IDOT 72J76-126.pdf

Letting June 12, 2026

Notice to Bidders, Specifications and Proposal

Contract No. 72J76 SCHUYLER County Section (11BR,10B-1,10B-5)BDR Route FAP 550 Project STP-XJJJ(487) District 6 Construction Funds

Prepared by F

Checked by

(Printed by authority of the State of Illinois)

NOTICE TO BIDDERS

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

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

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

Invitation for Bids as:

Contract No. 72J76 SCHUYLER County Section (11BR,10B-1,10B-5)BDR Project STP-XJJJ(487) Route FAP 550 District 6 Construction Funds

Microsilica concrete overlays on IL 99 at Cedar Creek 0.5 miles north of Camden and Missouri Creek and Little Missouri Creek 1 mile and 0.3 miles north of the Brown County line. (085-0031, 085-0030, & 085-0029)

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 550 (IL 99)

PROJECT STP-XJJJ(487)

SECTION (11BR, 10B-1, 10B-5)BDR

SCHUYLER COUNTY

CONTRACT NO. 72J76

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INDEX

FOR

SUPPLEMENTAL SPECIFICATIONS

AND RECURRING SPECIAL PROVISIONS

Adopted January 1, 2026

This index contains a listing of SUPPLEMENTAL SPECIFICATIONS, frequently used RECURRING SPECIAL PROVISIONS, and LOCAL ROADS AND STREETS RECURRING SPECIAL PROVISIONS.

ERRATA Standard Specifications for Road and Bridge Construction (Adopted 1-1-22) (Revised 1-1-26)

SUPPLEMENTAL SPECIFICATIONS

Std. Spec. Sec. Page No.

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

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

SECTION (11BR, 10B-1, 10B-5)BDR

ii

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 X 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 X Quality Control of Concrete Mixtures at the Plant 23 X Quality Control/Quality Assurance of Concrete Mixtures 24 Reserved 25 Reserved 26 Temporary Raised Pavement Markers 27 Restoring Bridge Approach Pavements Using High-Density Foam 28 Portland Cement Concrete Inlay or Overlay 29 Portland Cement Concrete Partial Depth Hot-Mix Asphalt Patching 30 Longitudinal Joint and Crack Patching 31 Concrete Mix Design – Department Provided 32 Station Numbers in Pavements or Overlays

SECTION (11BR, 10B-1, 10B-5)BDR

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TABLE OF CONTENTS

LOCATION OF PROJECT

DESCRIPTION OF PROJECT

TRAFFIC CONTROL PLAN

STATUS OF UTILITIES TO BE ADJUSTED

UNDERGROUND FACILITIES – DEPARTMENT OWNED

CHANGEABLE MESSAGE SIGN

WIDTH RESTRICTION SIGNING

FILLING INLETS, TEMPORARY

BRIDGE APPROACH SHOULDER REMOVAL

PIPE DRAIN REMOVAL

EXCAVATING AND GRADING EXISTING SHOULDER, (SPECIAL)

HMA ANTI-STRIP ADDITIVE REQUIREMENTS

PAVEMENT STATIONING NUMBERS AND PLACEMENT

HOT-MIX ASPHALT SURFACE REMOVAL (VARIABLE DEPTH)

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

GUARDRAIL (BDE)

HOT-MIX ASPHALT (BDE)

LONGITUDINAL TINING (BDE)

PAVEMENT MARKING INSPECTION (BDE)

PERFORMANCE GRADED ASPHALT BINDER (BDE)

RAISED REFLECTIVE PAVEMENT MARKERS (BDE)

REMOVAL AND DISPOSAL OF REGULATED SUBSTANCES (BDE)

RESIDENTIAL DRIVEWAY TEMPORARY SIGNAL (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)

SECTION (11BR, 10B-1, 10B-5)BDR

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)

TRAINING SPECIAL PROVISIONS (BDE)

IDOT TRAINING PROGRAM GRADUATE ON-THE-JOB TRAINING SPECIAL PROVISION

VEHICLE AND EQUIPMENT WARNING LIGHTS (BDE)

WORK ZONE TRAFFIC CONTROL DEVICES (BDE)

WORKING DAYS (BDE)

SECTION (11BR, 10B-1, 10B-5)BDR

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 550 (IL 99), Project STP-XJJJ(487), Section (11BR, 10B-1, 10B- 5)BDR, Schuyler County, Contract No. 72J76, 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 550 (IL 99) Project STP-XJJJ(487)

Section (11BR, 10B-1, 10B-5)BDR Schuyler County

Contract No. 72J76

LOCATION OF PROJECT

The project is located at Cedar Creek, 0.5 miles north of Camden and Missouri Creek ,and Little Missouri Creek, 1 mile and 0.3 miles north of the Brown County Line.

