ILDOT 74D73-076.pdf

Letting September 18, 2026

Notice to Bidders, Specifications and Proposal

Contract No. 74D73 MOULTRIE County Section D7 BRIDGE REPAIRS 2027-4 Route FAP 758 Project STP-MHVA(512) District 7 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.

September 18, 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. 74D73 MOULTRIE County Section D7 BRIDGE REPAIRS 2027-4 Project STP-MHVA(512) Route FAP 758 District 7 Construction Funds

Bridge deck overlay, bridge joint replacement, bridge deck repairs and guardrail replacement on SN 070-0049 carrying IL 32 over the West Okaw River, 1.1 miles northwest of Foster Road, northwest of Lovington.

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 758 (IL 32)

PROJECT STP-MHVA(512)

SECTION D7 BRIDGE REPAIRS 2027-4

MOULTRIE COUNTY

CONTRACT NO. 74D73

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

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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 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 X 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

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i

TABLE OF CONTENTS

LOCATION OF PROJECT

DESCRIPTION OF PROJECT

TRAFFIC CONTROL PLAN

AGGREGATE SHOULDERS

APPROACH SLAB REMOVAL

BORROW AREAS, USE AREAS, AND/OR WASTE AREAS

CHANGEABLE MESSAGE SIGNS

CLASS BS AGGREGATE OPTIMIZATION

DRAINAGE SCUPPERS TO BE ADJUSTED

HMA SURFACE REMOVAL

HOT-MIX ASPHALT SURFACE REMOVAL, VARIABLE DEPTH

LINEAR DELINEATION PANELS

PROTECTING OR RESETTING SURVEY MARKERS

STEEL PLATE BEAM GUARDRAIL (SHORT RADIUS)

DIAMOND GRINDING AND SURFACE TESTING BRIDGE SECTIONS

BRIDGE DECK GROOVING (LONGITUDINAL)

BAR SPLICERS, HEADED REINFORCEMENT

AUTOMATED FLAGGER ASSISTANCE DEVICES (BDE)

BRIDGE DECK CONCRETE OVERLAYS

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

COMPENSABLE DELAY COSTS (BDE)

DECK SLAB REPAIR

DISADVANTAGED BUSINESS ENTERPRISE PARTICIPATION (BDE)

GUARDRAIL (BDE)

HOT-MIX ASPHALT (BDE)

HOT-MIX ASPHALT – LONGITUDINAL JOINT SEALANT (BDE)

PAVEMENT MARKING (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)

STEEL COST ADJUSTMENT (BDE)

SUBCONTRACTOR AND DBE PAYMENT REPORTING (BDE)

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ii

SUBCONTRACTOR MOBILIZATION PAYMENTS (BDE)

SUBMISSION OF BIDDERS LIST INFORMATION (BDE)

SUBMISSION OF PAYROLL RECORDS – FEDERAL AID CONTRACT (BDE)

SURVEYING SERVICES (BDE)

TEMPORARY CONCRETE BARRIER (BDE)

TEMPORARY RUMBLE STRIPS (BDE)

VEHICLE AND EQUIPMENT WARNING LIGHTS (BDE)

WEEKLY DBE TRUCKING REPORTS (BDE)

WORK ZONE TRAFFIC CONTROL DEVICES (BDE)

WORK ZONE WIDTH RESTRICTION (BDE)

WORKING DAYS (BDE)

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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 758 (IL 32), Project STP-MHVA(512), Section D7 BRIDGE REPAIRS 2027-4, Moultrie County, Contract No. 74D73, and in case of conflict with any part, or parts, of said Specifications, the said Special Provisions shall take precedence and shall govern.

FAP Route 758 (IL 32) Project STP-MHVA(512)

Section D7 BRIDGE REPAIRS 2027-4 Moultrie County

Contract No. 74D73

LOCATION OF PROJECT

This project is located in Moultrie County on IL 32 on SN 070-0049 at the West Okaw River, 1.1 miles northwest of 850E (Foster Rd) just north of Lovington totaling approximately 1100 feet.

DESCRIPTION OF PROJECT

This project consists of 0.15 miles of HMA resurfacing for the transitions to the bridge approach slab. The proposed project consists of bridge deck overlay, bridge joint replacement, and bridge deck repairs. This work consists of replacing the expansion joints with new strip seals, full depth deck patching, scarification, concrete overlay, abutment corbels, and new approaches. Guardrail updates and replacement will also be completed along with traffic control and any other work necessary to complete the section.

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TRAFFIC CONTROL PLAN

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, these special provisions, and any special details and highway standards contained herein and in the plans.

Special attention is called to Articles 107.09, 107.14 and 107.15 of the Standard Specifications for Road and Bridge Construction, the following highway standards and Recurring Special Provisions relating to traffic control.

Highway Standards:

701001 701006 701011 701201 701301 701306 701311 701321 701901

The existing roadway shall be kept open at all times except when actual construction operations require closing a portion of the roadway. At no time shall both lanes of the existing pavement be closed.

