use a storage container if visual inspection of the container reveals the presence of free liquids or other substances that could classify the material as a hazardous waste in the container.

The Department will not be responsible for any additional costs incurred, if mismanagement

of the staging area, storage containers, or their contents by the Contractor results in excess cost expenditure for disposal or other material management requirements.

669.08 Underground Storage Tank Removal. For the purposes of this section, an

underground storage tank (UST) includes the underground storage tank, piping, electrical controls, pump island, vent pipes and appurtenances.

Prior to removing an UST, the Engineer shall determine whether the Department is considered

an "owner" or "operator" of the UST as defined by the UST regulations (41 Ill. Adm. Code Part 176). Ownership of the UST refers to the Department's owning title to the UST during storage, use or dispensing of regulated substances. The Department may be considered an "operator" of the UST if it has control of, or has responsibility for, the daily operation of the UST. The Department may however voluntarily undertake actions to remove an UST from the ground without being deemed an "operator" of the UST.

In the event the Department is deemed not to be the "owner" or "operator" of the UST, the

OSFM removal permit shall reflect who was the past "owner" or "operator" of the UST. If the "owner" or "operator" cannot be determined from past UST registration documents from OSFM, then the OSFM removal permit will state the "owner" or "operator" of the UST is the Department. The Department’s Office of Chief Counsel (OCC) will review all UST removal permits prior to submitting any removal permit to the OSFM. If the Department is not the “owner” or “operator” of the UST then it will not register the UST or pay any registration fee.

The Contractor shall be responsible for obtaining all permits required for removing the UST,

notification to the OSFM, using an OSFM certified tank contractor, removal and disposal of the UST and its contents, and preparation and submittal of the OSFM Site Assessment Report in accordance with 41 Ill. Adm. Code Part 176.330.

The Contractor shall contact the Engineer and the OSFM's office at least 72 hours prior to

removal to confirm the OSFM inspector's presence during the UST removal. Removal, transport,

and disposal of the UST shall be according to the applicable portions of the latest revision of the "American Petroleum Institute (API) Recommended Practice 1604".

The Contractor shall collect and analyze tank content (sludge) for disposal purposes. The

Contractor shall remove as much of the regulated substance from the UST system as necessary to prevent further release into the environment. All contents within the tank shall be removed, transported and disposed of, or recycled. The tank shall be removed and rendered empty according to IEPA definition.

The Contractor shall collect soil samples from the bottom and sidewalls of the excavated area

in accordance with 35 Ill. Adm. Code Part 734.210(h) after the required backfill has been removed during the initial response action, to determine the level of contamination remaining in the ground, regardless if a release is confirmed or not by the OSFM on-site inspector.

In the event the UST is designated a leaking underground storage tank (LUST) by the OSFM’s

inspector, or confirmation by analytical results, the Contractor shall notify the Engineer and the DESU. Upon confirmation of a release of contaminants from the UST and notifications to the Engineer and DESU, the Contractor shall report the release to the Illinois Emergency Management Agency (IEMA) (e.g., by telephone or electronic mail) and provide them with whatever information is available (“owner” or “operator” shall be stated as the past registered “owner” or “operator”, or the IDOT District in which the UST is located and the DESU Manager);

The Contractor shall perform the following initial response actions if a release is indicated by

the OSFM inspector: (a) Take immediate action to prevent any further release of the regulated substance to the

environment, which may include removing, at the Engineer’s discretion, and disposing of up to 4 ft (1.2 m) of the contaminated material, as measured from the outside dimension of the tank

(b) Identify and mitigate fire, explosion and vapor hazards;

(c) Visually inspect any above ground releases or exposed below ground releases and prevent further migration of the released substance into surrounding soils and groundwater; and

(d) Continue to monitor and mitigate any additional fire and safety hazards posed by vapors and free product that have migrated from the UST excavation zone and entered into subsurface structures (such as sewers or basements).

The UST excavation shall be backfilled according to applicable portions of Sections 205, 208, and 550 with a material that will compact and develop stability. The material shall be approved prior to placement. All uncontaminated concrete and soil removed during tank extraction may be used to backfill the excavation, at the discretion of the Engineer.

After backfilling the excavation, the site shall be graded and cleaned.

669.09 Regulated Substance Final Construction Report. Not later than 90 days after

completing this work, the Contractor shall submit a Regulated Substance Final Construction Report (RSFCR) to the Engineer using form BDE 2733 and required attachments. The form shall be signed by an Illinois licensed Professional Engineer or Professional Geologist.

669.10 Method of Measurement. Non-special waste, special waste, and hazardous waste

soil will be measured for payment according to Article 202.07(b) when performing earth excavation, Article 502.12(b) when excavating for structures, or by computing the volume of the trench using the maximum trench width permitted and the actual depth of the trench.

Groundwater containerized and transported off-site for management, storage, and disposal

will be measured for payment in gallons (liters). Backfill plugs will be measured in cubic yards (cubic meters) in place, except the quantity for

which payment will be made shall not exceed the volume of the trench, as computed by using the maximum width of trench permitted by the Specifications and the actual depth of the trench, with a deduction for the volume of the pipe.

Engineered Barriers will be measured for payment in square yards (square meters). 669.11 Basis of Payment. The work of preparing, submitting and administering a Regulated

Substances Pre-Construction Plan will be paid for at the contract lump sum price for REGULATED SUBSTANCES PRE-CONSTRUCTION PLAN.

On-site monitoring of regulated substances, including completion of form BDE 2732 for each

day of work, will be paid for at the contract unit price per calendar day, or faction thereof, for ON-SITE MONITORING OF REGULATED SUBSTANCES.

The installation of engineered barriers will be paid for at the contract unit price per square

yard (square meter) for ENGINEERED BARRIER. The work of removing a UST, soil excavation, soil and content sampling, and the excavated

soil, UST content, and UST disposal will be paid for at the contract unit price per each for UNDERGROUND STORAGE TANK REMOVAL.

The transportation and disposal of soil and other materials from an excavation determined to

be contaminated will be paid for at the contract unit price per cubic yard (cubic meter) for NON-SPECIAL WASTE DISPOSAL, SPECIAL WASTE DISPOSAL, or HAZARDOUS WASTE DISPOSAL.