DESCRIPTION OF PROJECT

The proposed improvement consists of bridge deck microsilica concrete overlays, miscellaneous bridge repairs, and guardrail removal and replacement for SN 085-0031, 085-0030, & 085-0029.

There will also be HMA paving and shoulder work for staging purposes.

TRAFFIC CONTROL PLAN

Effective: November 1, 1984 Revised: October 10, 2022

The following traffic control and protection will apply to this project:

Highway Standards:

701001 This standard will be used on 2 lane / 2-way traffic for all work activities greater than 15 ft. from the edge of pavement.

SECTION (11BR, 10B-1, 10B-5)BDR

701006 This standard will be used on 2 lane / 2-way traffic for all work activities within 24 inches to 15 ft. from the edge of pavement.

701011 This standard will be used on 2 lane / 2-way traffic for all moving operation work activities within 15 ft. from the edge of pavement.

701201 This standard will be used on 2 lane / 2 way traffic for construction activities such as HMA resurfacing operations.

701301 This standard will be used on 2 lane / 2-way traffic for construction activities such as work zone pavement marking removal and cleaning debris on the pavement.

701311 This standard will be used on 2 lane / 2-way traffic for construction activities that require continuous moving operations such as pavement marking and raised reflective pavement markers.

701321 This standard will be used on 2 lane / 2 way traffic for bridge construction activities where barriers are involved.

701326 This standard will be used on 2 lane / 2 way traffic for construction activities such as HMA widening/shoulder operations.

701901 This standard describes all permissible traffic control devices that can be utilized with the above-mentioned traffic control standards.

Limitations Of Construction: The Contractor shall coordinate the items of work to keep hazards and traffic inconveniences to a minimum, as specified below.

1. The Contractor shall contact the District 6 Bureau of Operations, (217) 785-5306, at least 72 hours in advance of beginning work and three weeks prior to implementing any traffic control.

2. All traffic control signs shall be new, or like new, and meet current reflectivity standards.

Remaining traffic control devices shall be new, or like new, equipped with new reflective sheeting at the time of use. The Engineer will be the sole judge of the condition of the devices.

3. In advance of each lane closure, the Contractor shall provide six “BE PREPARED TO STOP” (W3-4(O)48) signs. These signs shall be tripod mounted and placed at locations as designated by the Engineer, to provide adequate warning in advance of traffic back-ups. The signs will not be paid for separately but considered included in the contract unit bid prices for the traffic control and protection pay items.

4. Where construction operations require the construction of a temporary ramp, a "BUMP" sign(s) (W8-1(O)48) shall be used. The Contractor shall place the signs adjacent to the temporary ramp or as directed by the Engineer. The signs shall remain in place until the temporary ramp is eliminated. The signs will not be paid for separately but considered included in the contract unit bid prices for the traffic control and protection pay items.

5. During construction, at least one lane of IL 99 shall remain open to traffic at all times.

6. No temporary barrier wall, lane drop offs, or open holes shall occur between December

1st, 2026, to March 1st, 2027.

7. No drop offs at the edge of pavement due to shoulder replacement operations will be allowed overnight.

SECTION (11BR, 10B-1, 10B-5)BDR

STATUS OF UTILITIES TO BE ADJUSTED

Reviewed: April 14, 2020

The following utilities are involved in this project. The utility companies have provided the estimated dates.

Name & Address of Utility Type Location Estimated Date of Relocation Completed

None Anticipated

The above represents the best information of the Department and is only included for the convenience of the bidder. The applicable provisions of Articles 105.07, 107.20, 107.37, 107.38, 107.39, 107.40, and 108.02 of the Standard Specifications shall apply.

The estimated utility relocation dates should be part of the progress schedule submitted by the Contractor. If any utility adjustments or relocations have not been completed by the above dates specified and when required by the Contractor's operations after these dates, the Contractor should notify the Engineer in writing. A request for an extension of time will be considered to the extent the Contractor's critical path schedule is affected.

UNDERGROUND FACILITIES – DEPARTMENT OWNED

Effective: February 1, 1996 Reviewed: September 20, 2024

The Contractor’s attention is directed to the presence of state-owned underground utilities within the limits of the proposed improvement. The Contractor shall notify the Illinois Department of Transportation, Bureau of Traffic Operations, a minimum of 72 hours in advance of work being done in the area at (217) 622-0608 to locate department owned underground facilities. The Illinois Department of Transportation is not a member of the Joint Utility Locating Information for Excavators (JULIE) system.