Traffic control standards shall be applied as directed by the Engineer and the following suggested applications:

Standard 701201: This standard is applicable for the safe installation of guardrail and use in completing work pertaining to HMA base course, milling, resurfacing, and shoulders.

Standard 701301: This standard is applicable for safely marking stringline, field survey data, setting up traffic control staging for Standard 701311, and cleaning up debris on pavement.

Standard 701306: This standard is applicable to bituminous resurfacing, milling, and shoulder operations like guardrail replacement for higher speed areas.

Standard 701311: This standard is applicable for pavement marking.

Standard 701321: This standard is applicable for a lane closure (stage construction) on 2L, 2W bridge repair with temporary barrier.

The Engineer will determine the required traffic control for any operations not covered above.

Bridge Width Restriction Signs: The Contractor shall furnish and install the following signs to advise motorists of the width restriction created by the stage construction bridge work. The signs shall be installed on posts or skids, unless otherwise specified, at the locations listed below

SB

• One each W12-I103, to be installed along IL 32, just south of US 36 with 6 Miles.

• One each W12-I103, to be installed along IL 32, just north of Main St (north of Lake City) with

3 Miles.

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NB

• One each W12-I103, to be installed along IL 32, just south of the intersection with IL 133 (south of Lovington) with 2 Miles.

• One each W12-I103, to be installed along IL 32, just north of the intersection of IL 121 (west of Sullivan) with 10 Miles.

WB

• One each W12-I103, to be installed along IL 133, just east of the intersection of IL 32 (south of Lovington) with 2 Miles.

• One each W12-I103, to be installed along IL 133, just east of County Rd 1700E (west of Arthur) with 10 Miles.

Stage 1 Bridge Width Restriction Sign – 10’-6” Stage 2 Bridge Width Restriction Sign – 11’-6”

The Engineer shall approve the exact locations of all proposed signs and barricades prior to installation. Installation shall be in accordance with Standard 701901.

The Engineer shall approve the exact locations of all proposed signs and barricades prior to installation. Installation shall be in accordance with Standard 701901.

The signs shall be furnished by the Contractor and shall conform to the dimensions and text as shown on the drawing included herein. When the width displayed on the signs must be changed as determined by the Engineer for the second stage of construction, materials to modify the signs shall be furnished and installed by the Contractor. The Contractor shall be responsible for the maintenance of the barricades and signs during the life of the project. The Contractor shall ensure that the continual visibility of these signs is maintained and not obstructed by vegetation or other obstacles.

The signs shall be promptly removed when the restriction is no longer in effect.

The cost of furnishing, installing, maintaining and removing width restriction signs and wing barricades will be included in the cost for Traffic Control and Protection, Standard 701321.

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AGGREGATE SHOULDERS

Aggregate shoulder shall be constructed according to Section 481 of the Standard Specifications and as revised herein.

Revise to read :

481.02 Materials. :

Item Article/Section

(a) Coarse Aggregate 1004.04

(b) RAP Material (Note 1) 1031

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Revise Note 1 to read:

Note 1. Reclaimed asphalt pavement (RAP) may be used as aggregate wedge shoulders type B if a safety shoulder is present. The use of RAP will be excluded within city limits.

Revise the first paragraph of 1004.04(a) to read:

The coarse aggregate shall be crushed stone or crushed concrete.

APPROACH SLAB REMOVAL

Description. This work shall consist of the complete removal of the existing approach slab as shown in the plans. All pavement and appurtenances within the limits of the approach slab shall be removed. This includes, but not limited to, PCC pavement, HMA overlays, reinforcement, curbs, inlets, stabilized subbase, approach footing (sleeper slab), connector pavement, and expansion joint material adjacent to the approach slab. Approach slab removal shall be performed in accordance with Section 440 and Article 442.05(a) of the Standard Specifications.

Method of Measurement. Approach slab removal will be measured for payment in place and the area computed in square yards.

Basis of Payment. This work will be paid for at the contract unit price per SQUARE YARD for

APPROACH SLAB REMOVAL.

BORROW AREAS, USE AREAS, AND/OR WASTE AREAS

In addition to the provisions contained in Article 107.22 of the Standard Specifications, the Contractor shall submit all required documents to the District electronically. All photos shall be in color.

CHANGEABLE MESSAGE SIGNS

This work shall be completed in accordance with Section 701 of the Standard Specifications, the Supplemental Specifications and the following additional requirements.

The changeable message signs to be installed under this item are to be used as advanced notification of the impending work. The Engineer will determine the messages to be displayed.

Two changeable message signs will be required for this project, one for each approach to the project on IL 32. The Engineer will determine the exact locations of the changeable message signs.

The changeable message signs shall be in place a minimum of 14 days directly prior to the commencement of work that requires a lane closure. The Contractor will not be permitted to have

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any lane closures without the 14 day notice using the changeable message signs, unless approved by the Engineer. Delays caused by failure to provide the required notice shall not be considered justification for a change in the working days allowed on the contract.

