IDOT 64V42-053.pdf

Letting June 12, 2026

Notice to Bidders, Specifications and Proposal

Contract No. 64V42 WHITESIDE County Section ((8Z&(32W&32WZ))RS&SW Route FAP 561, FAP 646 Project NHPP-STP-162I(701) District 2 Construction Funds

Prepared by F

Checked by

(Printed by authority of the State of Illinois)

NOTICE TO BIDDERS

1. TIME AND PLACE OF OPENING BIDS. Electronic bids are to be submitted to the electronic bidding system (iCX-Integrated Contractors Exchange). All bids must be submitted to the iCX system prior to 12:00 p.m.

June 12, 2026 at which time the bids will be publicly opened from the iCX SecureVault.

2. DESCRIPTION OF WORK. The proposed improvement is identified and advertised for bids in the

Invitation for Bids as:

Contract No. 64V42 WHITESIDE County Section ((8Z&(32W&32WZ))RS&SW Project NHPP-STP-162I(701) Route FAP 561, FAP 646 District 2 Construction Funds

0.76 miles of patching, cold milling, and standard overlay on WB IL 2 East 4th St to IL 40 in Sterling.

3. INSTRUCTIONS TO BIDDERS. (a) This Notice, the invitation for bids, proposal and letter of award shall, together with all other documents in accordance with Article 101.09 of the Standard Specifications for Road and Bridge Construction, become part of the contract. Bidders are cautioned to read and examine carefully all documents, to make all required inspections, and to inquire or seek explanation of the same prior to submission of a bid.

(b) State law, and, if the work is to be paid wholly or in part with Federal-aid funds, Federal law requires the bidder to make various certifications as a part of the proposal and contract. By execution and submission of the proposal, the bidder makes the certification contained therein. A false or fraudulent certification shall, in addition to all other remedies provided by law, be a breach of contract and may result in termination of the contract.

4. AWARD CRITERIA AND REJECTION OF BIDS. This contract will be awarded to the lowest responsive and responsible bidder considering conformity with the terms and conditions established by the Department in the rules, Invitation for Bids and contract documents. The issuance of plans and proposal forms for bidding based upon a prequalification rating shall not be the sole determinant of responsibility. The Department reserves the right to determine responsibility at the time of award, to reject any or all proposals, to re-advertise the proposed improvement, and to waive technicalities.

By Order of the Illinois Department of Transportation

Gia Biagi, Secretary

FAP Route 561 & 646 (IL 40 & IL 2)

Section ((8Z & (32W & 32WZ))RS&SW Whiteside County

INDEX

FOR

SUPPLEMENTAL SPECIFICATIONS

AND RECURRING SPECIAL PROVISIONS

Adopted January 1, 2026

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 1-1-22) (Revised 1-1-26)

SUPPLEMENTAL SPECIFICATIONS

Std. Spec. Sec. Page No.

109 Measurement and Payment 202 Earth and Rock Excavation 204 Borrow and Furnished Excavation 207 Porous Granular Embankment 211 Topsoil and Compost 214 Grading and Shaping Ditches 406 Hot-Mix Asphalt Binder and Surface Course 407 Hot-Mix Asphalt Pavement (Full-Depth) 420 Portland Cement Concrete Pavement 502 Excavation for Structures 504 Precast Concrete Structures 509 Metal Railings 522 Retaining Walls 540 Box Culverts 542 Pipe Culverts 550 Storm Sewers 586 Granular Backfill for Structures 601 Pipe Drains, Pipe Underdrains, and French Drains 630 Steel Plate Beam Guardrail 632 Guardrail and Cable Road Guard Removal 644 High Tension Cable Median Barrier 665 Woven Wire Fence 701 Work Zone Traffic Control and Protection 781 Raised Reflective Pavement Markers 782 Reflectors 801 Electrical Requirements 821 Roadway Luminaires

1003 Fine Aggregates 1004 Coarse Aggregates 1010 Finely Divided Minerals 1020 Portland Cement Concrete ……… 1030 Hot-Mix Asphalt 1040 Drain Pipe, Tile, and Wall Drain 1042 Precast Concrete Products 1061 Waterproofing Membrane System 1067 Luminaire ……… 1097 Reflectors 1102 Hot-Mix Asphalt Equipment

Section ((8Z & (32W & 32WZ))RS&SW

RECURRING SPECIAL PROVISIONS

The following RECURRING SPECIAL PROVISIONS indicated by an “X” are applicable to this contract and are included by reference:

CHECK SHEET # PAGE NO.

1 X Additional State Requirements for Federal-Aid Construction Contracts 2 X Subletting of Contracts (Federal-Aid Contracts)

3 X EEO

4 Specific EEO Responsibilities Nonfederal-Aid Contracts 5 Required Provisions - State Contracts 6 Asbestos Bearing Pad Removal 7 Asbestos Waterproofing Membrane and Asbestos Hot-Mix Asphalt Surface Removal 8 Temporary Stream Crossings and In-Stream Work Pads 9 X Construction Layout Stakes

10 Use of Geotextile Fabric for Railroad Crossing 11 Subsealing of Concrete Pavements 12 Hot-Mix Asphalt Surface Correction 13 Pavement and Shoulder Resurfacing 14 Patching with Hot-Mix Asphalt Overlay Removal 15 Polymer Concrete 16 Reserved 17 Bicycle Racks 18 Temporary Portable Bridge Traffic Signals 19 X Nighttime Inspection of Roadway Lighting 20 English Substitution of Metric Bolts 21 Calcium Chloride Accelerator for Portland Cement Concrete 22 Quality Control of Concrete Mixtures at the Plant 23 X Quality Control/Quality Assurance of Concrete Mixtures 24 Reserved 25 Reserved 26 Temporary Raised Pavement Markers 27 Restoring Bridge Approach Pavements Using High-Density Foam 28 Portland Cement Concrete Inlay or Overlay 29 Portland Cement Concrete Partial Depth Hot-Mix Asphalt Patching 30 Longitudinal Joint and Crack Patching 31 X Concrete Mix Design – Department Provided 32 Station Numbers in Pavements or Overlays