Any damage to the underground facilities, caused by the Contractor resulting from their failure to contact the Illinois Department of Transportation as specified above or from negligent operation, shall be repaired to the satisfaction of the Department at the Contractor’s expense, including temporary repairs which may be required to keep the facility operational while material is being obtained to make permanent repairs. Splicing of electric and fiber optic cables will not be allowed.

Electric cables shall be replaced from pole to pole or controller.

SECTION (11BR, 10B-1, 10B-5)BDR

CHANGEABLE MESSAGE SIGN

The Contractor shall furnish two changeable message signs for this project. The signs shall be operational seven days prior to beginning construction on IL 99 and shall be located as directed by the Engineer.

It is anticipated the following locations shall have one changeable message sign each:

• NB IL 99

• SB IL 99

The changeable message sign(s) shall remain in place until the with restriction is removed or as directed by the Engineer.

Basis of Payment. This work will be paid for at the contract unit price per CALENDAR DAY for each CHANGEABLE MESSAGE SIGN. Any portion of one calendar day during which the sign is operated, as directed by the Engineer, shall be paid as one full calendar day. Any relocation of the signs, as directed by the Engineer, during construction will not be paid for separately but shall be included in the cost of the changeable message sign.

WIDTH RESTRICTION SIGNING

Effective: December 7, 1999 Revised: January 31, 2024

Description. This work shall consist of furnishing, erecting, maintaining, covering, uncovering, and removing maximum width signing as shown in the plans.

Construction Requirements. The work within this contract will cause a width restriction requiring notification of a minimum of 21 days prior to the actual width restriction and/or event requiring “Maximum Width” signing. All “Maximum Width” signing shall be furnished, erected, maintained, and removed by the Contractor for placement at the locations shown within the contract plans.

Width restrictions shall be interpreted as any change in the existing horizontal clearance caused by the placement of physical barrier(s) that extend above the pavement surface. Construction activities which close a lane with operating equipment, or with drums, barricades, or cones, will not be considered as width restrictions. Equipment, such as paving machines, or channelizing devices can and shall be temporarily moved aside if a wide load arrives.

Notification of a width restriction requires a minimum of 21 days before the actual restriction is placed to ensure specific routed over-width permitted loads are not sent through the restriction site. The Contractor shall notify the Engineer a minimum of 21 days prior to the width restriction.

In the notification, the Contractor shall include the location, scheduled restriction start date, road restriction width(s)/closure (i.e. barrier to barrier width), and proposed posted width (i.e. barrier to barrier width minus 18 inches). The Engineer shall notify the D6 Bureau of Operations (217-785- 5306) with the 21-day notice.

The Contractor is advised they will not be allowed to install the width restriction without the 21-day notice, and failure to provide proper notice will delay the installation of the width restriction.

SECTION (11BR, 10B-1, 10B-5)BDR

The notice of width restriction is considered a part of the Contractor’s approved work schedule and is the Contractor’s responsibility to provide proper notice. Delays caused by failure to provide notice shall not be considered justification for workday reductions or completion date extensions.

Basis of Payment. This work will be paid for at the contract unit price per LUMP SUM for WIDTH

RESTRICTION SIGNING.

FILLING INLETS, TEMPORARY

Description. This work shall consist of filling shoulder inlets prior to shifting traffic onto the shoulder and restoring the inlets after traffic is shifted off the shoulder.

Construction Requirements. The inlet shall be filled with CA-6 material and pipe(s) plugged sufficiently so that fill material does not enter the pipe. The top of the inlet shall be capped with 8” of HMA or other material and thickness approved by the Engineer. Inlet grates shall be stored outside of the clear zone, on cribbing, and as directed by the Engineer.

Once traffic is no longer shifted to the shoulder, the Contractor shall remove all material from the inlet and place the grate back.

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

INLETS, TEMPORARY.

BRIDGE APPROACH SHOULDER REMOVAL

Description: This work consists of the complete removal and disposal of the PCC bridge approach shoulders at locations shown on the plans. Removal and disposal of the PCC “Bridge Approach Shoulder” pavement shall be according to applicable portions of Section 440 of the Standard Specifications. PCC bridge approach shoulder pavement shall be removed according to plan details and as directed by the Engineer.

Method of Measurement. This work will be measured for payment as follows:

(a) Contract Quantities. The requirement for use of contract quantities shall be according to Article 202.07(a) of the Standard Specifications.

(b) Measured Quantities. This work will be measured in place and the area calculated in square yards prior to removal.