The maximum pay for this pay item is 14 calendar days per message sign. If the Contractor delays their start date, the message signs shall remain in place until lane closures are necessary and work commences. No payment will be made for any days beyond the 14 day maximum.

CLASS BS AGGREGATE OPTIMIZATION

For superstructure construction, Class BS concrete shall contain a blend of two or more coarse aggregate sizes blended in accordance with Article 1004.02(d). The blended aggregate will consist of CA-7 or CA-11 with CA-13, CA14, or CA-16. The blended coarse aggregate gradation shall have a minimum of 45 percent passing the 1/2 in. (12.5 mm) sieve and a maximum of 60 percent passing the 1/2 in. (12.5 mm) at the discretion of the Engineer.

The cost of compliance with this requirement shall be considered included in the cost of Concrete Superstructures.

DRAINAGE SCUPPERS TO BE ADJUSTED

This work consists of adjusting the bridge drainage scuppers to match the new pavement’s top elevation. The scupper adjustments shall conform to the details shown in the plans.

This work will be measured for payment per each scupper adjusted.

This work will be paid for at the contract unit price per EACH for DRAINAGE SCUPPERS TO BE

ADJUSTED.

HMA SURFACE REMOVAL

The intent of the milling is to completely remove the existing surface course and roughen the remaining layer. Slight variations may exist in the existing surface course, and the nominal thickness might not be consistent throughout the project. The Contractor shall adjust the milling depth or make a second pass to eliminate scabbing and ensure that all existing surface course material is removed.

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

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HOT-MIX ASPHALT SURFACE REMOVAL, VARIABLE DEPTH

This work consists of removing the existing surface of the roadway at a depth that varies from 2” to 1/4” as shown in the plans. This work will be accomplished using a self-propelled milling machine.

The work will be paid for at the contract unit price per SQUARE YARD for HOT-MIX ASPHALT SURFACE REMOVAL, VARIABLE DEPTH, which price shall include all material, equipment, and labor necessary to complete the work.

LINEAR DELINEATION PANELS

Description. This work shall consist of placing linear delineation panels on temporary concrete barrier wall and new or existing concrete parapet wall.

Materials. Each panel shall not be less than 34 inches in length and 6 inches in width. The panels shall be constructed of cube-corner retroreflective material in standard highway colors permanently bonded to an aluminum substrate. The lateral edges of each panel shall be hemmed.

The panel assembly shall have a repeating raised lateral ridge every 2.25 inches. Each ridge shall be 0.34 inches high with a 45° profile and a 0.28 inch radius top. Each panel shall be attached according to the manufacturer’s specifications and/or recommendations.

Daytime color requirements shall be determined from measurement of the retroreflective sheeting applied to aluminum test panels. Daytime color shall be measured instrumentally using a spectrophotometer employing annular 45/0 (or equivalent 0/45) illuminating and viewing geometry. Measurements shall be made in accordance with ASTM E1164 for ordinary colors or ASTM E2153 for fluorescent colors. Chromaticity coordinates shall be calculated for CIE Illuminant D65 and the CIE 1931 (2o) Standard Colorimetric Observer in accordance with ASTM E308 for ordinary colors or ASTM E2152 for fluorescent colors.

Chromaticity Limits for White x y x y x y x y Limit Y (%) Min Max

White 0.303 0.287 0.368 0.353 0.340 0.380 0.274 0.316 40 -

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Chromaticity Limits for Fluorescent Orange

Total

Luminance x y x y x y x y Factor Y (%) Min

Fluor. 0.595 0.351 0.645 0.355 0.583 0.416 0.542 0.403 30 Orange

Chromaticity Limits for Fluorescent Yellow x

Y

Y y y

Total Luminance Factor YT (%) Min

Fluor.

Yellow

0.521 0.424 0.557 0.442 0.479 0.520 0.454 0.491 40

Temporary. Two panels shall be placed on each section of temporary concrete barrier wall 6 inches down from the top. These panels shall be alternating white and fluorescent orange, have a spacing of 28 inches apart, and be centered horizontally on each section of barrier wall. These panels shall be used in lieu of the type C crystal colored reflectors shown on Standard 704001.

Permanent. Panels shall be placed on each new or existing concrete parapet wall 6 inches down from the top and shall remain in place after the project has been completed. The panels color shall match the adjacent edge line and placed on the parapet wall spaced at 50-foot centers and centered horizontally These panels shall be used in lieu of the typical reflector markers shown on Standard 635011.

Basis of Payment. The linear delineation panels will not be paid for separately but shall be considered included in the cost of the contract.

PROTECTING OR RESETTING SURVEY MARKERS

Description. This work shall consist of protecting or resetting existing survey markers and existing survey marker vaults at the locations shown on the plans and as described in Section 105.09 and

107.20 of the Standard Specifications. Survey markers may consist of property corners, section corners, subsection corners, or existing permanent survey markers.