Section ((8Z & (32W & 32WZ))RS&SW i

TABLE OF CONTENTS

LOCATION AND DESCRIPTION OF PROJECT

TRAFFIC CONTROL PLAN

PCC AUTOMATIC BATCHING EQUIPMENT

PCC QC/QA ELECTRONIC REPORTS SUBMITTAL

WORK ZONE PAVEMENT MARKING AND REMOVAL

JOINT TRIMMING

AVAILABILITY OF ELECTRONIC FILES

GROOVING FOR RECESSED PAVEMENT MARKING, LETTERS AND SYMBOLS

MAXIMUM DROP-OFFS BETWEEN ADJACENT LANES

REMOVING BASE FOR TELESCOPING STEEL SIGN SUPPORT

AGGREGATE SUBGRADE IMPROVEMENT (BDE)

BITUMINOUS MATERIALS COST ADJUSTMENTS (BDE)

CEMENT, FINELY DIVIDED MINERALS, ADMIXTURES, CONCRETE, AND MORTAR (BDE)

COMPENSABLE DELAY COSTS (BDE)

HOT-MIX ASPHALT (BDE)

HOT-MIX ASPHALT – LONGITUDINAL JOINT SEALANT (BDE)

PAVEMENT MARKING (BDE)

PAVEMENT PATCHING (BDE)

PERFORMANCE GRADED ASPHALT BINDER (BDE)

RAISED REFLECTIVE PAVEMENT MARKERS (BDE)

REMOVAL AND DISPOSAL OF REGULATED SUBSTANCES (BDE)

SHORT TERM AND TEMPORARY PAVEMENT MARKINGS (BDE)

SIGN PANELS AND APPURTENANCES (BDE)

SOURCE OF SUPPLY AND QUALITY REQUIREMENTS (BDE)

SUBCONTRACTOR AND DBE PAYMENT REPORTING (BDE)

SUBCONTRACTOR MOBILIZATION PAYMENTS (BDE)

SUBMISSION OF BIDDERS LIST INFORMATION (BDE)

SUBMISSION OF PAYROLL RECORDS – FEDERAL AID CONTRACT (BDE)

SURFACE TESTING OF PAVEMENTS – IRI (BDE)

SURVEYING SERVICES (BDE)

VEHICLE AND EQUIPMENT WARNING LIGHTS (BDE)

Section ((8Z & (32W & 32WZ))RS&SW ii

WOOD SIGN SUPPORT (BDE)

WORK ZONE TRAFFIC CONTROL DEVICES (BDE)

WORKING DAYS (BDE)

Section ((8Z & (32W & 32WZ))RS&SW

STATE OF ILLINOIS

SPECIAL PROVISIONS

The following Special Provisions supplement the “Standard Specifications for Road and Bridge Construction, adopted January 1, 2022”, the latest edition of the “Manual on Uniform Traffic Control Devices for Streets and Highways”, and the “Manual of Test Procedures for Materials” in effect on the date of invitation for bids, and the “Supplemental Specifications and Recurring Special Provisions” indicated on the Check Sheet included herein, which apply to and govern the construction of FAP Route 561 & 646 (IL 40 & IL 2), Project NHPP-STP-162I(701), Section ((8Z&(32W & 32WZ))RS&SW, Whiteside County, Contract No. 64V42 and in case of conflict with any part, or parts, of said Specifications, the said Special Provisions shall take precedence and shall govern.

LOCATION AND DESCRIPTION OF PROJECT

0.92 miles of cold milling, patching, and designed overlay along IL 40 and IL 2 in downtown Sterling.

Locust Street: North of 5th Street to 2nd Street 2nd Street: Locust to 1st Avenue 1st Avenue: 2nd Street to 5th Street 5th Street: 1st Avenue to Locust Street 3rd Street: Locust Street to east of 4th Avenue

TRAFFIC CONTROL PLAN

Effective: January 14, 1999 Revised: January 13, 2017

Standards:

701101 701427 701601 701701 701901

Details:

District Standard 34.1 District Standard 94.2

General:

Where construction activities involve sidewalks on both sides of the street, the work shall be staged so that both sidewalks are not out of service at the same time.

Section ((8Z & (32W & 32WZ))RS&SW

Signs:

“BUMP” (W8-1(O)48) signs shall be installed as directed by the Engineer.

When covering existing Department signs, no tape shall be used on the reflective portion of the sign. Contact the District sign shop for covering techniques.

Any plates or direct applied sheeting used to alter signs shall have the same sheeting as the base sign.

No more than one kind of alteration shall be used to alter a sign.

Devices:

A minimum of 3 drums spaced at 4 feet shall be placed at each return when the sideroad is open.

Flaggers:

Pavement Marking:

Short term pavement markings on a milled surface shall be paint.

Traffic Control and Protection Standard 701701: This work shall be done according to Section 701 of the Standard Specifications and the Typical Application of Traffic Control Devices for Highway Construction, Standard 701701, and as specified herein.

The “left” leg of the intersection shown on this standard also applies when the right turn lane is closed. When the right turn lane is closed, “RIGHT TURN LANE CLOSED AHEAD” shall be substituted for the LEFT TURN LANE CLOSED AHEAD” and the set up would be a mirror image to what is shown.

This work shall be included in the contract unit price per Lump Sum for TRAFFIC CONTROL AND

PROTECTION STANDARD 701701.

Maintenance of Traffic:

The Contractor shall notify the City of Sterling, emergency response agencies (i.e.: fire, ambulance, police), school bus companies and the Department of Transportation (Bureau of Project Implementation) regarding any changes in traffic control.

The Contractor shall notify the City of Sterling for any sideroad closure or opening.

Milled pavement shall be resurfaced before opening the road to traffic.

Two (2) changeable message signs shall be placed on this project two (2) weeks prior to the start of work informing the public of lane closures. Location of the message signs will be determined by the Resident Engineer.

Section ((8Z & (32W & 32WZ))RS&SW

Work Restrictions:

The contractor shall have all lanes open on all routes as shown in the plans unless prior approval is obtained from the Resident Engineer:

There shall be no lane closures allowed during the following times:

• 6:00 am to 7:00 pm Sunday to Sunday

Additional restrictions due to local events or inclement weather may also be imposed.

PCC AUTOMATIC BATCHING EQUIPMENT

Effective: January 1, 2015 Revised: January 31, 2023

Portland cement concrete provided shall be produced from batch plants that conform to the requirements of Article 1103.03 (a) and (b) of the Standard Specifications for Road and Bridge Construction. Semi-automatic batching will not be allowed.