The transportation and disposal of groundwater from an excavation determined to be

contaminated will be paid for at the contract unit price per gallon (liter) for SPECIAL WASTE GROUNDWATER DISPOSAL or HAZARDOUS WASTE GROUNDWATER DISPOSAL. When groundwater is discharged to a sanitary or combined sewer by permit, the cost will be paid for according to Article 109.05.

Backfill plugs will be paid for at the contract unit price per cubic yard (cubic meter) for

BACKFILL PLUGS. Payment for temporary staging, if required, will be paid for according to Article 109.04. Payment for accumulated stormwater removal and disposal will be according to

Article 109.04. Payment will only be allowed if appropriate stormwater and erosion control methods were used.

Payment for decontamination, labor, material, and equipment for monitoring areas beyond the

specified areas, with the Engineer's prior written approval, will be according to Article 109.04. The sampling and testing associated with this work will be paid for as follows. (a) BETX Soil/Groundwater Analysis. When the contaminants of concern are gasoline only,

soil or groundwater samples shall be analyzed for benzene, ethylbenzene, toluene, and xylenes (BETX). The analysis will be paid for at the contract unit price per each for BETX SOIL ANALYSIS and/or BETX GROUNDWATER ANALYSIS using EPA Method 8021B.

(b) BETX-PNAS Soil/Groundwater Analysis. When the contaminants of concern are middle distillate and heavy ends, soil or groundwater samples shall be analyzed for BETX and polynuclear aromatics (PNAS). The analysis will be paid for at the contract unit price per each for BETX-PNAS SOIL ANALYSIS and/or BETX-PNAS GROUNDWATER ANALYSIS using EPA Method 8021B for BETX and EPA Method 8310 for PNAs.

(c) Priority Pollutants Soil Analysis. When the contaminants of concern are used oils, soil samples shall be analyzed for priority pollutant VOCs, priority pollutants SVOCs, and priority pollutants metals. The analysis will be paid for at the contract unit price per each for PRIORITY POLLUTANTS SOIL ANALYSIS using EPA Method 8260B for VOCs, EPA Method 8270C for SVOCs, and using an ICP instrument and EPA Methods 6010B and 7471A for metals.

(d) Priority Pollutant Groundwater Analysis. When the contaminants of concern are used oils, non-petroleum material, or unknowns, groundwater samples shall be analyzed for priority pollutant VOCs, priority pollutants SVOCs, and priority pollutants metals. The analysis will be paid for at the contract unit price per each for PRIORITY POLLUTANTS GROUNDWATER ANALYSIS using EPA Method 8260B for VOCs, EPA Method 8270C for SVOCs, and EPA Methods 6010B and 7470A for metals.

(e) Target Compound List (TCL) Soil Analysis. When the contaminants of concern are unknowns or non-petroleum material, soil samples shall be analyzed for priority pollutant VOCs, priority pollutants SVOCS, priority pollutants metals, pesticides, and Resource Conservation and Recovery Act (RCRA) metals by the toxicity characteristic leaching procedure (TCLP). The analysis will be paid for at the contract unit price per each for TCL SOIL ANALYSIS using EPA Method 8260B for VOCs, EPA Method 8270C for SVOCs,

EPA Method 8081 for pesticides, and ICP instrument and EPA Methods 6010B, 7471A, 1311 (extraction), 6010B, and 7470A for metals.

(f) Soil Disposal Analysis. When the waste material for disposal requires sampling for disposal acceptance, the samples shall be analyzed for TCLP VOCs, SVOCs, RCRA metals, pH, ignitability, and paint filter test. The analysis will be paid for at the contract unit price per each for SOIL DISPOSAL ANALYSIS using EPA Methods 1311 (extraction), 8260B for VOCs, 8270C for SVOCs, 6010B and 7470A for RCRA metals, 9045C for pH, 1030 for ignitability, and 9095A for paint filter.

The work of preparing, submitting and administering a Regulated Substances Final Construction Report will be paid for at the contract lump sum price REGULATED SUBSTANCES FINAL CONSTRUCTION REPORT.” 80407

SUBCONTRACTOR AND DBE PAYMENT REPORTING (BDE) Effective: April 2, 2018 Add the following to Section 109 of the Standard Specifications.

“ 109.14 Subcontractor and Disadvantaged Business Enterprise Payment Reporting. The Contractor shall report all payments made to the following parties:

(a) first tier subcontractors;

(b) lower tier subcontractors affecting disadvantaged business enterprise (DBE) goal credit;

(c) material suppliers or trucking firms that are part of the Contractor’s submitted DBE

utilization plan. The report shall be made through the Department’s on-line subcontractor payment reporting

system within 21 days of making the payment.” 80397

SUBCONTRACTOR MOBILIZATION PAYMENTS (BDE) Effective: November 2, 2017 Revised: April 1, 2019 Replace the second paragraph of Article 109.12 of the Standard Specifications with the following:

“ This mobilization payment shall be made at least seven days prior to the subcontractor starting work. The amount paid shall be at the following percentage of the amount of the subcontract reported on form BC 260A submitted for the approval of the subcontractor’s work.

Value of Subcontract Reported on Form BC 260A Mobilization Percentage

Less than $10,000 25% $10,000 to less than $20,000 20% $20,000 to less than $40,000 18% $40,000 to less than $60,000 16% $60,000 to less than $80,000 14%

$80,000 to less than $100,000 12% $100,000 to less than $250,000 10% $250,000 to less than $500,000 9%

$500,000 to $750,000 8% Over $750,000 7%”

80391

TRAFFIC CONTROL DEVICES - CONES (BDE) Effective: January 1, 2019 Revise Article 701.15(a) of the Standard Specifications to read:

“ (a) Cones. Cones are used to channelize traffic. Cones used to channelize traffic at night shall be reflectorized; however, cones shall not be used in nighttime lane closure tapers or nighttime lane shifts.”

