Letting July 31, 2026

Notice to Bidders, Specifications and Proposal

Contract No. 99769 MASSAC County Section 23-00111-00-RS Route FAS 937 (Grand Chain Road) Project MQTU-969 () District 9 Construction Funds

Plans Included Herein

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.

July 31, 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. 99769 MASSAC County Section 23-00111-00-RS Project MQTU-969 () Route FAS 937 (Grand Chain Road) District 9 Construction Funds

Resurfacing Grand Chain Rd. from Pulaski County line to Boaz Rd.

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

CONTRACT 99769

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

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

3 EEO

4 Specific EEO Responsibilities Non Federal-Aid Contracts 5 Required Provisions - State Contracts 6 Asbestos Bearing Pad Removal 7 Asbestos Waterproofing Membrane and Asbestos HMA Surface Removal 8 Temporary Stream Crossings and In-Stream Work Pads 9 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 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 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 Concrete Mix Design – Department Provided 32 Station Numbers in Pavements or Overlays

LOCAL ROADS AND STREETS RECURRING SPECIAL PROVISIONS

Table of Contents

CHECK SHEET # PAGE NO.

LRS 1 Reserved LRS 2 Furnished Excavation LRS 3 Work Zone Traffic Control Surveillance LRS 4 Flaggers in Work Zones LRS 5 Contract Claims LRS 6 Bidding Requirements and Conditions for Contract Proposals LRS 7 Bidding Requirements and Conditions for Material Proposals LRS 8 Reserved LRS 9 Bituminous Surface Treatments LRS 10 Reserved LRS 11 Employment Practices LRS 12 Wages of Employees on Public Works LRS 13 Selection of Labor LRS 14 Paving Brick and Concrete Paver Pavements and Sidewalks LRS 15 Partial Payments LRS 16 Protests on Local Lettings LRS 17 Substance Abuse Prevention Program LRS 18 Multigrade Cold Mix Asphalt LRS 19 Reflective Crack Control Treatment i

FAS 937

Section: 23-00111-00-RS

Massac County Contract: 99769

23-00111-00-RS

INDEX OF SPECIAL PROVISIONS

Item Page No.

References

Description of Work

Traffic Control

Traffic Control and Protection (Special)……………………..………... 2

Aggregate Shoulders, Ty B

Preparation of Existing Shoulders

Pavement Joints…………

Trackless Tack Coat…………………………………………………….. 3

Aggregate Surface Course………..……………………………………. 3

Steel Plate Beam Guardrail…………………………………………….. 3

Bituminous Concrete Mix Design

LR 107-4 Special Provision for Insurance

LR 1030-2 Special Provision for Local QC/QA……………………… 5-6

BDE SPECIAL PROVISIONS

The following special provisions indicated by an “X” are applicable to this contract. An * indicates a new or revised special provision for the letting.

File Name Pg. Special Provision Title Effective Revised 80099 Accessible Pedestrian Signals (APS) April 1, 2003 Jan. 1, 2022 _ 80274 Aggregate Subgrade Improvement April 1, 2012 April 1, 2022 80192 Automated Flagger Assistance Device Jan. 1, 2008 April 1, 2023 80173 7 Bituminous Materials Cost Adjustments Nov. 2, 2006 Aug. 1, 2017 80426 Bituminous Surface Treatment with Fog Seal Jan. 1, 2020 April 1, 2026 80475 Bridge Deck Concrete Overlays Jan. 1, 2026 80241 Bridge Demolition Debris July 1, 2009

5053I Building Removal Sept. 1, 1990 Aug. 1, 2022 5026I Building Removal with Asbestos Abatement Sept. 1, 1990 Aug. 1, 2022

80460 9 Cement, Finely Divided Minerals, Admixtures, Concrete, and Mortar Jan. 1, 2025 Jan. 1, 2026 80384 26 Compensable Delay Costs June 2, 2017 April 1, 2019 80198 Completion Date (via calendar days) April 1, 2008 80199 Completion Date (via calendar days) Plus Working Days April 1, 2008 80461 Concrete Barrier Jan. 1, 2025 80453 Concrete Sealer Nov. 1, 2023 80261 Construction Air Quality – Diesel Retrofit June 1, 2010 Jan. 1, 2025 80476 Deck Slab Repair Jan. 1, 2026