Construction Requirements. All the existing survey markers listed in the plans or discovered in the field shall be documented and cross-tied by an Illinois professional land surveyor prior to the start of work. Existing survey marker vaults to remain in place shall be adjusted so that the cover is ¼” below the final pavement elevation.

Property Corners, Section Corners, and Subsection Corners. For those to be reset outside the paved surface, a 5/8 inch diameter by minimum 30 inch long reinforcement bar and a 1-7/8 inch minimum diameter cap shall be installed. The cap shall be a corrosion-resistant aluminum survey cap of a design compatible with the reinforcement bar for a solid, tight fit after installation. The

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cap shall be marked as appropriate and shall also display the license number of the Illinois professional land surveyor.

For those to be reset within the paved surface, a type 1 survey marker shall be installed in accordance with Section 667 of the Standard Specifications and as shown on Standard 667101.

At locations where an existing survey marker vault and cover assembly is to be removed, the open void left over the existing survey point located in the vault shall be filled with cold mix HMA, with the original survey point and surrounding PVC sleeve (if one exists) to remain. Once paving operations are completed, a new type I survey marker shall be placed on the surface over the original survey point, in accordance with Section 667 of the Standard Specifications and as shown on Standard 667101. In the event that paving operations will affect the original survey point and provisions are not specified in the plans, the Engineer will coordinate with the District 7 Chief of Surveys prior to work being performed to determine the appropriate work needed.

As required, a new monument record shall be prepared and filed in the appropriate county courthouse for all government corners in accordance with Illinois Statutes, Chapter 765 ILCS Section 220 “Land Survey Monuments Act”, and a recorded copy sent to the District 7 Chief of Surveys.

Permanent Survey Markers. Permanent survey markers to be reset shall be in accordance with Section 667 of the Standard Specifications and as shown on Standard 667101.

Basis of Payment. The work for protecting or resetting survey markers as well as furnishing any new type 1 survey markers needed at these locations will be paid for at the contract unit price per EACH for PROTECTING OR RESETTING SURVEY MARKERS.

The cost incurred by the Contractor to provide the traffic control required for District 7 survey personnel to lay out any disturbed survey markers as part of construction operations shall be considered as included in the contract unit bid prices for the various items of work involved and no additional compensation will be allowed.

STEEL PLATE BEAM GUARDRAIL (SHORT RADIUS)

This work consists of furnishing and erecting steel plate beam guardrail, type A and posts as shown in the plans. This work shall be performed as specified in Section 630 of the Standard Specifications and as detailed on the plans. The guardrail shall be fabricated and constructed to the radius and length shown on the plans. The Contractor shall verify all dimensions and modifications in the field prior to ordering materials.

This work will be measured in feet along the top edge of the rail elements, continuous through laps and splices.

This work will be paid for at the contract unit price per FOOT for STEEL PLATE BEAM

GUARDRAIL (SHORT RADIUS).

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DIAMOND GRINDING AND SURFACE TESTING BRIDGE SECTIONS

Effective: December 6, 2004 Revised: April 15, 2022

Description. This work shall consist of diamond grinding and surface testing bridge sections.

The bridge section shall consist of the bridge deck plus the bridge approach slab and pavement connector, if present, at each end of the bridge.

Equipment. Equipment shall be according to the following.

(a) Diamond Grinder. The diamond grinder shall be a self-propelled planing machine specifically designed for diamond saw grinding. It shall be capable of accurately establishing the profile grade and controlling the grinding cross slope. It shall also have an effective means for removing excess material and slurry from the surface and for preventing dust from escaping into the air. The removal of slurry shall be continuous throughout the grinding operation. The slurry shall be disposed of according to Article 202.03.

The grinding head shall be a minimum of 4 ft. (1.2 m) wide and the diamond saw blades shall be gang mounted on the grinding head at a rate of 50 to 60 blades / ft. (164 to 197 blades/m).

(b) Surface Testing Equipment. Required surface testing and analysis equipment and their jobsite transportation shall be provided by the Contractor. The Profile Testing Device shall be according to Illinois Test Procedure 701 except the trace analysis shall be based on traces from bridge sections.

CONSTRUCTION REQUIREMENTS

General. After all components have been properly cured, the bridge section shall be ground over its entire length and over a width that extends to within 2 ft. (600 mm) of the curbs or parapets.

Grinding shall be done separately before any saw cut grooving, and no concurrent combination of the two operations will be permitted. Whenever possible, each subsequent longitudinal grinding pass shall progress down the cross slope from high to low. The maximum thickness removed shall be 1/4 inch (6 mm); however, when the bridge deck thickness noted on the plans can be maintained, as a minimum, additional removal thickness may be permitted.