Revise Article 1106.02(b) of the Standard Specifications to read:

“ (b) Cones. Cones shall be predominantly orange. Cones used at night that are 28 to 36 in. (700 to 900 mm) in height shall have two white circumferential stripes. If non-reflective spaces are left between the stripes, the spaces shall be no more than 2 in. (50mm) in width. Cones used at night that are taller than 36 in. (900 mm) shall have a minimum of two white and two fluorescent orange alternating, circumferential stripes with the top stripe being fluorescent orange. If non-reflective spaces are left between the stripes, the spaces shall be no more than 3 in. (75 mm) in width. The minimum weights for the various cone heights shall be 4 lb for 18 in. (2 kg for 450 mm), 7 lb for 28 in. (3 kg for 700 mm), and 10 lb for 36 in. (5 kg for 900 mm) with a minimum of 60 percent of the total weight in the base. Cones taller than 36 in. shall be weighted per the manufacturer’s specifications such that they are not moved by wind or passing traffic.”

80409

WEEKLY DBE TRUCKING REPORTS (BDE) Effective: June 2, 2012 Revised: April 2, 2015 The Contractor shall submit a weekly report of Disadvantaged Business Enterprise (DBE) trucks hired by the Contractor or subcontractors (i.e. not owned by the Contractor or subcontractors) that are used for DBE goal credit. The report shall be submitted to the Engineer on Department form “SBE 723” within ten business days following the reporting period. The reporting period shall be Monday through Sunday for each week reportable trucking activities occur. Any costs associated with providing weekly DBE trucking reports shall be considered as included in the contract unit prices bid for the various items of work involved and no additional compensation will be allowed. 80302

N

S

EW

0' 500' 1000' 1500'

MDSDSGN.

DWN.

CHKD.

SCALE :

FILE NAME:

TITLE : PROJECT NO. 19-0149

DATE : 05/15/2019

11SHEET OF

MDS

JLB

1"= 1000'

PAVEMENT REHABILITATION

STONECREST SUBDIVISION

LOCATION MAP190149-LM.DGN LM1

,ENGINEERING WBK LLC

(630) 443-7755

ST. CHARLES, ILLINOIS 60174

116 WEST MAIN STREET, SUITE 201

HUNTER TRAIL

STONERIDGE LANE

STONECREST DRIVE

MDSDSGN.

DWN.

CHKD.

SCALE :

FILE NAME:


DATE : 06/04/2019

51SHEET OF

MDS

JLB

NTS



TYPICAL SECTIONS190149-TS.DGN TS1


(630) 443-7755



EXISTING TYPICAL SECTION

EX SUBGRADE

STONERIDGE LANE

2.0% & VAR.

CROSS-SLOPE

EX PAVEMENT

EX ROADWAY ~

THICKNESS VAR. 10.25" - 12.00"

EX AGGREGATE BASE


EX ASPHALT SURFACE

2' & VAR.

EX GROUND

(SEE NOTE 1)

EX PCC CURB & GUTTER

PROPOSED TYPICAL SECTION

COURSE, IL-19.0, N50, 2.5"

PR HOT-MIX ASPHALT BINDER

COURSE, MIX "D", N50, 1.5"

PR HOT-MIX ASPHALT SURFACE

(MATCH EX)

CROSS-SLOPE

PR PAVEMENT

GENERALLY +4.00"

RAISE PROFILE

PR ROADWAY ~

COLD IN-PLACE RECYCLING, 6"

PR PAVEMENT RECLAMATION,

ENGINEER

DIRECTION OF THE

REPAIRS AT THE

PR AGGREGATE BASE

- AGGREGATE SUBGRADE IMPROVEMENT

- GEOTECHNICAL FABRIC FOR GROUND STABILIZATION

- REMOVAL & DISPOSAL OF UNSUITABLE MATERIALS

THE DIRECTION OF THE ENGINEER WITH:

PR UNDERCUTTING OF EX SUBGRADE AT

WITHOUT CURB AND GUTTER

24.5' & VAR.

TOTAL LENGTH = 2,694 LF

MUIRHEAD ROAD TO HUNTER TRAIL

2' 2'


PR CRUSHED LIMESTONE AGGREGATE SHOULDERS,

24.5' & VAR.

EX AGGREGATE WEDGE SHOULDER


COURSE, IL-19.0, N50, 2.5"




(MATCH EX)

CROSS-SLOPE

PR PAVEMENT

MDSDSGN.

DWN.

CHKD.

SCALE :

FILE NAME:


DATE : 06/04/2019

52SHEET OF

MDS

JLB

NTS





(630) 443-7755



ENGINEER

DIRECTION OF THE

REPAIRS AT THE

PR AGGREGATE BASE






WITH CURB AND GUTTER

W/ 4" REMOVAL



PROFILE

MATCH EX

PR ROADWAY ~

TYPICAL SECTION NOTES

24.5' & VAR.

THERE ARE 12 DRIVEWAY APRONS ALONG STONERIDGE LANE.

VICINITY OF EXISTING DRIVEWAYS, THE COST OF WHICH SHALL BE CONSIDERED INCIDENTAL TO THE PAY ITEM "PREPARATION OF BASE".

EDGE OF PAVEMENT ELEVATION WILL MATCH EXISTING DRIVEWAY GRADES BY REMOVING AND DISPOSING OF SURPLUS MATERIALS IN THE

AFTER COLD IN-PLACE RECYCLING OPERATIONS ARE COMPLETE, THE CONTRACTOR SHALL PREPARE THE BASE SUCH THAT THE PROPOSED2.

THERE IS 1 CONTINUOUS 800' LENGTH OF CURB AND GUTTER ON THE NORTH SIDE OF STONERIDGE LANE.

OF REMOVING AND DISPOSING OF SURPLUS MATERIALS SHALL BE CONSIDERED INCIDENTAL TO THE PAY ITEM "PREPARATION OF BASE".