* 80029 30 Disadvantaged Business Enterprise Participation Sept. 1, 2000 July 2, 2026 80467 Erosion Control Blanket Aug. 1, 2025 80229 Fuel Cost Adjustment April 1, 2009 Aug. 1, 2017 80452 Full Lane Sealant Waterproofing System Nov. 1, 2023 80433 Green Preformed Thermoplastic Pavement Markings Jan. 1, 2021 Jan. 1, 2022 80471 34 Guardrail Nov. 1, 2025 80472 High Friction Surface Treatment Nov. 1, 2025 80456 35 Hot-Mix Asphalt Jan. 1, 2024 April 1, 2026 80446 Hot-Mix Asphalt – Longitudinal Joint Sealant Nov. 1, 2022 Aug. 1, 2023 80438 Illinois Works Apprenticeship Initiative – State Funded Contracts June 2, 2021 April 2, 2024 80483 Inlet Filters April 1, 2026

* 80477 Longitudinal Tining Jan. 1, 2026 July 1, 2026 80450 Mechanically Stabilized Earth Retaining Walls Aug. 1, 2023 Aug. 1, 2025 80478 Modified Longitudinal Construction Joint Jan. 1, 2026 80464 39 Pavement Marking April 1, 2025 Nov. 1, 2025 80468 Pavement Patching Aug. 1, 2025 80441 40 Performance Graded Asphalt Binder Jan 1, 2023 April 1, 2026 80459 Preformed Plastic Pavement Marking June 2, 2024 3426I Railroad Protective Liability Insurance Dec. 1, 1986 Jan. 1, 2022 80473 46 Raised Reflective Pavement Markers Nov. 1, 2025 80455 47 Removal and Disposal of Regulated Substances Jan. 1, 2024 April 1, 2026 80474 Residential Driveway Temporary Signal Nov. 1, 2025

* 80445 Seeding Nov. 1, 2022 July 1, 2026 80457 49 Short Term and Temporary Pavement Markings April 1, 2024 April 2, 2024 80462 Sign Panels and Appurtenances Jan. 1, 2025 Jan. 1, 2026 80479 Sinusoidal Rumble Strips Jan. 1, 2026 80469 Slope Wall Aug. 1, 2025 80448 53 Source of Supply and Quality Requirements Jan. 2, 2023 Jan. 1, 2026 80340 Speed Display Trailer April 2, 2014 Jan. 1, 2022 80127 Steel Cost Adjustment April 2, 2004 Nov. 1, 2025 80480 Structural Repair of Concrete Jan. 1, 2026 80397 55 Subcontractor and DBE Payment Reporting April 2, 2018 80391 56 Subcontractor Mobilization Payments Nov. 2, 2017 April 1, 2019 80463 57 Submission of Bidders List Information Jan. 2, 2025 Mar. 2, 2025

File Name Pg. Special Provision Title Effective Revised 80482 58 Submission of Payroll Records – Federal Aid Contract April 1, 2026 80437 Submission of Payroll Records – State Contract April 1, 2021 April 1, 2026 80435 Surface Testing of Pavements – IRI Jan. 1, 2021 Jan. 1, 2023 80465 60 Surveying Services April 1, 2025 80481 Temporary Concrete Barrier Jan. 1, 2026 80466 Temporary Rumble Strips April 1, 2025