Plants shall have computerized batching interfaced with a printer. IDOT Producer Number, IDOT Design Number, Concrete Material Code, batch weights, aggregate mixtures, water added, amount of each admixture or additive, and percent variance from design shall be printed for each batch. Tickets shall state the actual water-cement ratio as batched, and the amount of water that can be added to the batch without exceeding the maximum water-cement ratio. Truck delivery tickets are still required as per Article 1020.11(a)(7) of the Standard Specifications.

PCC QC/QA ELECTRONIC REPORTS SUBMITTAL

Effective: January 1, 2015 Revised: January 31, 2023

The Contractor’s QC personnel shall be responsible for electronically submitting the following reports to the Department: PRO and IND data for BMPR MI654 “Concrete Air, Slump, and Quantity,”; PRO data for BMPR MI655 “P.C. Concrete Strength,”; and PRO data for BMPR MI504 “Aggregate Gradation” reports to the Department. The format for the electronic submittals shall be the QMP package reporting program, which will be provided by the Department. Microsoft Excel 2007 or newer and Microsoft Outlook is required for this program which shall be provided by the Contractor.

WORK ZONE PAVEMENT MARKING AND REMOVAL

Effective: December 29, 2008 Revised: October 5, 2021

This work shall consist of installing and removing temporary pavement marking according to Section 703 and 783of the Standard Specifications and the following:

All temporary paint on the final wearing surface shall be removed according to Article 1101.12 Water Blaster with Vacuum Recovery and the applicable portions of Sections 783 of the Standard Specifications and as described herein.

Section ((8Z & (32W & 32WZ))RS&SW

Add the following paragraph to Article 1101.12 of the Standard Specifications.

“For the high pressure water spray, the pressure at the nozzle shall be approximately 25,000 psi with maximum flow rate of 15 gal/min. The nozzle shall be in close proximity to the pavement surface.”

JOINT TRIMMING

Effective: March 6, 2023

The following is the sequence for milling and paving:

1. If specified in the contract, mill both lanes and shoulders for the entire project.

2. Place the HMA binder on both driving lanes and shoulders for the entire project.

3. On the first lane to be paved, place the tack coat and new HMA surface course 6 in. wider than the joint to be trimmed.

4. After surfacing the first driving lane and prior to cleaning and start of surfacing on the following lane or shoulder, mill off the extra 6 in. of new HMA surface to the joint location, per the typical sections. The milling equipment must be capable of producing a straight line. The depth of the milling must be controlled so as not to gouge the underlying binder lift. The intent is to create a vertical face at the joint and provide lateral confinement for the following surface course material. Skid steer mounted mills will not be allowed.

5. Clean and prepare the surface of the remaining shoulder or lane for HMA placement as per Article 406.05 of the Standard Specifications. The tack coat shall be sprayed the full width of the HMA shoulder or lane and also lapped onto the newly trimmed joint a distance not to exceed 4 in. This additional width is to ensure the vertical face of the adjacent mat is adequately covered with tack coat.

6. Placement of surface course at the trimmed joint shall require the compacted height of HMA to be exactly flush, or not more than 1/32 in. higher, than the adjacent lane to ensure the joint has sufficient material for adequate compaction and proper drainage. During placement, the side plate of the screed shall not exceed 1/2 in. overlap onto the adjacent lane.

The milling of new HMA 6 in. extra width at the joint to be trimmed will be paid for at the contract unit price per square yard for HOT-MIX ASPHALT SURFACE REMOVAL – LONGITUDINAL

JOINT.

The additional tack coat will be paid for at the contract unit price per pound of residual asphalt for BITUMINOUS MATERIAL (TACK COAT) or POLYMERIZED BITUMINOUS MATERIAL (TACK

COAT).

The additional HMA surface course will be paid for at the contract unit price per ton for HOT-MIX ASPHALT SURFACE COURSE, of the friction aggregate mixture and Ndesign specified or POLYMERIZED HOT-MIX ASPHALT SURFACE COURSE, of the friction aggregate mixture and Ndesign specified. All other extra work will not be paid for separately but shall be included in the unit bid price of the various pay items and no other compensation will be allowed.

Section ((8Z & (32W & 32WZ))RS&SW

AVAILABILITY OF ELECTRONIC FILES

Effective 10/16 Revised 1/29/25

Electronic files of this project will be made available to the Contractor after the contract has been awarded. This information will be provided upon request in a Bentley CONNECT Platform software format ONLY. If data is required in other formats, it will be your responsibility to make these conversions. The Contractor shall coordinate obtaining electronic files through the Project Engineer. If there is a conflict between the electronic files and the printed contract plans and documents, the printed contract plans and documents shall take precedence over the electronic files. The Contractor shall accept all risk associated with using the electronic files and shall hold the Department harmless for any errors or omissions in the electronic files and the data contained therein. Errors or delays resulting from the use of the electronic files by the Contractor shall not result in an extension of time for any interim or final completion date or shall not be considered cause for additional compensation. The Contractor shall not use, share, or distribute these electronic files except for the purpose of constructing this contract. Any claims by third parties due to use or errors shall be the sole responsibility of the Contractor. The Contractor shall include this disclaimer with the transfer of these electronic files to any other parties and shall include appropriate language binding them to similar responsibilities.

GROOVING FOR RECESSED PAVEMENT MARKING, LETTERS AND SYMBOLS

This work shall be completed per Article 780.05, except that the grooving for letters and symbols shall be as close to the shape of the letter or symbol as possible, being a minimum of ½ inch wider on all sides. Excessive boxing out for the letter or symbol shall not be allowed.

This work shall be paid for at the contract unit price per SQ FT from the table below for

GROOVING FOR RECESSED PAVEMENT MARKING, LETTERS AND SYMBOLS.

GROOVING LETTERS AND SYMBOL AREAS

LETTERS SQ. FT.

SIZE A B C D E F G H I J K L M

8’ 10.9 11.0 11.0 11.0 11.1 11.1 11.0 11.0 3.3 11.0 10.9 11.0 10.9

SIZE N O P Q R S T U V W X Y Z

8’ 11.0 11.0 11.0 10.9 10.9 11.0 10.9 11.0 10.9 11.0 11.0 11.0 11.0

NUMBERS SQ. FT.