BEEN COMPLETED, SUCH THAT THE ROADWAY PROFILE AND/OR CROSS-SLOPES ARE NOT INCREASED FROM THE EXISTING CONDITION. THE COST

GUTTER, THE CONTRACTOR SHALL REMOVE 4.00" OF THE RECYCLED PAVEMENT PRODUCT AFTER COLD IN-PLACE RECYCLING OPERATIONS HAVE

COMBINATION CONCRETE CURB AND GUTTER IS LOCATED INTERMITTENTLY THROUGHOUT TYPICAL SECTION LIMITS. IN AREAS WITH CURB AND1.

MDSDSGN.

DWN.

CHKD.

SCALE :

FILE NAME:


DATE : 06/04/2019

53SHEET OF

MDS

JLB

NTS





(630) 443-7755




EX SUBGRADE

2.0% & VAR.

CROSS-SLOPE

EX PAVEMENT

EX ROADWAY ~


EX AGGREGATE BASE


EX ASPHALT SURFACE

2' & VAR.

EX GROUND

24.5' & VAR.


COURSE, IL-19.0, N50, 2.5"




(MATCH EX)

CROSS-SLOPE

PR PAVEMENT

GENERALLY +4.00"

RAISE PROFILE

PR ROADWAY ~



ENGINEER

DIRECTION OF THE

REPAIRS AT THE

PR AGGREGATE BASE







HUNTER TRAIL


STONERIDGE LANE TO STONECREST DRIVE

2' & VAR.

24' & VAR.2' 2'



THERE ARE 21 DRIVEWAY APRONS ALONG HUNTER TRAIL.







COURSE, IL-19.0, N50, 2.5"




(MATCH EX)

CROSS-SLOPE

PR PAVEMENT

EX SUBGRADE

MDSDSGN.

DWN.

CHKD.

SCALE :

FILE NAME:


DATE : 06/04/2019

54SHEET OF

MDS

JLB

NTS





(630) 443-7755



STONECREST DRIVE

2.0% & VAR.

CROSS-SLOPE

EX PAVEMENT

EX ROADWAY ~


EX AGGREGATE BASE


EX ASPHALT SURFACE

GENERALLY +4.00"

RAISE PROFILE

PR ROADWAY ~

24' & VAR. 2' & VAR.

EX GROUND



ENGINEER

DIRECTION OF THE

REPAIRS AT THE

PR AGGREGATE BASE






(SEE NOTE 1)

EX PCC CURB & GUTTER

WITHOUT CURB AND GUTTER


RUSSELL ROAD TO STONECREST DRIVE TERMINUS



24' & VAR. 2'2'



COURSE, IL-19.0, N50, 2.5"




(MATCH EX)

CROSS-SLOPE

PR PAVEMENT

MDSDSGN.

DWN.

CHKD.

SCALE :

FILE NAME:


DATE : 06/04/2019

55SHEET OF

MDS

JLB

NTS





(630) 443-7755



ENGINEER

DIRECTION OF THE

REPAIRS AT THE

PR AGGREGATE BASE






WITH CURB AND GUTTER

24' & VAR.

W/ 4" REMOVAL



PROFILE

MATCH EX

PR ROADWAY ~


CURB & GUTTER, TYPE M-4.12

REMOVE & REPLACE COMBINATION CONCRETE*

S CURB LINE FROM INLET NEAR 40W765 STONECREST DRIVE TO THE EAST16 LF

S CURB LINE BETWEEN DRIVEWAYS FOR 40W735 STONECREST DRIVE & 40W745 STONECREST DRIVE50 LF*

- EROSION CONTROL BLANKET

- SEEDING, IDOT CLASS 1A

- TOPSOIL FURNISH & PLACE, 6"

PR PARKWAY RESTORATION WITH:

THERE ARE 29 DRIVEWAY APRONS ALONG STONECREST DRIVE.




THERE IS 1 CONTINUOUS 700' LENGTH OF CURB AND GUTTER ON BOTH SIDES OF STONECREST DRIVE.

OF REMOVING AND DISPOSING OF SURPLUS MATERIALS SHALL BE CONSIDERED INCIDENTAL TO THE PAY ITEM "PREPARATION OF BASE".

BEEN COMPLETED, SUCH THAT THE ROADWAY PROFILE AND/OR CROSS-SLOPES ARE NOT INCREASED FROM THE EXISTING CONDITION. THE COST

GUTTER, THE CONTRACTOR SHALL REMOVE 4.00" OF THE RECYCLED PAVEMENT PRODUCT AFTER COLD IN-PLACE RECYCLING OPERATIONS HAVE

COMBINATION CONCRETE CURB AND GUTTER IS LOCATED INTERMITTENTLY THROUGHOUT TYPICAL SECTION LIMITS. IN AREAS WITH CURB AND1.

ROAD

AHEAD

WORK

AHEAD

MOWING

ROAD

AHEAD

WORK

AHEAD

MOWING

4 miles (6 km), whichever is less.

length of one-half day's operation or

authority but in no case to exceed the

distance to be determined by the local

the work area is 700' (215 m). Maximum

Minimum distance between the sign and*

* Varies

* Varies

W20-1(O)-36

W21-I101(O)-36

Work area

orange flag attached.

Sign with 18x18 (450x450) min.

CLEANING DITCHES

SHOULDER REPAIR

CRACK POURING

BITUMINOUS RESURFACING

SURFACE MAINTENANCE

WEED SPRAYING

SPREADING AGGREGATE

MOWING

unless otherwise shown.

All dimensions are in inches (millimeters)

be appropriate for the specific job conditions.

the local authority considers this protection to

This case is for use on rural local roads where

not required.

When fluorescent signs are used, orange flags are

reflectorized background.

36x36 (900x900) and have black legend on an orange

All warning signs shall have minimum dimensions of

shoulder respectively.

minutes on the pavement or 60 minutes on the

may be used when operations do not exceed 15

Applicable operations illustrated in Standard 701301

for all maintenance vehicles while in operation.

Flashing lights or rotating beacons are required

pavment.

are restricted at all times to one side of the

All vehicles, equipment, men, and their acitvities

to fit field conditions.

Longitudinal dimensions may be adjusted slightly

with flashing lights.

shall be protected by Type I or Type II barricades

drop off greater than 3 (75) in the work area

Any unattended obstacle, excavation, or pavement

day's operation.