* 80484 Tolerance in Thickness for Continuously Reinforced PCC Pavement July 1, 2026 80470 Traffic Signal Backplate Aug. 1, 2025 20338 Training Special Provisions Oct. 15, 1975 Sept. 2, 2021 80429 Ultra-Thin Bonded Wearing Course April 1, 2020 Jan. 1, 2022 80439 61 Vehicle and Equipment Warning Lights Nov. 1, 2021 Nov. 1, 2022 80458 Waterproofing Membrane System Aug. 1, 2024 80302 62 Weekly DBE Trucking Reports June 2, 2012 Jan. 2, 2025 80454 Wood Sign Support Nov. 1, 2023 80427 63 Work Zone Traffic Control Devices Mar. 2, 2020 Jan. 1, 2026

* 80485 66 Work Zone Width Restriction July 1, 2026 80071 67 Working Days Jan. 1, 2002

Massac County Contract: 99769

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 MUTCD and “Illinois 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 proposed improvement of FAS 937(Grand Chain Road), Project MQTU(969), Section 23-00111-00-RS in Massac County and in case of conflict with any part or parts of said specifications, the said Special Provisions shall take precedence and shall govern.

DESCRIPTION OF WORK:

This work includes the hot mix overlay and aggregate shoulder wedge on 2.05 miles of FAS 937 (Grand Chain Road) in the western part of Massac County. Work includes hot-mix asphalt binder and surface courses, aggregate shoulders, guardrail replacements, raised pavement markers, and pavement striping.

TRAFFIC CONTROL:

The contractor will be required to maintain one-way traffic during the construction of the proposed project. Traffic control shall be in accordance with the applicable sections of the Standard Specifications for Road and Bridge Construction, the applicable guidelines contained in the Illinois Manual on Uniform Traffic Control Devices for Streets and Highways, any special plan details, these special provisions, the Highway Standards, and the TRAFFIC CONTROL PLAN (SPECIAL) special provision contained herein.

At the preconstruction 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 on 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 preconstruction meeting in accordance with Article 108.01 of the “Standard Specifications”. This shall not relieve the contractor of the foregoing requirement for a responsible individual in his direct employ. The Department will provide the contractor the name of its representative who will be responsible for the administration of the Traffic Control Plan.

Special attention is called to Article 107.09 and 107.14 of the Standard Specifications and the following Highway Standards: 701001, 701006-05, 701011, 701201-05, 701306, 701301-04, 701311, and 701901.

Side-road flaggers will be required at all side roads that fall within the lane closure area as shown on Highway Standard 701306. No additional compensation will be allowed to comply with this requirement.

Following initial paving operations and up until permanent pavements markings are applied, the contractor will be required to temporarily sign all no-passing zone requirements.

During hours of darkness, lane closures will not be permitted, and the contractor will be required to remove all equipment and materials from the roadway.

TRAFFIC CONTROL AND PROTECTION, (SPECIAL)

This work shall include installation, maintenance, and removal of all traffic control to rehabilitate Grand Chain Road in accordance with Section 701 and as shown in the plans. Items shall include, but not limited to, the signing, drums, barricades, flashing lights, use of flaggers and/or specific traffic control standards when required, along with all other equipment, hardware, and labor necessary to maintain the intersection closure, allow for the entire roundabout construction, ensure continued access to local residents, and the ultimate removal of all traffic control upon completion of all work and opening the road to traffic. The Contractor will be required to install, remove, and relocate traffic control items as work dictates.

The provisions included herein along with the applicable Highway Standards noted in the list of Highway Standards and the detailed in the Traffic Control Plan are to be included in the contract unit price bid per Lump Sum for TRAFFIC CONTROL AND PROTECTION (SPECIAL).

AGGREGATE SHOULDERS, TYPE B:

In addition to building the aggregate shoulder wedge as shown on the typical section, 200 tons of the proposed Aggregate Shoulders, Ty B quantity shall be used for the addition of base material at the entrances and mailbox turnouts. This work shall be done in accordance with the applicable portions of Section 351 of the Standard Specifications with the following exceptions:

The lift thickness at driveways and mailbox turnouts shall be directed by the Engineer in order to provide a smooth transition from the new road surface to the existing driveway and mailbox turnout.

This work will be paid for at the contract unit price bid per ton for AGGREGATE SHOULDERS, TYPE B and no additional compensation will be allowed for the above requirements.