SIZE 1 2 3 4 5 6 7 8 9 0

8’ 3.3 11.0 11.0 10.9 11.0 11.0 11.0 11.0 11.0 11.0

Section ((8Z & (32W & 32WZ))RS&SW

Grooving Area Chart (Symbols)

SYMBOLS

Symbol

Pavement Marking

Large Size

(SF)

Grooving

(SF)

Pavement Marking

Small Size

(SF)

Grooving

(SF)

Through Arrow 11.5 12.6 6.5 7.3 Left or Right Arrow 15.6 16.8 8.8 9.8 2 Arrow Combination Left (or Right) and Through 26.0 28.2 14.7 16.2

3 Arrow Combination Left, Right, and Through 38.4 41.3 20.9 23.0

Lane Drop Arrow 41.5 43.5 -- -- Wrong Way Arrow 24.3 27.3 -- -- Railroad "R" 6ft (1.8m) 3.6 5.3 -- -- Railroad "X" 20ft (6.1m) 54.0 57.5 -- -- International Symbol of Accessibility 3.1 4.0 -- --

Bike Symbol 4.7 12.3 -- -- Shared Lane Symbol 8.0 16.7 -- --

MAXIMUM DROP-OFFS BETWEEN ADJACENT LANES

(Effective April 21, 2023)

When the Contractor’s operations cause a difference in elevation greater than 1.5 in. (38 mm) for a vertical milled face or 2 in. (50 mm) for a lift of HMA resurfacing between adjacent lanes, the lane shall remain closed. The Contractor shall adjust his milling and paving operations so that all traffic lanes are open at the end of each work day.

To meet the above requirement, the Contractor shall:

Place the binder lift immediately following the milling operation before opening the lane to traffic or

Place a temporary wedge after the milling operations (minimum 1V:3H slope) or

Mill a sloped wedge between lanes (minimum 1V:3H slope).

When the difference in elevation between adjacent open traffic lanes is greater than 1 in. (25 mm) and less than or equal to 1.5 in. (38 mm) for a vertical milled face or 2 in. (50 mm) for an HMA lift, “UNEVEN LANES” signs (W8-11(FO)) shall be erected at 1-mile (1.6 km) intervals.

Section ((8Z & (32W & 32WZ))RS&SW

The above requirements were developed based on IDOT Safety Engineering Policy Memorandum 4-21. Any changes to the proposed lift thicknesses, milling depths, or sequence of operations that change drop-offs at the centerline or edge of pavement must follow this policy and be approved by the Engineer.

This work will not be paid for separately but shall be included in the cost of the applicable HMA surface removal pay items.

REMOVING BASE FOR TELESCOPING STEEL SIGN SUPPORT

724.02 Removal. Revise the last sentence of the first paragraph to read:

“Items not to be re-used, except for the Bases for Telescoping Steel Sign Support, shall be disposed of according to Article 202.03. The Bases shall remain the property of the Department and shall be stored.”

The Bases shall be stored in a manner to not damage them. Traffic Operations shall be contacted to schedule a time to pick up the Bases.

Basis of Payment. This work will not be measured for payment. This work shall be included in the cost of REMOVE SIGN PANEL of the type specified or RELOCATE SIGN PANEL of the type specified.

AGGREGATE SUBGRADE IMPROVEMENT (BDE)

Effective: April 1, 2012 Revised: April 1, 2022

Add the following Section to the Standard Specifications:

“SECTION 303. AGGREGATE SUBGRADE IMPROVEMENT

303.01 Description. This work shall consist of constructing an aggregate subgrade improvement (ASI).

303.02 Materials. Materials shall be according to the following.

Item Article/Section

(a) Coarse Aggregate ............................................................................................... 1004.07

(b) Reclaimed Asphalt Pavement (RAP) ................................................................... 1031.09

303.03 Equipment. The vibratory roller shall be according to Article 1101.01, or as approved by the Engineer. Vibratory machines, such as tampers, shall be used in areas where rollers do not fit.

Section ((8Z & (32W & 32WZ))RS&SW

303.04 Soil Preparation. The minimum immediate bearing value (IBV) of the soil below the improved subgrade shall be according to the Department’s “Subgrade Stability Manual” for the aggregate thickness specified.

303.05 Placing and Compacting. The maximum nominal lift thickness of aggregate gradations CA 2, CA 6, and CA 10 when compacted shall be 9 in. (225 mm). The maximum nominal lift thickness of aggregate gradations CS 1, CS 2, and RR 1 when compacted shall be 24 in. (600 mm).

The top surface of the aggregate subgrade improvement shall consist of a layer of capping aggregate gradations CA 6 or CA 10 that is 3 in. (75 mm) thick after compaction. Capping aggregate will not be required when aggregate subgrade improvement is used as a cubic yard pay item for undercut applications.

Each lift of aggregate shall be compacted to the satisfaction of the Engineer. If the moisture content of the material is such that compaction cannot be obtained, sufficient water shall be added so that satisfactory compaction can be obtained.

303.06 Finishing and Maintenance. The aggregate subgrade improvement shall be finished to the lines, grades, and cross sections shown on the plans, or as directed by the Engineer. The aggregate subgrade improvement shall be maintained in a smooth and compacted condition.

303.07 Method of Measurement. This work will be measured for payment according to

Article 311.08.

303.08 Basis of Payment. This work will be paid for at the contract unit price per cubic yard

(cubic meter) or ton (metric ton) for AGGREGATE SUBGRADE IMPROVEMENT or at the contract unit price per square yard (square meter) for AGGREGATE SUBGRADE IMPROVEMENT, of the thickness specified.”

Add the following to Section 1004 of the Standard Specifications:

“ 1004.07 Coarse Aggregate for Aggregate Subgrade Improvement (ASI). The aggregate shall be according to Article 1004.01 and the following.

(a) Description. The coarse aggregate shall be crushed gravel, crushed stone, or crushed concrete. In applications where greater than 24 in. (600 mm) of ASI material is required, gravel may be used below the top 12 in (300 mm) of ASI.

(b) Quality. The coarse aggregate shall consist of sound durable particles reasonably free of deleterious materials.

(c) Gradation.