All signs are to be removed at completion of the

approximately 400' (120 m).

The distance between the two signs shall be

operation or 4 miles (6 km), whichever is less.

case to exceed the length of one-half day's

area shall be a minimum of 400' (120 m) but in no

The distance between this sign and the work

the ROAD WORK AHEAD sign and the work area.

sign, shall be installed in each direction between

(6 kph), a ONE LANE AHEAD, or other appropriate

stationary or moving at a speed less than 4 mph

When operations are on the pavement and

than 1000' (300 m).

between work areas at intervals not greater

lanes shall be available for traffic movement

traffic. At least 500' (150 m) of both traffic

traffic lane, leaving the opposite lane open to

Maintenance operations shall be confined to one

1-1-15

1-1-09

one General Note.

English (metric). Moved

Switched units to

Corrected RWA sign number.

STANDARD B.L.R. 18-6

DAY LABOR MAINTENANCE

TRAFFIC CONTROL DEVICES-

DAY OPERATIONS ONLY

RURAL OPERATIONS

TWO-LANE, TWO-WAY TRAFFIC

TYPICAL APPLICATIONS

GENERAL NOTES

SYMBOLS

Illinois Department of Transportation

January 1, 2015

APPROVED January 1, 2015

ENGINEER OF DESIGN AND ENVIRONMENT

ISS

UE

D1-1-9

7

PASSED

ENGINEER OF LOCAL ROADS AND STREETS

DATE REVISIONS

11

1

2

1 1 2

Saw at 4 to 24 hours, and seal.

2 (50) deep, and seal.

(3) thick steel template81Form with

construction option:

(Placed in prolongation with pavement joints)

Doweled contraction joint

1.

2.

ramp returns).

side streets and

(Such as entrances,

Short radius curve

joint

Contraction

(when space permits)

placed at mid-depth

2-No. 4 (No. 13) bars

dowel bars

18 (450) long

joint

Construction

box

Curb

with curb box

Drainage casting

Back of curb

pavement

joint on the adjacent

adjusted to align with

This dimension shall be*(typ.)

12 (300

min.

(1.0 m)

* 3'-0''

min.

(1.0 m)

* 3'-0''

(4.5 m)

15'-0"

(4.5 m)

15'-0"

(4.5 m)

15'-0"

(300)

12

(75)

3

pavement

Edge of

with (or without) dowels

Pavement expansion joint

min.

(300)

* 12

A A A

A A

with 2 (50) min. cl.

2-No. 4 (No. 13) bars


placed at mid-depth

2-No. 4 (No. 13) barswithout curb box

Drainage casting

Back of curb

(typ.)

12 (300)

min.

(1.0 m)

*3'-0''

min.

(1.0 m)

*3'-0''

mid-depth).

bar (placed at

18 (450) long dowel

cap

Expansion

joint filler.

preformed expansion

1 (25) - thick (min.)

Full depth & width

min.

1 (25)

curb type.

as required for

Gutter flag width

(175)

7

Slope 6%

Pavement

t

(40)

21

1

Tie bar

Pavement

CB

A

Tie bar

RSlope 6%

t

Dcurb type.

as required for

Gutter flag width

Slope 5% max.

Pavement

Tie bar

t

(13)

21

(175)

7

Pavement

A

B C

R

Tie bar

Slope 6% D

t

HMA surfacing

course

PCC base Tie bar

(other types permitted)

Mountable curb shown

course 8 (200)

10 (250) when PCC base

course 8 (200)

9 (225) when PCC base

min.

3 (7

5)

(6)

41

Slope 6%

A

Pavement

BC

R

Tie bar

R D

t

Slope 2%

BARRIER CURB

TABLE OF DIMENSIONS

TYPE

(B-15.3)

B-6.12

(B-15.45)

B-6.18

(B-15.60)

B-6.24

(B-22.30)

B-9.12

(B-22.45)

B-9.18

(B-22.60)

B-9.24

A

(300)

12

(450)

18

(600)

24

(300)

12

(450)

18

(600)

24

B

(25)

1

(25)

1

(25)

1

(50)

2

(50)

2

(50)

2

C

(150)

6

(150)

6

(150)

6

(125)

5

(125)

5

(125)

5

D

(150)

6

(150)

6

(150)

6

(225)

9

(225)

9

(225)

9

R

(25)

1

(25)

1

(25)

1

(25)

1

(25)

1

(25)

1

MOUNTABLE CURB

TABLE OF DIMENSIONS

TYPE

(M-5.15)

M-2.06

(M-5.30)

M-2.12

(M-10.15)

M-4.06

(M-10.30)

M-4.12

(M-10.45)

M-4.18

(M-10.60)

M-4.24

(M-15.15)

M-6.06

(M-15.30)

M-6.12

(M-15.45)

M-6.18

(M-15.60)

M-6.24

A

(150)

6

(300)

12

(150)

6

(300)

12

(450)

18

(600)

24

(150)

6

(300)

12

(450)

18

(600)

24

B

(50)

2

(50)

2

(100)

4

(100)

4

(100)

4

(100)

4

(150)

6

(150)

6

(150)

6

(150)

6

C

(100)

4

(100)

4

(75)

3

(75)

3

(75)

3

(75)

3

(50)

2

(50)

2

(50)

2

(50)

2

D

(50)

2

(50)

2

(100)

4

(100)

4

(100)

4

(100)

4

(150)

6

(150)

6

(150)

6

(150)

6

R R

(75)

3

(75)

3

(75)

3

(75)

3

(75)

3

(75)

3

(50)

2

(50)

2

(50)

2

(50)

2

(50)

2

(50)

2

NA

NA

NA

NA

NA

NA

NA

NA

(Sheet 1 of 2)

(150)

6

(25)

1

(150)

6

(150)

6

(25)

1

(B-15.15)

B-6.06

For corner islands only.