PREPARATION OF EXISTING SHOULDERS:

This item shall consist of the preparation of shoulders prior to placement of the hot-mix asphalt.

Excess vegetation, cinders, etc. shall be removed by light blading or other means approved by the Engineer for a minimum distance of three (3) feet from the edge of pavement. Excess piles of this material shall be spread or removed as directed by the engineer.

This work will not be paid for separately but shall be included in the contract unit price per ton for Hot Mix Asphalt Surface Course.

PAVEMENT JOINTS:

All mainline pavement joints on this project shall be constructed as a butt joints. The proposed pavement joints to be constructed at Station 0+00 and 105+99 shall remove the existing pavement surface to a depth of 1 ½ inches in 30’ feet by means of an approved, self-propelled pavement milling machine. This work shall be done as directed by the Engineer to provide a smooth transition from the proposed pavement surface to the existing pavement.

This work shall be paid for at the contract unit price bid per square yard for HOT MIX ASPHALT

SURFACE REMOVAL, BUTT JOINT.

TRACKLESS TACK COAT:

This work consists of furnishing a trackless tack coat in lieu of the standard tack coat. It shall include all labor, equipment and materials required to apply the trackless tack coat to the milled pavement surface on Grand Chain Road prior to paving the hot mix asphalt surface mixture. All work shall be done in accordance with Sections 406 and 1032 of the Standard Specifications.

This work will be paid for at the contract unit price bid per Pound for TRACKLESS TACK, and no additional compensation will be allowed for the above requirements.

AGGREGATE SURFACE COURSE:

A quantity of 250 tons of Aggregate Surface Course, Type B is provided to be used for; existing aggregate private entrances aggregate transitions and locations where additional material in needed at the mailbox turnouts. This work shall be done in accordance with the applicable portions of Section 402 of the Standard Specifications

The aggregate surface course thickness at driveways and mailbox turnouts shall be directed by the Engineer in order to provide a smooth transition from the new road surface to the existing driveway or mailbox turnout.

This work will be paid for at the contract unit price bid per Ton for AGGREGATE SURFACE COURSE, TY B and no additional compensation will be allowed for the above requirements.

STEEL PLATE BEAM GUARDRAIL:

This work shall consist of replacing the aging existing guardrail as well as furnishing and installing Steel Plate Beam Guardrail according to section 631 of the Standard Specifications and the following:

The new steel plate beam guardrail shall be installed as shown in the roadway plan details for this section of Grand Chain Road.

This work as well as the additional installations shown in the plans will be paid for at the contract unit price per; Foot for STEEL PLATE BEAM GUARDRAIL, TYPE A, 6 FOOT POSTS, and per Each for

TRAFFIC BARRIER TERMINAL, TYPE 1 (SPEDIAL), TANGENT.

BITUMINOUS CONCRETE MIXTURE REQUIREMENTS:

Location: Hot-Mix Asphalt Surface Course Mixture Use: Hot Mix Asphalt

AC/PG: PG 64-22

Design Air Voids: 4.0%, 70 Gyration Superpave Design Mixture Composition: IL-9.5mm (Gradation Mixture) Friction Aggregate: ‘C’ Surface

Location: Hot-Mix Asphalt Binder Course Mixture Use: Hot Mix Asphalt

AC/PG: PG 64-22

Design Air Voids: 4.0%, 70 Gyration Superpave Design Mixture Composition: IL-9.5 mm (Gradation Mixture)

LR107-4

State of Illinois Department of Transportation

Bureau of Local Roads and Streets

SPECIAL PROVISION

FOR

INSURANCE

Effective: February 1, 2007 Revised: August 1, 2007

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

The Contractor shall name the following entities as additional insured under the Contractor’s general liability insurance policy in accordance with Article 107.27:

The entities listed above and their officers, employees, and agents shall be indemnified and held harmless in accordance with Article 107.26.