The grinding process shall produce a pavement surface that is true in grade and uniform in appearance with longitudinal line-type texture. The line-type texture shall contain corrugations parallel to the outside pavement edge and present a narrow ridge corduroy type appearance. The peaks of the ridges shall be 1/8-inch +/- 1/16-inch (3 mm +/- 1.5 mm) higher than the bottom of the grinding with evenly spaced ridges. It shall be the Contractor’s responsibility to select the actual number of blades per foot (meter) to be used to provide the proper surface finish for the aggregate type and concrete present on the project within the limits specified above.

The vertical difference between longitudinal passes shall be 1/8 inch (3 mm) maximum. The grinding at the ends of the bridge section shall be diminished uniformly at a rate of 1:240 over the pavement connectors.

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Grinding shall be continuous through all joints. All expansion joints and bridge components under the joints shall be protected from damage or contact with the grinding slurry.

Surface Testing. The diamond ground bridge section shall be surface tested in the presence of the Engineer prior to opening to traffic.

A copy of the approval letter and recorded settings from the Profile Equipment Verification (PEV) Program shall be submitted to the Engineer prior to testing.

The Contractor shall notify the Engineer a minimum of 24 hours prior to commencement of measurements. All objects and debris shall be removed from the bridge section surface prior to testing. During surface testing, joint openings may be temporarily filled with material approved by the Engineer.

Profiles shall be taken in both wheel paths of each lane, 3 ft. (1 m) from, and parallel to, the planned lane lines.

The profile report shall have stationing indicated every 500 ft. (150 m) at a minimum. The profile report shall include the following information: contract number, structure number, beginning and ending stationing, which lane was tested, direction of travel on the trace, date of collection, time of collection, ambient air temperature at time of collection, and the device operator name(s). The data file created from the testing will be submitted to the Engineer and the Bureau of Research for analysis. The file shall be in a format that is compatible with ProVAL software (ERD, PPF).

Trace Reduction and Bump Locating Procedure. All traces shall be reduced using ProVal. This software shall calculate the Mean International Roughness Index (MRI) in inches/mile (mm/km) and indicate any areas of localized roughness in excess of 200 inches/mile (3105 mm/km) on a continuous 25 feet (8 meters) basis.

The average MRI and locations with deviations exceeding the 200 inches/mile (3105 mm/km) limit will be recorded on the Profile Report for Bridge Deck Smoothness.

All ProVAL files shall be provided to the Engineer within two working days of completing the testing. Bureau of Construction Form BC 2450 shall be provided to the Engineer. An example Form BC 2450 is attached. All files shall contain serial numbers for the vehicle and profiling equipment, the approved settings from the PEV program. The Engineer will compare these settings with the approved settings from the PEV Program. If the settings do not match, the results will be rejected and the section shall be retested/reanalyzed with the appropriate settings.

Corrective Actions. Within the bridge section, all deviations in excess of 200 inches/mile (1575

mm) within any continuous length of 25 ft. (8 m) shall be corrected. Correction of deviations shall not result in the deck thickness being less than the minimum. Where corrective work is performed, the bridge section shall be retested to verify that corrections have produced a MRI of 200 inch/mile (3105 mm/km) within an continuous length of 25 ft (8 m) or less for each lane. The Contractor shall furnish and Form BC 2450 the ProVAL files to the Engineer and the Bureau of Research within two working days after any corrections are made.

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Corrective actions shall be performed at no additional cost to the department.

The Engineer may perform profile testing on the surface at any time for monitoring and comparison purposes.

Method of Measurement. This work will be measured for payment in place and the area computed in square yards (square meters) of diamond grinding performed.

Basis of Payment. This work will be paid for at the contract unit price per square yard (square meter) for DIAMOND GRINDING (BRIDGE SECTION).

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Instructions for Completing Bridge Deck Smoothness Assessment Summary ALR

This form shall be prepared and submitted, along with the raw data files, to the Engineer.

Report Type:

Initial – Testing of bridge section prior to any smoothness grinding.

Intermediate – After initial pass of smoothness grinding has been completed.

Final – All smoothness grinding has been completed.

Other information:

Submission Date – Date in which it has been submitted to the Engineer

Project Type – New Deck, Microsilica Overlay, Latex Overlay, Fly Ash Overlay

Specification Effective Date – revision date of the specification in the contract

Begin ALR Section 1 – beginning station of ALR finding

End ALR Section 1 – end station of ALR finding

Distance – End ALR minus the Begin ALR station number

MRI – The value of the ALR at that location.

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BRIDGE DECK GROOVING (LONGITUDINAL)

Effective: December 29, 2014 Revised: March 29, 2017

Revise Article 503.16(a)(3)b. to read as follows.

b. Saw Cut Grooving. The grooving operation shall not be started until after the expiration of the required curing or protection period and after correcting excessive variations by grinding or cutting has been completed.