STANDARD 606001-07

A

*

*

CONCRETE CURB AND GUTTER

AND COMBINATION

CONCRETE CURB TYPE B

¡

¡

¡

¡

¡

GENERAL NOTES

TO THE DISABLED

TO CURB RAMP ACCESSIBLE

DEPRESSED CURB ADJACENT

DEPRESSED CURB (TYPICAL)

WITH HMA SURFACING

ADJACENT TO PCC BASE COURSE

M-2.06 (M-5.15) and M-2.12 (M-5.30)

EXPANSION JOINT

DETAIL

MOUNTABLE CURBBARRIER CURB

ADJACENT TO PCC PAVEMENT OR PCC BASE COURSE

PLAN


January 1, 2018

ENGINEER OF POLICY AND PROCEDURES



ISS

UE

D1-1-9

7

PASSED

DATE REVISIONS

1-1-15

(corner islands only).

curb and gutter to table

Added B-6.06 (B-15.15) barrier

1-1-18

bar spacing to 36 (900) cts.

Revised General Note for tie



islands.

See Standard 606301 for details of corner

only be required for monolithic construction.

The dowel bars shown in contraction joints will

maintained.

the tie bar and the back of the curb shall be

A minimum clearance of 2 (50) between the end of

Standard 420001.

longitudinal construction joint shown on

36 (900) centers in accordance with details for

Longitudinal joint tie bars shall be No. 6 (No. 19) at

t = Thickness of pavement.

is omitted.

the same slope as the subbase or 6% when subbase

constructed adjacent to pcc pavement shall be

The bottom slope of combination curb and gutter

1

1

(Sheet 2 of 2)

Short radius curve

A

A A A


placed at mid-depth

2-No. 4 (No. 13) bars

Back of curb

with curb box

Drainage casting

pavement

Edge of

(typ.)

12 (300)

Construction joint

full depth and width.

(20) thick preformed joint filler43Insert

Saw 2 (50) deep at 4 to 24 hours, and seal.

2 (50) deep, and seal.

(3) thick steel template81Form with

construction options:

Undoweled contraction joint (typ.)

1.

2.

3.

PT

PC

max. cts. (typ.)

at 25'-0'' (7.6 m)

Contraction joints

with 2 (50) min. cl.

2-No. 4 (No. 13) bars


placed at mid-depth

2-No. 4 (No. 13) bars

(1.5 m)

5'-0"

(1.5 m)

5'-0"

without curb box

Drainage casting

Back of curb

(typ.)

12 (300)

pavement

Edge of

A A

(1.5 m)

5'-0"

(1.5 m)

5'-0"

(other types permitted)

Mountable curb shown

HMA surfacing

Base course

(6)

41

t

min.

9 (2

25)

min.

9 (2

25)

(6)

41

t

Base course

HMA surfacing

Pavement (40)

21

1(175)

7

(340)

21

13

Pavement

B C

R

D

(450)

18

Pavement

Tie bar

(40)

21

1

t

(175)

7

Pavement

R

Tie bar

BC

D

t

A

STANDARD 606001-07

CONCRETE CURB AND GUTTER

AND COMBINATION


¡¡

DEPRESSED CURB BARRIER CURB

ADJACENT TO FLEXIBLE PAVEMENT

DEPRESSED CURB BARRIER CURB

ADJACENT TO PCC PAVEMENT OR PCC BASE COURSE


ADJACENT TO FLEXIBLE PAVEMENT

ON UNDISTURBED SUBGRADEON DISTURBED SUBGRADE

PLAN


January 1, 2018

ENGINEER OF POLICY AND PROCEDURES



ISS

UE

D1-1-9

7

PASSED

ONE LANE

ROAD

AHEAD

ONE LANE

ROAD

AHEAD

pavement for a period of less than 15 minutes.

the centerline and a line 24 (600) outside the edge of the

For any operation that encroaches in the area between

edge of the pavement for a period of less than 60 minutes.

For any operation that is more than 24 (600) outside the

than 60 minutes.

pavement for a period in excess of 15 minutes but less

the centerline and a line 24 (600) outside the edge of the

For any operation that encroaches in the area between

amber dome light operating.

Vehicle with dual flashers or flashing

min.

100' (30 m)

min.

100' (30 m) (600)

24

amber dome light operating.

Vehicle with dual flashers or flashing

(600)

24

W20-4(0)-48

1 1

min.

100' (30 m)

min.

100' (30 m)1 1

W20-4(0)-48

(600)

24 SIGN SPACING

Posted Speed Sign Spacing

55

50-45

<45

500' (150 m)

350' (100 m)

200' (60 m)

1 =

table for distances.

Refer to SIGN SPACING

Cleaning up debris on pavement

Utility operations

String line

Field survey

Marking patchesWork area

Sign on portable or permanent support

Flagger with traffic control sign



1-1-11

W20-7(O)-48

W20-7(O)-48

1-1-09

English (metric).

Switched units to

Revised flagger sign.

STANDARD 701301-04

SHORT TIME OPERATIONS

LANE CLOSURE, 2L, 2W,

SYMBOLSTYPICAL APPLICATIONS


January 1, 2011



ISS

UE

D1-1-9

7

PASSED

ENGINEER OF SAFETY ENGINEERING

DATE REVISIONS

PAINT

WET

PAINT

WET

(appropriate arrow)

G20-I101-2430

R4-7a-2430

min. *

200' (60 m)

(appropriate arrow)

G20-I101-2430

or crack sealant to wheel tracking.

and susceptibility of pavement marking

Distance varies depending on terrain*

Crack pouring

Debris cleanup

Roadometer measurements

Weed spraying

Pavement marking

Utility work

Landscaping work Arrow board (Hazard Mode only)

(visible from all directions)

flashers and flashing amber light.

Truck with headlights, emergency

(use when guide wheel is used)

18x18 (450x450) min. orange flag

Truck mounted attenuator



the pavement, use DETAIL A, Standard 701426.

For shoulder operations not encroaching on

(5 km/h).

the average speed is greater than 3 mph

require a continuous moving operation where

equipment, workers or their activities will

This Standard is used where any vehicle,

1-1-09

1-1-00

Pass With Care sign.

English (metric). Omitted

Switched units to

in Standard title.