(1) The coarse aggregate gradation for total ASI thickness less than or equal to 12 in.

(300 mm) shall be CA 2, CA 6, CA 10, or CS 1.

Section ((8Z & (32W & 32WZ))RS&SW

The coarse aggregate gradation for total ASI thickness greater than 12 in. (300 mm) shall be CS 1 or CS 2 as shown below or RR 1 according to Article 1005.01(c).

COARSE AGGREGATE SUBGRADE GRADATIONS

Grad No. Sieve Size and Percent Passing 8” 6” 4” 2” #4

CS 1 100 97 ± 3 90 ± 10 45 ± 25 20 ± 20

CS 2 100 80 ± 10 25 ± 15

COARSE AGGREGATE SUBGRADE GRADATIONS (Metric)

Grad No. Sieve Size and Percent Passing 200 mm 150 mm 100 mm 50 mm 4.75 mm

CS 1 100 97 ± 3 90 ± 10 45 ± 25 20 ± 20

CS 2 100 80 ± 10 25 ± 15

(2) Capping aggregate shall be gradation CA 6 or CA 10.”

Add the following to Article 1031.09 of the Standard Specifications:

“ (b) RAP in Aggregate Subgrade Improvement (ASI). RAP in ASI shall be according to Articles 1031.01(a), 1031.02(a), 1031.06(a)(1), and 1031.06(a)(2), and the following.

(1) The testing requirements of Article 1031.03 shall not apply.

(2) Crushed RAP used for the lower lift may be mechanically blended with aggregate gradations CS 1, CS 2, and RR 1 but it shall be no greater than 40 percent of the total product volume. RAP agglomerations shall be no greater than 4 in. (100 mm).

(3) For capping aggregate, well graded RAP having 100 percent passing the 1 1/2 in.

(38 mm) sieve may be used when aggregate gradations CS 1, CS 2, CA 2, or RR 1 are used in the lower lift. FRAP will not be permitted as capping material.

Blending shall be through calibrated interlocked feeders or a calibrated blending plant such that the prescribed blending percentage is maintained throughout the blending process. The calibration shall have an accuracy of ± 2.0 percent of the actual quantity of material delivered.”

BITUMINOUS MATERIALS COST ADJUSTMENTS (BDE)

Effective: November 2, 2006 Revised: August 1, 2017

Description. Bituminous material cost adjustments will be made to provide additional compensation to the Contractor, or credit to the Department, for fluctuations in the cost of bituminous materials when optioned by the Contractor. The bidder shall indicate with their bid whether or not this special provision will be part of the contract.

Section ((8Z & (32W & 32WZ))RS&SW

The adjustments shall apply to permanent and temporary hot-mix asphalt (HMA) mixtures, bituminous surface treatments (cover and seal coats), and preventative maintenance type surface treatments that are part of the original proposed construction, or added as extra work and paid for by agreed unit prices. The adjustments shall not apply to bituminous prime coats, tack coats, crack filling/sealing, joint filling/sealing, or extra work paid for at a lump sum price or by force account.

Method of Adjustment. Bituminous materials cost adjustments will be computed as follows.

CA = (BPIP - BPIL) x (%ACV / 100) x Q

Where: CA = Cost Adjustment, $.

BPIP = Bituminous Price Index, as published by the Department for the month the work is performed, $/ton ($/metric ton).

BPIL = Bituminous Price Index, as published by the Department for the month prior to the letting for work paid for at the contract price; or for the month the agreed unit price letter is submitted by the Contractor for extra work paid for by agreed unit price, $/ton ($/metric ton).

%ACV = Percent of virgin Asphalt Cement in the Quantity being adjusted. For HMA mixtures, the % ACV will be determined from the adjusted job mix formula. For bituminous materials applied, a performance graded or cutback asphalt will be considered to be 100% ACV and undiluted emulsified asphalt will be considered to be 65% ACV.

Q = Authorized construction Quantity, tons (metric tons) (see below).

For HMA mixtures measured in square yards: Q, tons = A x D x (Gmb x 46.8) / 2000. For HMA mixtures measured in square meters: Q, metric tons = A x D x (Gmb x 1) / 1000. When computing adjustments for full-depth HMA pavement, separate calculations will be made for the binder and surface courses to account for their different Gmb and % ACV.

For bituminous materials measured in gallons: Q, tons = V x 8.33 lb/gal x SG / 2000 For bituminous materials measured in liters: Q, metric tons = V x 1.0 kg/L x SG / 1000

Where: A = Area of the HMA mixture, sq yd (sq m).

D = Depth of the HMA mixture, in. (mm).

Gmb = Average bulk specific gravity of the mixture, from the approved mix design.

V = Volume of the bituminous material, gal (L).

SG = Specific Gravity of bituminous material as shown on the bill of lading.

Basis of Payment. Bituminous materials cost adjustments may be positive or negative but will only be made when there is a difference between the BPIL and BPIP in excess of five percent, as calculated by:

Percent Difference = {(BPIL – BPIP) ÷ BPIL} × 100

Bituminous materials cost adjustments will be calculated for each calendar month in which applicable bituminous material is placed; and will be paid or deducted when all other contract requirements for the work placed during the month are satisfied. The adjustments shall not apply during contract time subject to liquidated damages for completion of the entire contract.

Section ((8Z & (32W & 32WZ))RS&SW

CEMENT, FINELY DIVIDED MINERALS, ADMIXTURES, CONCRETE, AND MORTAR (BDE)

Effective: January 1, 2025 Revised: January 1, 2026

Revise the first paragraph of Article 285.05 of the Standard Specifications to read:

“ 285.05 Fabric Formed Concrete Revetment Mat. The grout shall consist of a mixture of cement, fine aggregate, and water so proportioned and mixed as to provide a pumpable slurry.

Fly ash or ground granulated blast furnace (GGBF) slag, and concrete admixtures may be used at the option of the Contractor. The grout shall have an air content of not less than 6.0 percent nor more than 9.0 percent of the volume of the grout. The mix shall obtain a compressive strength of 2500 psi (17,000 kPa) at 28 days according to Article 1020.09.”

Revise Article 302.02 of the Standard Specifications to read:

“ 302.02 Materials. Materials shall be according to the following.