The grooves shall be cut into the hardened concrete, parallel to the centerline of the roadway, using a mechanical saw device equipped with diamond blades that will leave grooves 1/8 in. wide and 3/16 in. ± 1/16 in. deep (3 mm wide and 5 mm ± 1.5 mm deep), with a uniform spacing of 3/4

in. ± 1/16 in. (20 mm ± 1.5 mm) centers. The grooving shall typically extend the full width of the traffic lanes and terminate at the edge of the traffic lane or shoulder. If the bridge has a variable width traffic lane, the grooving shall remain parallel to the centerline of the main roadway. Any staggering of the groove terminations to accommodate the variable width shall be within the shoulders. Grooves shall not be cut closer than 3 inches (75 mm) nor further than 6 inches (150

mm) from any construction joint running parallel to the grooving. In addition, grooves shall not be cut within 6 in. ± 1 in. (150 mm ± 25 mm) from deck drains and expansion joints.

The grooving machine shall contain diamond blades mounted on a multi-blade arbor on a self-propelled machine built for grooving hardened concrete surfaces. The grooving machine shall have a depth control device that detects variations in the deck surface and adjusts the cutting head height to maintain a specified depth of groove. The grooving machine shall have a guide device to control multi-pass alignment.

The removal of slurry shall be continuous throughout the grooving operations. The grooving equipment shall be equipped with vacuum slurry pickup equipment which shall continuously pick up water and sawing dust, and pump the slurry to a collection tank. The slurry shall be disposed of offsite according to Article 202.03.

Cleanup shall be continuous throughout the grooving operation. All grooved areas of the deck shall be flushed with water as soon as possible to remove any slurry material not collected by the vacuum pickup. Flushing shall be continued until all surfaces are clean.

Method of Measurement. This work shall be measured for payment according to Article 503.21(b) except no measurement will be made for any grooving of the shoulders to accommodate a variable width traffic lane.

Basis of Payment. This work will be paid for at the contract unit price per square yard (square meter) for BRIDGE DECK GROOVING (LONGITUDINAL).

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BAR SPLICERS, HEADED REINFORCEMENT

Effective: September 2, 2022 Revised: October 27, 2023

Add the following to Article 508.08(b):

When bar splicers are epoxy-coated, all damaged or uncoated areas near the threaded ends shall be coated with a two-part epoxy according to ASTM D 3963 (D 3963M). All threaded ends of Stage II construction threaded splicer bars shall be coated according to ASTM D 3963 or dipped in an epoxy-mastic primer prior to joining the Stage II construction threaded splicer bar to the threaded coupler.

Add the following Article 508.02 (d)

Bar Terminators …………………………………………………………………………1006.10(a)(1)h

Add the following paragraph after Article 508.08 (c):

Bar terminators are threaded, headed attachments to reinforcement to form headed reinforcement. When specified on the plans, a bar terminator shall be attached to the designated reinforcement for development.

Add the following 4th paragraph to Article 508.11:

Bar Terminators will be paid for at the contract unit price per each for BAR TERMINATORS.

Add the following to Article 1006.10(a)(1)g:

For bar splicers with welded connections between the threaded coupler and threaded rod, the Stage I construction threaded splicer bar shall be welded to the threaded coupler using an all-around fillet weld.

Add the following Article 1006.10(a)(1)h:

Bar Terminators. Designated bars shall use a bar terminator to form headed reinforcement.

Headed reinforcement shall conform to ASTM A970 with threaded attachment; Class HA; and reinforcement bars conforming to ASTM A706, except the connection strength of the bar terminator to the reinforcement bar shall meet, in tension, at least 125 percent of the specified yield strength of the reinforcement bar. The bar terminator shall be on the Department’s qualified product list.

When the reinforcement bar to receive the bar terminator is epoxy coated, the bar terminator shall also be epoxy coated according to ASTM A 775 (A 775M)

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AUTOMATED FLAGGER ASSISTANCE DEVICES (BDE)

Effective: January 1, 2008 Revised: April 1, 2023

Description. This work shall consist of furnishing and operating automated flagger assistance devices (AFADs) as part of the work zone traffic control and protection for two-lane highways where two-way traffic is maintained over one lane of pavement in segments where no sideroads or entrances require deployment of additional flaggers. Use of these devices shall be at the option of the Contractor.

Equipment. AFADs shall be the STOP/SLOW or Red/Yellow Lens type mounted on a trailer or moveable cart meeting the requirements of the MUTCD and NCHRP 350 or MASH 2016, Category 4.

General. AFADs shall be placed at each end of the traffic control, where a flagger is shown on the plans. The AFAD shall be setup within five degrees of vertical.

Flagger symbol signs as shown on the plans shall be replaced with “BE PREPARED TO STOP” signs when the AFAD is in operation.

Personal communication devices shall not be used to operate the AFAD.

Flagging Requirements. Flaggers and flagging requirements shall be according to Article 701.13 of the Standard Specifications and the following.

Each AFAD shall be operated by a flagger trained to operate the specific AFAD to be deployed.

A minimum of two flaggers shall be on site at all times during operation. Each flagger shall be positioned outside the lane of traffic and near each AFAD’s location.

Flagging equipment required for traditional flagging shall be available near each AFAD location in the event of AFAD equipment malfunction/failure.