Elim. speed restrictions

KEEP

RIGHT

STANDARD 701311-03

DAY ONLY

MOVING OPERATIONS-

LANE CLOSURE 2L, 2W

TYPICAL APPLICATIONSSYMBOLS

GENERAL NOTES


January 1, 2009



ISS

UE

D1-1-9

7

PASSED

ENGINEER OF OPERATIONS

DATE REVISIONS

*

*

* *

*

*

** *

(450-9

00)

18-3

6

(700)

28

min.

4' (1.2

m)

min.

24 (6

00)

(900)

36

min.

18 (450)

min.

5' (1.5

m)

min.

4' (1.2 m)

(600)

24

(900)

36

(300)

12

(200)

8 (900)

36

(Sheet 1 of 3)

min.

4' (1.2 m)min.

36 (9

00)

(100)

4

min.

36 (9

00)

min.

24 (600)

min.

36 (9

00)

min.

24 (600)

(100)

4

Orange

(100)

4

(700 -

900)

28 -

36

Posted speed < 45 mph

STANDARD 701901-08

TUBULAR MARKER VERTICAL PANEL

TYPE I BARRICADE TYPE II BARRICADE TYPE III BARRICADE

BARRICADE

DIRECTION INDICATOR

DRUM

VERTICAL BARRICADE

CHANNELIZING BARRICADE

DETECTABLE PEDESTRIAN

GENERAL NOTES

DATE REVISIONS

orange to white background.

SPEED LIMIT sign from

Revised END WORK ZONE1-1-18

1-1-19

(700 -

900)

28 -

36

CONES

Any posted speed

DAYTIME USE

Any posted speed Any posted speed

>36 (9

00)

DAY OR NIGHTTIME USE

(100-150)

4-6

(100-150)

4-6

added cones >36" (900 m) height.

Revised cone usage and

DEVICES

TRAFFIC CONTROL

(200-3

00)

8-1

2m

ax.

2 (5

0)

(150)

6 (150)

6

Warning lights (if required)



pavement surface.

All heights shown shall be measured above the

(200-3

00)

8-1

2

(100)

4(1

00)

4(1

00)

4 (100)

4

(200-3

00)

8-1

2 (200-3

00)

8-1

2

(150)

6(150)

6

(300)

12

(150)

6

(150)

6

(100)

4 (100)

4

(50)

2

(150)

6

(75 -

100)

3 -

4

min.

3 (75)

(100)

4

(100)

4

(200-300)

8-12

4-6 (100-150)

4-6 (100-150)

POST MOUNTED

Orange Orange Orange


January 1, 2019



ISS

UE

D1-1-1

3

ENGINEER OF SAFETY PROG. AND ENGINEERING

APPROVED

"'-

MAX WIDTH

XX XXX MILES

AHEAD

NEXT X MILES

CONSTRUCTION

ROAD

CONSTRUCTION

END

(IF SPECIFIED)

SIGN

STOP SLOWEND

WORK ZONE

SPEED LIMIT

MINIMUM

$XXX FINE

LIMIT

SPEED

XX

ZONE

WORK

ENFORCED

PHOTO

(1.8 m - 3.6 m)

6' - 12'

FRONT SIDE REVERSE SIDE

(100)

4

(125)

5

(600)

24

(125)

5

(175)

7

(400)

16

(175)

7

(125)

5

(600)

24

(600 - 3 m)

24 - 10'

min.

8' (2.4

m)

(Sheet 2 of 3)

(1.8

m -

2.1

m)

6' -

7'

R2-1-3648

R2-I106p-3618

G20-I104(0)-6036 G20-I105(0)-6024

W12-I103-4848

XX'-XX" width and X miles are variable.

G20-I103-6036

STANDARD 701901-08

POST MOUNTED SIGNS

SIGNS ON TEMPORARY SUPPORTS

HIGH LEVEL WARNING DEVICE

WIDTH RESTRICTION SIGN

FLAGGER TRAFFIC CONTROL SIGN

SPEED ZONE SIGNSHIGHWAY CONSTRUCTION

WORK LIMIT SIGNING

DEVICES

TRAFFIC CONTROL

Edge of

pave

ment

**

(if required)

Warning light

wood post

Metal or

6' (1.8 m) urban

4' (1.2 m) rural

embedment

5' (1.5 m) min.

of pavement

Elevation of edge

7' (2.1 m) min. urban

5' (1.5 m) min. rural

edge of the paved shoulder.

face of curb or 6' (1.8 m) to the outside

this dimension shall be 24 (600) to the

When curb or paved shoulder are present**

of curb

or face

pavement

Edge of

of pavement

Elevation of edge

completely above the devices.

shall be sufficient to be seen

behind other devices, the height

be 5' (1.5 m) min. If located

four days, this dimension shall

When work operations exceed***

min.

***

12 (3

00)

Orange flags

18x18 (450x450)

lane highways.

Dual sign displays shall be utilized on multi-

within 2 miles (3200 m).

the end of the job unless another job is

END CONSTRUCTION sign shall be erected at

ject limits.

be placed 500' (150 m) in advance of pro-

ROAD CONSTRUCTION NEXT X MILES sign shall

2 miles (3200 m) or more in length.

This signing is required for all projects

W21-Ill5(0)-3618

R10-I108p-3618 ****

or as allowed by District Operations.

Sign assembly as shown on Standards

above sign assembly is used.

This sign shall be used when the

under the juristiction of the State.

R10-I108p shall only be used along roadways****

8 (200) Federal series C

(15)32

19

(513)

20 21

7 (180) Federal series B

R.

1 (4

0)

21

(9

0)

32

1


January 1, 2019



ISS

UE

D1-1-1

3


APPROVED

ROAD

CLOSED

ROAD CLOSED

TO

THRU TRAFFIC

ROAD CLOSED

TO

THRU TRAFFIC

min.

4' (1.2 m)min.

5' (1.5 m)

min.

(600)

24

min.

6' (1.8

m)

min.

7' (2.1

m)

min.

30 (7

50)

min.

4' (1.2

m)

min.

7' (2.1

m)

min.

8' (2.4 m)

(8 m)

25'

100' (3

0

m)

max.

30' (9.1

m)

min.