(a) Cement

(b) Water

(c) Hydrated Lime .................................................................................................... 1012.01

(d) By-Product, Hydrated Lime ................................................................................ 1012.02

(e) By-Product, Non-Hydrated Lime ........................................................................ 1012.03

(f) Lime Slurry ......................................................................................................... 1012.04

(g) Fly Ash

(h) Soil for Soil Modification (Note 1) ....................................................................... 1009.01

(i) Bituminous Materials (Note 2)

Note 1. This soil requirement only applies when modifying with lime (slurry or dry).

Note 2. The bituminous materials used for curing shall be emulsified asphalt RS-2, CRS- 2, HFE 90, or HFE 150; rapid curing liquid asphalt RC-70; or medium curing liquid asphalt MC-70 or MC-250.”

Revise Article 312.07(c) of the Standard Specifications to read:

“ (c) Cement .................................................................................................................... 1001”

Add Article 312.07(i) of the Standard Specifications to read:

“ (i) Ground Granulated Blast Furnace (GGBF) Slag ...................................................... 1010”

Revise the first paragraph of Article 312.09 of the Standard Specifications to read:

“ 312.09 Proportioning and Mix Design. At least 60 days prior to start of placing CAM II, the Contractor shall submit samples of materials to be used in the work for proportioning and testing.

The mixture shall contain a minimum of 200 lb (120 kg) of cement per cubic yard (cubic meter).

Cement may be replaced with fly ash or ground granulated blast furnace (GGBF) slag according to Article 1020.05(c)(1) or 1020.05(c)(2), respectively, however the minimum cement content in the mixture shall be 170 lbs/cu yd (101 kg/cu m). Blends of coarse and fine aggregates will be permitted, provided the volume of fine aggregate does not exceed the volume of coarse

Section ((8Z & (32W & 32WZ))RS&SW aggregate. The Engineer will determine the proportions of materials for the mixture according to the “Portland Cement Concrete Level III Technician Course” manual. However, the Contractor may substitute their own mix design. Article 1020.05(a) shall apply, and a Level III PCC Technician shall develop the mix design.”

Revise Article 352.02 of the Standard Specifications to read:

“ 352.02 Materials. Materials shall be according to the following.

(a) Cement (Note 1)

(b) Soil for Soil-Cement Base Course ....................................................................... 1009.03

(c) Water

(d) Bituminous Materials (Note 2)

Note 1. Bulk cement may be used for the traveling mixing plant method if the equipment for handling, weighing, and spreading the cement is approved by the Engineer.

Note 2. The bituminous materials used for curing shall be emulsified asphalt RS-2, CRS-2, HFE 90, or HFE 150; rapid curing liquid asphalt RC-70; or medium curing liquid asphalt MC-70 or MC-250.”

Revise Article 404.02 of the Standard Specifications to read:

“ 404.02 Materials. Materials shall be according to the following.

(a) Cement

(b) Water

(c) Fine Aggregate .................................................................................................... 1003.08

(d) Bituminous Material (Tack Coat) .......................................................................... 1032.06

(e) Emulsified Asphalts (Note 1) (Note 2) .................................................................. 1032.06

(f) Fiber Modified Joint Sealer .................................................................................. 1050.05

(g) Additives (Note 3)

Note 1. When used for slurry seal, the emulsified asphalt shall be CQS-1h according to Article 1032.06(b).

Note 2. When used for micro-surfacing, the emulsified asphalt shall be CQS-1hP according to Article 1032.06(e).

Note 3. Additives may be added to the emulsion mix or any of the component materials to provide the control of the quick-traffic properties. They shall be included as part of the mix design and be compatible with the other components of the mix.

Revise the last sentence of the fourth paragraph of Article 404.08 of the Standard Specifications to read:

“When approved by the Engineer, the sealant may be dusted with fine sand, cement, or mineral filler to prevent tracking.”

Section ((8Z & (32W & 32WZ))RS&SW

Revise Note 2 of Article 516.02 of the Standard Specifications to read:

“ Note 2. The sand-cement grout mix shall be according to Section 1020 and shall be a 1:1 blend of sand and cement comprised of a Type I, IL, or II cement at 185 lb/cu yd (110 kg/cu m). The maximum water cement ratio shall be sufficient to provide a flowable mixture with a typical slump of 10 in. (250 mm).”

Revise Note 2 of Article 543.02 of the Standard Specifications to read:

“ Note 2. The grout mixture shall be 6.50 hundredweight/cu yd (385 kg/cu m) of cement plus fine aggregate and water. Fly ash or ground granulated blast furnace (GGBF) slag may replace a maximum of 5.25 hundredweight/cu yd (310 kg/cu m) of the cement. The water/cement ratio, according to Article 1020.06, shall not exceed 0.60. An air-entraining admixture shall be used to produce an air content, according to Article 1020.08, of not less than 6.0 percent nor more than 9.0 percent of the volume of the grout. The Contractor shall have the option to use a water-reducing or high range water-reducing admixture.”

Revise Article 583.01 of the Standard Specifications to read:

“ 583.01 Description. This work shall consist of placing cement mortar along precast, prestressed concrete bridge deck beams as required for fairing out any unevenness between adjacent deck beams prior to placing of waterproofing membrane and surfacing.”

Revise Article 583.02(a) of the Standard Specifications to read:

“ (a) Cement .................................................................................................................... 1001”

Revise the first paragraph of Article 583.03 of the Standard Specifications to read:

“ 583.03 General. This work shall only be performed when the air temperature is

45 °F (7 °C) and rising. The mixture for cement mortar shall consist of three parts sand to one part cement by volume. The amount of water shall be no more than that necessary to produce a workable, plastic mortar.”

Revise Article 606.02(h) of the Standard Specifications to read:

“ (h) Fibers (Note 1) ........................................................................................................ 1014”

Revise Note 1 in Article 606.02(h) of the Standard Specifications to read:

“ Note 1. Fibers, when required, shall only be used in the concrete mixture for slipform applications.”

Revise the third paragraph in Article 606.10 of the Standard Specifications to read:

“ Welded wire fabric shall be 6 x 6 in. (150 x 150 mm) mesh, #4 gauge (5.74 mm), 58 lb (26 kg) per 100 sq ft (9 sq m).”