LR1030‐2

State of Illinois

DEPARTMENT OF TRANSPORTATION

Bureau of Local Roads & Streets

SPECIAL PROVISION

FOR

LOCAL QUALITY ASSURANCE/ QUALITY MANAGEMENT QC/QA

Effective: January 1, 2022

Replace the first five paragraphs of Article 1030.06 of the Standard Specifications with the following:

“ 1030.06 Quality Management Program. The Quality Management Program (QMP) will be Quality Control / Quality Assurance (QC/QA) according to the following.”

Delete Article 1030.06(d)(1) of the Standard Specifications.

Revise Article 1030.09(g)(3) of the Standard Specifications to read:

“ (3) If core testing is the density verification method, the Contractor shall provide personnel and equipment to collect density verification cores for the Engineer. Core locations will be determined by the Engineer following the document “Hot-Mix Asphalt QC/QA Procedure for Determining Random Density Locations” at density verification intervals defined in Article 1030.09(b). After the Engineer identifies a density verification location and prior to opening to traffic, the Contractor shall cut a 4 in. (100 mm) diameter core. With the approval of the Engineer, the cores may be cut at a later time.”

Revise Article 1030.09(h)(2) of the Standard Specifications to read:

“ (2) After final rolling and prior to paving subsequent lifts, the Engineer will identify the random density verification test locations. Cores or nuclear density gauge testing will be used for density verification. The method used for density verification will be as selected below.

Density Verification Method

Cores Nuclear Density Gauge (Correlated when paving ≥ 3,000 tons per mixture)

Density verification test locations will be determined according to the document “Hot- Mix Asphalt QC/QA Procedure for Determining Random Density Locations”. The density testing interval for paving wider than or equal to 3 ft (1 m) will be 0.5 miles (800

m) for lift thicknesses of 3 in. (75 mm) or less and 0.2 miles (320 m) for lift thicknesses greater than 3 in. (75 mm). The density testing interval for paving less than 3 ft (1 m) wide will be 1 mile (1,600 m). If a day’s paving will be less than the prescribed density testing interval, the length of the day’s paving will be the interval for that day. The density testing interval for mixtures used for patching will be 50 patches with a minimum of one test per mixture per project.

If core testing is the density verification method, the Engineer will witness the

Contractor coring, and secure and take possession of all density samples at the

X

LR1030‐2

density verification locations. The Engineer will test the cores collected by the Contractor for density according to Illinois Modified AASHTO T 166 or AASHTO T 275.

If nuclear density gauge testing is the density verification method, the Engineer will conduct nuclear density gauge tests. The Engineer will follow the density testing procedure detailed in the document “Illinois Modified ASTM D 2950, Standard Test Method for Density of Bituminous Concrete In-Place by Nuclear Method”.

A density verification test will be the result of a single core or the average of the nuclear density tests at one location. The results of each density test must be within acceptable limits. The Engineer will promptly notify the Contractor of observed deficiencies.”

Revise the seventh paragraph and all subsequent paragraphs in Section D. of the document “Hot-Mix Asphalt QC/QA Initial Daily Plant and Random Samples” to read:

“Mixtures shall be sampled from the truck at the plant by the Contractor following the same procedure used to collect QC mixture samples (Section A). This process will be witnessed by the Engineer who will take custody of the verification sample. Each sample bag with a verification mixture sample will be secured by the Engineer using a locking ID tag. Sample boxes containing the verification mixture sample will be sealed/taped by the Engineer using a security ID label.”

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.

Item Article/Section

(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 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.”

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).”

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.

(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.

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.

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.

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. Mixing shall be per the manufacturer’s recommendations.”

Revise Article 1018.01 of the Standard Specifications to read:

“ 1018.01 Requirements. The rapid hardening mortar or concrete shall be according to ASTM C 928 and shall have successfully completed and remain current with the AASHTO Product Eval and Audit Rapid Hardening Concrete Patching Materials (RHCP) testing program. R1, R2, or R3 concrete 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). For prestressed concrete applications, the mortar or concrete 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 Department will maintain a qualified product list. Mixing of the mortar or concrete shall be according to the manufacturer’s specifications..”