(Sheet 3 of 3)

A

A

STANDARD 701901-08

ARROW BOARDS

SECTION A-A

TEMPORARY RUMBLE STRIPS

PLAN

TYPICAL INSTALLATION

TYPE III BARRICADES CLOSING A ROAD

TYPICAL APPLICATIONS OF

24 (600) ±

MOUNTED

TRAILER

TYPE C

MOUNTED

ROOF OR TRAILER

TYPE B

MOUNTED

ROOF

TYPE A

DEVICES

TRAFFIC CONTROL

21

3 (9

0)

±

Weep holes

Traffic

1 (45) ±43

Epoxy channels

stepped or smooth

Face may be

(13)

±

21

21

3 (90) ±

Traffic

(8 m)

25'

(60 m) ±

200

(60 m) ±

200

(8 m)

25'

(8 m)

25'

(60 m) ±

200 warning signs

advance

Construction

(1.5 m)

5'

min.

12 (300)

min.

12 (300)

R11-4

Pavement

flasher

Type A

ROAD CLOSED TO THRU TRAFFIC

directly in front of the barricade.

on NCHRP 350 temporary sign supports

not available, the signs may be mounted

sign panel which meets NCHRP 350 is

Type III barricade with an attached

both sides of the barricades. If a

Reflectorized striping shall appear on

ROAD CLOSED TO ALL TRAFFIC

in front of the barricade.

NCHRP 350 temporary sign support directly

available, the sign may be mounted on an

sign panel which meets NCHRP 350 is not

If a Type III barricade with an attached

on the back side of the barricades.

Reflectorized striping may be omitted

Pavement

shoulder

Edge of

R11-2flasher

Type Amax.

6 (150)max.

6 (150)

max.

6 (150)


January 1, 2019



ISS

UE

D1-1-1

3


APPROVED

PAVEMENT CORE SUMMARY REPORT

Rubino Engineering, Inc. ● 665 Tollgate Rd. ● Unit H ● Elgin, IL 60123 ● (847) 931-1555 ● (847) 931-1560 fax

April 18th, 2018 To: Vince Di Prima, P.E., CPESC

WBK Engineering, LLC. 116 West Main Street, Suite 201 St. Charles, IL 60174 Phone: 630.443.7755 Direct: 630.3388529 Cell: 847.980.2721

Re:

Pavement Core Summary Report Stonecrest Subdivision Roadway Rehabilitation Stonecrest Drive, Hunter Trail and Stoneridge Lane Plato Township, Illinois Rubino Project No. G18.044

Via email: [email protected] Dear Mr. Di Prima,

Rubino Engineering, Inc. is pleased to submit the following summary report for the above referenced project.

Rubino Engineering, Inc. received authorization to proceed on Rubino proposal number Q18.141g dated March 12th, 2018 from Vince Di Prima of WBK Engineering, LLC. on March 21st, 2018.

Rubino appreciates the opportunity to provide coring services for this project and we look forward to

continued participation during the design and in future construction phases of this project.

If you have questions pertaining to this report, or if Rubino may be of further service, please contact our office at (847) 931-1555. Respectfully Submitted, Rubino Engineering, Inc.

Michelle Lipinski, P.E President Attachments: Surface Conditions / Field Data Core Location Diagram

Authorization History and Project Scope

Closing

Pavement Core Summary Report – Rubino Project No. G18.044 April 18th, 2018

Stonecrest Subdivision Roadway Rehabilitation – Plato Township, Illinois Page 2 of 7


Cores were taken in the pavement along Stonecrest Drive, Hunter Trail and Stoneridge Lane in Plato Township, Illinois. The following table summarizes the thicknesses observed in the field and laboratory:

Core - 01

(Stonecrest Drive)

Core - 02

(Stonecrest Drive)

Core - 03

(Stonecrest Drive)

Picture Taken Facing North Picture Taken Facing North Picture Taken Facing North

Total Thickness = 3 ½ inches

HMA Surface1 = 1 ½ in. HMA Binder1 = 2 in.

Subbase Stone = 10 inches


HMA Surface1 = 1 ¼ in. HMA Binder1 = 2 ¼ in.

Subbase Stone = 10¼ inches

Total Thickness = 3 inches

HMA Surface1 = 1 ¼ in. HMA Binder1 = 1 ¾ in.


Surface Conditions / Field Data




Core - 04

(Stonecrest Drive)

Core - 05

(Stonecrest Drive)

Core - 06

(Stonecrest Drive)

Picture Taken Facing North Picture Taken Facing North Picture Taken Facing North





HMA Surface1 = 1 ½ in. HMA Binder1 = 2 in.








Core - 07

(Stonecrest Drive)

Core - 08

(Hunter Trail)

Core - 09

(Hunter Trail)

Picture Taken Facing South Picture Taken Facing East Picture Taken Facing East

Total Thickness = 3 ¾ inches

HMA Surface1 = 1 ¾ in. HMA Binder1 = 2 in.


Total Thickness = 3 ¼ inches

HMA Surface1 = 1 ¼ in. HMA Binder1 = 2 in.



HMA Surface1 = 1 ½ in. HMA Binder1 = 1 ¾ in.





Core - 10

(Hunter Trail)

Core - 11

(Hunter Trail)

Core - 12

(Stoneridge Lane)

Picture Taken Facing East Picture Taken Facing East Picture Taken Facing East





HMA Surface1 = 1 in. HMA Binder1 = 2 in.

Subbase Stone = 10½ inches


HMA Surface1 = 1 ¾ in. HMA Binder1 = 2 ½ in.





Core - 13

(Stoneridge Lane)

Core - 14

(Stoneridge Lane)

Core - 15

(Stoneridge Lane)

Picture Taken Facing East Picture Taken Facing East Picture Taken Facing East


HMA Surface1 = 1 ½ in. HMA Binder1 = 2 ¾ in.




Subbase Stone = 10¾ inches



Subbase Stone = 11½ inches

The referenced thicknesses are considered approximate. Pavement and subbase type and thickness

may vary between core locations. Any comments on the condition of the material are considered our

opinion and should be verified by the design engineer.




CORE LOCATION DIAGRAM

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