Section ((8Z & (32W & 32WZ))RS&SW

Revise Article 1001.01(d) of the Standard Specifications to read:

“ (d) Rapid Hardening Cement. Rapid hardening cement shall be according to the Bureau of Materials Policy Memorandum “Portland or Blended Cement Acceptance Procedure for Qualified and Non-Qualified Plants”, and ASTM C 1600, Type URH, Type VRH, or Type RH-CAC. It shall be used according to Article 1020.04 or when approved by the Engineer.

The Contractor shall submit a report from the manufacturer or an independent lab that contains results for testing according to ASTM C 1600 which shows the cement meets the requirements of either Type URH, Type VRH, or Type RH-CAC. Test data shall be less than 1 year old from the date of submittal.

Revise Article 1001.01(e) of the Standard Specifications to read:

“ (e) Other Cements. Other cements shall be according to the Bureau of Materials Policy Memorandum “Portland or Blended Cement Acceptance Procedure for Qualified and Non- Qualified Plants”, and ASTM C 1157 or ASTM C 1600, as applicable. Other cements shall be used according to Article 1020.04 or when approved by the Engineer. For cements according to ASTM C 1157, the Contractor shall submit a report from the manufacturer or an independent lab that contains results of tests which shows the cement meets the requirements Type GU, HE, MS, MH, or LH. For cements according to ASTM C 1600, the Contractor shall submit a report from the manufacturer or an independent lab that contains results of tests which shows the cement meets the requirements Type MRH or GRH. Test data shall be less than 1 year old from the date of submittal.”

Revise Article 1002.02 of the Standard Specifications to read:

“ 1002.02 Quality. Water used with cement in concrete or mortar and water used for curing concrete shall be clean, clear, and free from sugar. In addition, water shall be tested and evaluated for acceptance according to one of the following options.

OPTION 1.

(a) Acceptable limits for acidity and alkalinity when tested according to ITP T 26.

(1) Acidity -- 0.1 Normal NaOH ........................................................................ 2 ml max.*

(2) Alkalinity -- 0.1 Normal HCI ....................................................................... 10 ml max.*

*To neutralize 200 ml sample.

(b) Acceptable limits for solids when tested according to the following.

(1) Organic (ITP T 26) .................................................................................... 0.02% max.

(2) Inorganic (ITP T 26) .................................................................................. 0.30% max.

(3) Sulfate (SO4) (ASTM D 516-82) ............................................................... 0.05% max.

(4) Chloride (ASTM D 512) ............................................................................ 0.06% max.

Section ((8Z & (32W & 32WZ))RS&SW

(c) The following tests shall be performed on the water sample and on deionized water. The same cement and sand shall be used for both tests.

(1) Unsoundness (ASTM C 151).

(2) Initial and Final Set Time (ASTM C 266).

(3) Strength (ASTM C 109).

The test results for the water sample shall not deviate from the test results for the deionized water, except as allowed by the precision in the test method.

OPTION 2. Water shall meet the requirements ASTM C 1602 Tables 1 and 2 as outlined in Sections 5.1, 5.2, and 5.4.”

Revise Note 2/ in Article 1003.01(b) of the Standard Specifications to read:

“ 2/ Applies only to sand. Sand exceeding the colorimetric test standard of 11 (Illinois

Modified AASHTO T 21) will be checked for mortar making properties according to Illinois Modified ASTM C 87 and shall develop a compressive strength at the age of 14 days when using Type I, IL, or II cement of not less than 95 percent of the comparable standard.

Revise the second sentence of Article 1003.02(e)(1) of the Standard Specifications to read:

“ The test will be performed with Type I, IL, or II portland cement having a total equivalent alkali content (Na2O + 0.658K2O) of 0.90 percent or greater.”

Revise the first sentence of the second paragraph of Article 1003.02(e)(3) of the Standard Specifications to read:

“ The ASTM C 1293 test shall be performed with Type I, IL, or II portland cement having a total equivalent alkali content (Na2O + 0.658K2O) of 0.80 percent or greater.”

Revise the second sentence of Article 1004.02(g)(1) of the Standard Specifications to read:

“ The test will be performed with Type I, IL, or II portland cement having a total equivalent alkali content (Na2O + 0.658K2O) of 0.90 percent or greater.”

Add the following Section to the Standard Specifications.

“SECTION 1014. FIBERS FOR CONCRETE

1014.01 General. Fibers used in concrete shall be Type II or Type III (polyolefin or carbon) according to ASTM C 1116. The testing required for Type II fibers or Type III polyolefin fibers shall be performed by an independent lab a minimum of once every five years, and the test results provided to the Department. Manufacturers of Type III carbon fibers shall provide materials certification documentation not more than 6 years old a minimum of once every 5 years to the Department. The Department will maintain a qualified product list. The method of inclusion of fibers into concrete mixtures shall be according to the manufacturer’s specifications.

Section ((8Z & (32W & 32WZ))RS&SW

At the discretion of the Engineer, the concrete mixture shall be evaluated in a field demonstration for fiber clumping, ease of placement, and ease of finishing. The field demonstration shall consist of a minimum 2 cu yd (1.5 cu m) trial batch placed in a 12 ft x 12 ft (3.6 m x 3.6 m) slab.

1014.02 Concrete Gutter, Curb, Median and Paved Ditch. Fibers shall be Type III. Fibers shall have a minimum length of 1/2 in. (13 mm) and a maximum length of 0.75 in. (19 mm). The maximum dosage rate in the concrete mixture shall not exceed 1.5 lb/cu yd (0.9 kg/cu m). The minimum dosage rate shall be per the manufacturer’s recommendation.

1014.03 Concrete Inlay or Overlay. Fibers shall be Type III. Fibers shall have a minimum length of 1.0 in. (25 mm), a maximum length of 2 1/2 in. (63 mm), and a maximum aspect ratio (length divided by the equivalent diameter of the fiber) of 150. The maximum dosage rate shall not exceed 5.0 lb/cu yd (3.0 kg/cu m). The minimum dosage rate shall be per the manufacturer’s recommendation.

1014.04 Bridge Deck Fly Ash, Ground Granulated Blast Furnace (GGBF) Slag, High

Reactivity Metakaolin, or Microsilica (Silica Fume) Concrete Overlay. Fibers shall be Type III. The dosage rate shall be a minimum of 3.0 lb/cu yd (1.8 kg/cu m), unless a field demonstration according to Article 1014.01 indicates that a lower dosage rate is necessary.