For nighttime flagging, the AFAD and flagger shall be illuminated according to Article 701.13 of the Standard Specifications.

When not in use, AFADs will be considered non-operating equipment and shall be stored according to Article 701.11 of the Standard Specifications.

Basis of Payment. This work will not be paid for separately but shall be considered as included in the cost of the various traffic control items included in the contract.

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BRIDGE DECK CONCRETE OVERLAYS

Effective: January 1, 2026

Add the following Section 531 to the Standard Specifications:

“SECTION 531. BRIDGE DECK CONCRETE OVERLAYS

531.01 Description. This work shall consist of constructing a concrete overlay on an existing concrete bridge deck or approach slab.

531.02 Materials. Materials shall be according to the following.

Item................................................................................................. Article/Section

(a) Coarse Aggregate (Note 1) .................................................................................. 1004.02

(b) Packaged, Dry, Rapid Hardening Mortar or Concrete

(c) Portland Cement Concrete (Note 2) (Note 3)

(d) Fibers for Concrete (Note 4)

Note 1. Coarse aggregate shall be crushed stone or crushed gravel.

Note 2. Concrete shall be Class BS with the following exceptions.

Overlay Type Gradation Fly Ash Ground Granulated Blast Furnace (GGBF) Slag High Reactivity Metakaolin (HRM) Microsilica

CA 11, CA 13, CA 14, or CA 16

Latex CA 13, CA 14, or CA 16

Slump shall be 2-7 in. (50-175 mm). For latex overlays, the maximum slump may be increased if no visible segregation is observed.

For latex overlays, air content shall be a maximum of 7.0 percent and maximum water/cement ratio shall be 0.40.

For Class F fly ash overlays, fly ash shall replace cement at the maximum rate permitted according to Article 1020.05(c)(1)b. The replacement ratio shall be 1:1.

For Class C fly ash overlays, fly ash shall replace cement at a rate ranging from a minimum of 25 percent to the maximum rate permitted according to Article 1020.05(c)(1)c. The replacement ratio shall be 1:1.

For GGBF slag overlays, GGBF slag shall replace cement at a rate ranging from a minimum of 25 percent to the maximum rate permitted according to Article 1020.05(c)(2)b.

The replacement ratio shall be 1:1.

For microsilica and HRM overlays, the cementitious factor (excluding microsilica or HRM) shall be 565 lb/cu yd (390 kg/cu m). The minimum amount of microsilica or HRM added

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to the mix shall be 33 lb/cu yd (20 kg/cu m) and the maximum shall be 37 lb/cu yd (22 kg/cu m).

For latex overlays, the cementitious factor shall be a minimum of 658 lbs/cu yd (335 kg/cu m), the dosage of the latex admixture shall be 24.5 gal/cu yd (121.3 L/cu m), the coarse aggregate shall be 42-50 percent by weight (mass) of total aggregate, no air entraining admixture shall be used, and water used shall be a maximum of 157 lb/cu yd (93.1 kg/cu m) (including free moisture on the fine and coarse aggregates).

Note 3. For HRM and microsilica overlays, the Contractor shall submit a specific batching sequence for verification by the Engineer. The submittal shall include whether a truck or stationary mixer will be used. For HRM overlays, the submittal shall include whether bulk or bagged HRM will be used. For microsilica overlays, the submittal shall include whether the microsilica to be used is a water based slurry, bulk densified, or bagged densified.

Note 4. Synthetic fibers, when required, shall be according to Article 1014.01, and 1014.04 or 1014.05, as applicable.

531.03 Equipment. Equipment shall be according to the following.

Item................................................................................................. Article/Section

(a) Concrete Equipment (Note 1) .............................................................................. 1020.03

(b) Finishing Equipment .............................................................................................. 503.03

(c) Fogging Equipment ......................................................................................... 1103.17(k)

(d) Mechanical Scarifying Equipment (Note 2) .......................................................... 1101.16

(e) Hydro-Scarification Equipment (Note 3)

(f) Hand-Held Blast Cleaning Equipment (Note 4)

(g) Mechanical Blast Cleaning Equipment (Note 5)

(h) Pull-Off Test Equipment (Note 6)

Note 1. For latex concrete overlays, a mobile portland cement concrete plant shall be used according to Articles 1020.12 and 1103.04.

Note 2. Mechanical scarifying equipment shall be capable of uniformly scarifying or removing the old concrete surface and new patches to the depth required. The minimum width of the equipment shall be 3 ft (1 m).

Note 3. Hydro-scarification equipment shall consist of filtering and pumping units operating with a computerized, self-propelled robotic machine capable of removing sound concrete in a single pass to the specified depth and operating at a 16,000 psi (110 MPa) minimum water pressure with a 55 gal/min (208 L/min) minimum water flow rate.

Note 4. Hand-held blast cleaning shall be performed by high-pressure waterblasting or abrasive blasting. High-pressure waterblasting equipment shall have a minimum water pressure of 7000 psi (48 MPa) and have oil traps.