Revise Article 1019.02 of the Standard Specifications to read:

“ 1019.02 Materials. Materials shall be according to the following.

(a) Cement

(b) Water

(c) Fine Aggregate for Controlled Low-Strength Material (CLSM) .............................. 1003.06

(d) Fly Ash

(e) Ground Granulated Blast Furnace (GGBF) Slag

(f) Admixtures (Note 1)

Note 1. The air-entraining admixture may be in powder or liquid form. The air content produced by the admixture shall be 15-25 percent when incorporated into Mix 2 or an equivalent mixture as determined by the Department and tested according to AASHTO T 121 or AASHTO T 152. The testing according to AASHTO T 121 or AASHTO T 152 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.”

Revise the third paragraph of Article 1019.04 of the Standard Specifications to read:

“ The Engineer will instruct the Contractor to adjust the proportions of the mix design in the field as needed to meet the design criteria, provide adequate flowability, maintain proper solid suspension, or other criteria established by the Engineer.”

Revise Article 1019.05 of the Standard Specifications to read:

“ 1019.05 Department Mix Design. The Department mix design shall be Mix 1, 2, or 3 and shall be proportioned to yield approximately one cubic yard (cubic meter).

Mix 1

Cement 50 lb (30 kg) Fly Ash – Class C or F, and/or GGBF Slag 125 lb (74 kg) Fine Aggregate – Saturated Surface Dry 2900 lb (1720 kg) Water 50-65 gal (248-322 L) Air Content No air is entrained

Mix 2

Cement 125 lb (74 kg)

Fine Aggregate – Saturated Surface Dry 2500 lb (1483 kg) Water 35-50 gal (173-248 L) Air Content 15-25 %

Mix 3

Cement 40 lb (24 kg) Fly Ash – Class C or F, and/or GGBF Slag 125 lb (74 kg) Fine Aggregate – Saturated Surface Dry 2500 lb (1483 kg) Water 35-50 gal (179-248 L) Air Content 15-25 %”

Revise Article 1020.04, Table 1, Note (8) of the Standard Specifications to read:

“ (8) In addition to the Type III portland cement, 100 lb/cu yd of ground granulated blast-furnace slag and 50 lb/cu yd of microsilica (silica fume) shall be used. For an air temperature greater than 85 ºF, the Type III portland cement may be replaced with Type I, IL, or II portland cement.”

Revise Article 1020.04, Table 1 (Metric), Note (8) of the Standard Specifications to read:

“ (8) In addition to the Type III portland cement, 60 kg/cu m of ground granulated blast-furnace slag and 30 kg/cu m of microsilica (silica fume) shall be used. For an air temperature greater than 30 ºC, the Type III portland cement may be replaced with Type I, IL, or II portland cement.”

Revise Note 9 of Table 1 of Article 1020.04 of the Standard Specifications to read:

“ (9) The cement shall be a rapid hardening according to Article 1001.01(d). Minimum or maximum cement factor may be adjusted when approved by the Engineer.”

Revise the second paragraph of Article 1020.05(a) of the Standard Specifications to read:

“ For a mix design using a portland-pozzolan cement, portland blast-furnace slag cement, portland-limestone cement, or replacing portland cement with finely divided minerals per Articles 1020.05(c) and 1020.05(d), the Contractor may submit a mix design with a minimum portland cement content less than 400 lbs/cu yd (237 kg/cu m), but not less than 375 lbs/cu yd (222 kg/cu m), if the mix design is shown to have a minimum relative dynamic modulus of elasticity of 80 percent determined according to AASHTO T 161.

Testing shall be performed by an independent laboratory accredited by AASHTO re:source for Portland Cement Concrete.”

Revise the first sentence of the first paragraph of Article 1020.05(b) of the Standard Specifications to read:

“ Corrosion inhibitors and concrete admixtures shall be according to the qualified product lists.”

Delete the fourth and fifth sentences of the second paragraph of Article 1020.05(b) of the Standard Specifications.

Revise Article…