Based on the results of the field demonstration, the Department has the option to reduce the dosage rate of fibers, but the dosage will not be reduced to less than 2.0 lb / cu yd (1.2 kg/cu m).

1014.05 Bridge Deck Latex Concrete Overlay. Fibers shall be Type II or III. Fibers shall have a minimum length of 0.75 in. (19 mm), a maximum length of 1.75 in. (45 mm), and an aspect ratio (length divided by the equivalent diameter of the fiber) of between 70 and 100. The dosage rate shall be a minimum of 3.0 lb/cu yd (1.8 kg/cu m), unless a field demonstration according to Article 1014.01 indicates that a lower dosage rate is necessary. Based on the results of the field demonstration, the Department has the option to reduce the dosage rate of fibers, but the dosage will not be reduced to less than 2.0 lb/cu yd (1.2 kg/cu m).”

Add the following Section to the Standard Specifications:

“SECTION 1015. HIGH PERFORMANCE SHOTCRETE

1015.01 Packaged Shotcrete With Aggregate. The packaged shotcrete with aggregate shall be a pre-blended dry combination of materials for the wet-mix shotcrete method according to ASTM C 1480, Type FA or CA, Grade FR, Class I. The fibers shall be Type III according to Article 1014.01. The cement and finely divided minerals in the mixture shall be a minimum

6.65 cwt/cu yd (395 kg/cu m), and the portland cement shall not be below 4.70 cwt/cu yd (279 kg/cu m). Microsilica is required in the mixture and shall be a minimum of 5 percent by weight (mass) of cementitious material, and a maximum of 10 percent. Strength requirements shall be according to ASTM C 1480 except that the strength at 28 days shall be at least 4000 psi (27,500 kPa). Strength testing shall be according to ASTM C 1140. The air content as shot shall be 4.0 – 8.0 percent when tested according to AASHTO T 152, and the coarse aggregate shall be a maximum size of 1/2 in. (12.5 mm).

The packaged shotcrete shall have a water soluble chloride ion content of less than 0.15% by weight of cementitious material when tested according to ASTM C 1218 or AASHTO T 260.

Section ((8Z & (32W & 32WZ))RS&SW

The testing according to ASTM C 1480, ASTM C 1140, AASHTO 152, and ASTM C 1218 or AASHTO T 260 shall be performed by an independent lab a minimum of once every 5 years, and the test results shall be provided to the Department. The Department will maintain a qualified product list. Batching and mixing shall be per the manufacturer’s recommendations.

1015.02 Packaged Shotcrete Without Aggregate. The packaged shotcrete that does not include pre-blended aggregate shall be according to Article 1015.01, except the added aggregate shall be according to Articles 1003.02 and 1004.02. The aggregate gradation shall be according to the manufacturer. The Department will maintain a qualified product list. Batching and mixing shall be per the manufacturer’s recommendations.”

Revise Section 1017 of the Standard Specifications to read:

“SECTION 1017. PACKAGED, DRY, COMBINED MATERIALS FOR MORTAR AND

CONCRETE

1017.01 Mortar. The mortar shall be high-strength according to ASTM C 387 and shall have a minimum 80.0 percent relative dynamic modulus of elasticity when tested according to AASHTO T 161. For prestressed concrete applications, the mortar shall have a water-soluble chloride ion content of less than 0.06 percent by weight of cementitious material when tested according to ASTM C 1218 or AASHTO T 260; and for non-prestressed concrete applications, the water soluble chloride content shall be less than 0.15 percent by weight of cementitious material. The testing according to ASTM C 387, AASHTO T 161, and either ASTM C 1218 or AASHTO T 260 shall be performed by an independent lab a minimum of once every five years, and the test results shall be provided to the Department. The Department will maintain a qualified product list. Mixing of the high-strength mortar shall be according to the manufacturer’s specifications.

1017.02 Concrete. The materials, testing, and preparation of aggregate for the “high slump” packaged concrete mixture shall be according to ASTM C 387. The mixture shall be air entrained, the slump shall be 5-10 in. (125-250 mm), and the coarse aggregate shall be a maximum size of 1/2 in. (12.5 mm). Strength requirements shall be according to ASTM C 387 except that the strength at 28 days shall be at least 4000 psi (27,500 kPa). The “high slump” packaged concrete mixture shall have a water soluble chloride ion content of less than 0.15% by weight of cementitious material when tested according to ASTM C 1218 or AASHTO T 260. The testing according to ASTM C 387, and either ASTM C 1218 or AASHTO T 260 shall be performed by an independent lab a minimum of once every 5 years, and the test results shall be provided to the Department. The Department will maintain a qualified product list. Mixing shall be per the manufacturer’s recommendations.

1017.02 Self-Consolidating Concrete. The materials, testing, and preparation of aggregate for the “self-consolidating concrete” packaged concrete mixture shall be according to ASTM C 387. The mixture shall be air entrained, it should be uniformly graded, and the coarse aggregate shall be a maximum size of 1/2 in. (12.5 mm). Strength requirements shall be according to ASTM C 387 except that the strength at 28 days shall be at least 4000 psi (27,500 Pa). Slump flow range shall be 22 in. (550 mm) minimum to 28 in. (700 mm) maximum when tested according to AASHTO T 347. The visual stability index shall be a maximum of 1 when tested according to AASHTO T 351. At the option of the manufacturer, either the J-Ring value shall be a maximum of 2 in. (50 mm) when tested according to AASHTO T 347 or the L- Box blocking ratio shall be a minimum of 80 percent when tested according AASHTO T 419. The hardened visual stability index shall be a maximum of 1 when tested according to AASHTO R 81.

Section ((8Z & (32W & 32WZ))RS&SW

The “self -consolidating concrete” packaged concrete mixture shall have a water soluble chloride ion content of less than 0.15 percent by weight of cementitious material when tested according to ASTM C 1218 or AASHTO T 260.

The testing according to ASTM C 387, AASHTO T 347, AASHTO T 351, AASHTO T 419, AASHTO R 81, ASTM C 1218 and AASHTO T 260 shall be performed by an independent lab a minimum of once every 5 years, and the test results shall be provided to the Department. The Department will maintain a qualified product list.