Note 5. Mechanical blast cleaning shall be performed by high-pressure waterblasting or shotblasting capable of removing weak concrete at the surface, including the microfractured concrete surface layer remaining as a result of mechanical scarification, and shall have oil traps.

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Mechanical high-pressure waterblasting equipment shall be mounted on a wheeled carriage, include multiple nozzles mounted on a rotating assembly, and shall be operated with a 7000 psi (48 MPa) minimum water pressure. The distance between the nozzles and the deck surface shall be kept constant and the wheels shall maintain contact with the deck surface during operation.

Note 6. Equipment used to perform pull-off testing shall be on the Department’s qualified product list “Pull-Off Test Equipment for Bridge Deck Overlays”.

CONSTRUCTION REQUIREMENTS

531.04 General. The Contractor shall control the runoff water generated by the various construction activities in such a manner as to minimize, to the maximum extent practicable, the discharge of untreated effluent into adjacent waters, and shall properly dispose of the solids generated according to Article 202.03. The Contractor shall submit a water management plan to the Engineer specifying the control measures to be used. The control measures shall be in place prior to the start of runoff water generating activities. Runoff water shall not be allowed to constitute a hazard to adjacent or underlying roadways, waterways, drainage areas or railroads nor be allowed to erode existing slopes.

531.05 Preparation. Sidewalks, curbs, drains, reinforcement, existing transverse and longitudinal joints, and other appurtenances which are to remain in place shall be protected from damage during scarification and cleaning operations.

(a) Scarification. The scarification shall consist of removing the concrete using mechanical and hydro-scarifying equipment to the depth specified on the plans. The depth specified shall be measured from the existing concrete surface to the grout line between aggregates remaining after scarification. Power-driven hand tools shall be used for removal around areas to remain in place and areas not accessible to the scarifying equipment. Power-driven hand tools include jackhammers lighter than the nominal 45 lb (20 kg) class.

Jackhammers or chipping hammers shall be operated at an angle less than 45 degrees measured from the surface of the slab.

Mechanical scarification equipment shall be used to remove the initial 1/4 in. (25 mm) minimum depth of concrete, creating a uniform roughened concrete surface. If the Contractor’s use of mechanical scarifying equipment results in exposing, snagging, or dislodging the top mat of reinforcing steel, the mechanical scarifying depth shall be reduced as necessary immediately. If the exposing, snagging, or dislodging the top mat of reinforcing steel cannot be avoided, the mechanical scarifying shall be stopped immediately and the remaining removal shall be accomplished using the hydro-scarification equipment. All damage to the existing reinforcement resulting from the Contractor’s operation shall be repaired or replaced at no additional cost to the Department. Replacement shall include the removal of any additional concrete required to position or splice the new reinforcing steel. Undercutting of exposed reinforcement bars shall only be as required to replace or repair damaged reinforcement. Repairs to existing reinforcement shall be according to Section 530.

(b) Sounding. Just prior to performing hydro-scarification, the deck shall be sounded, with unsound areas marked on the deck by the Engineer. A trial section, in an area of sound

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concrete, on the existing deck surface will be designated by the Engineer to calibrate the equipment settings to remove sound concrete to the required depth, in a single pass, and provide a highly roughened bondable surface. The trial section shall consist of approximately 30 sq ft (3 sq m). After calibration in an area of sound concrete, the equipment shall be moved to a second trial section, as designated by the Engineer, in an area containing unsound concrete to verify the calibrated settings are sufficient to remove the unsound concrete. If the calibrated settings are insufficient to remove the unsound concrete, the equipment may be moved back to an area of sound concrete and the calibration settings verified.

After the equipment settings are established, they shall be supplied to the Engineer and include the following.

(1) Water pressure

(2) Water flow rate

(3) Nozzle type and size

(4) Nozzle travel speed

(5) Machine staging control (step/advance rate)

Hydro-scarification may begin after the calibration settings have been approved by the Engineer. At least the last 1/2 in. (13 mm) of removal shall be accomplished with hydro-scarification equipment.

The removal depth will be verified by the Engineer. If sound concrete is being removed below the desired depth, the equipment shall be recalibrated.

(c) Cleaning. After hydro-scarification, the concrete shall be vacuum cleaned before the water and debris are allowed to dry and re-solidify to the deck. The vacuum shall be equipped with fugitive dust control devices capable of removing wet debris and water in the same pass. The vacuum shall also be capable of washing the deck with pressurized water prior to the vacuum operation to dislodge all debris and slurry from the deck surface.

The use of alternative cleaning and debris removal methods to minimize driving heavy vacuum equipment over the exposed reinforcement may be used subject to the approval of the Engineer.

531.06 Patching. After scarification and cleaning, the Engineer will sound the scarified concrete and survey the existing reinforcement condition. All remaining unsound concrete and unacceptably corroded reinforcement bars will be marked for additional removal and/or repairs and shall be completed according to Section 530 except as noted below.

In areas where unsound concrete…