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

BRIDGE APPROACH SHOULDER REMOVAL.

SECTION (11BR, 10B-1, 10B-5)BDR

PIPE DRAIN REMOVAL

Description. This work shall consist of removal and satisfactory disposal of existing pipe drains in accordance with the applicable portions of Section 501 of the Standard Specifications at the locations specified in the plans and by the Engineer. Any necessary concrete removal will not be paid for separately but will be considered as part of the unit bid prices for the pay item included in the contract.

Basis of Payment. This work will be paid for at the contract unit price per FOOT for PIPE DRAIN

REMOVAL.

EXCAVATING AND GRADING EXISTING SHOULDER, (SPECIAL)

Revised: October 13, 2021

Description. This work shall be completed in accordance with applicable portions of Sections 202 and 440 of the Standard Specifications.

Construction Requirements. It is the intent of this project to construct HMA shoulders to accommodate traffic during staged construction. This will be accomplished by removing the existing shoulder (HMA and/or aggregate/earth) and coring out an additional width to accommodate the proposed shoulder. It is the designer’s intent that a cold milling machine be used to remove the existing shoulder and core out for the additional width in one operation.

Should the Contractor choose not to use a milling machine, a full depth saw cut will be required at the edge of pavement prior to removing the existing HMA shoulder.

The Contractor shall complete all excavation and construct all HMA base course lifts in the same day to minimize the duration of the open trench adjacent to the existing pavement. All work shall be completed on one side of the road prior to starting any operations on the other side.

Method of Measurement. This work will be measured for payment in units of 100 feet along the edge of the pavement.

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

AND GRADING EXISTING SHOULDER, (SPECIAL).

SECTION (11BR, 10B-1, 10B-5)BDR

HMA ANTI-STRIP ADDITIVE REQUIREMENTS

HMA mixtures utilizing crushed gravel or sandstone coarse aggregate shall incorporate an anti-strip additive according to Article 1030.05(c). The additive shall be sufficient to achieve a TSR equal to 0.90 or greater for 6 inch specimens. If a liquid additive is used, the additive quantity shall be between 0.25% and 1.0% of the total weight of liquid asphalt. The mixture shall meet the minimum conditioned tensile strength requirements described in Article 1030.05(c).

The anti-strip additive product utilized for mix design verification shall be used for mixture production. A change in anti-strip additive product requires a reverification of the TSR and minimum conditioned tensile strength requirements prior to mixture production.

HMA mixtures having an ABR greater than 20% incorporating RAP/FRAP materials consisting of crushed gravel or sandstone coarse aggregate shall include an anti-strip additive. Where the RAP/FRAP materials requiring anti-strip were not included in the initial mix design verification, a new mix design is not required. However, a reverification of the TSR and minimum conditioned tensile strength requirements is required prior to mixture production.

This work will not be measured for payment. The cost of furnishing and introducing anti-stripping additives in the HMA shall be in included in the contract unit price of the HMA item involved.

PAVEMENT STATIONING NUMBERS AND PLACEMENT

Reviewed: April 14, 2020

The Contractor shall provide labor and materials required to imprint pavement station numbers in the finished surface of the pavement and /or overlay. The numbers shall be approximately ¾ inch wide, 5 inches high, and 5/8 inch deep.

The pavement station numbers shall be installed as specified herein:

Interval – 250 feet (English stationing) or 100 meters (metric stationing)

Bottom of Numbers – 6 inches from the inside edge of the pavement marking and/or resurfacing joint.

Location:

• 2-Lane Pavements – At center line in direction of increasing stations.

• 3 and 5-Lane Pavements – Left edge of center lane in direction of increasing stations.

• Multi-Lane Divided Roadways – Outside edge of pavement in both directions.

• Ramps – Along baseline edge of pavement.

Position – Stations shall be placed so they can be read from the adjacent shoulder.

Format – English [Metric] pavement stations shall use this format (XX+XO [XOO]) where X represents the pavement station.

SECTION (11BR, 10B-1, 10B-5)BDR

This work will not be paid for separately, but will be considered included in the cost of the associated pavement and/or overlay pay items.

HOT-MIX ASPHALT SURFACE REMOVAL (VARIABLE DEPTH)

Revised: October 11, 2021

Description. This work shall consist of the removal of HMA surfaces in preparation for subsequent resurfacing at locations shown in the plans and as directed by the Engineer. This work shall be performed in accordance with applicable portions of Section 440 of the Standard Specifications and the following additional requirements.

The intent of HMA surface removal, variable depth on this project is to remove all, or portions of, failing existing HMA layers and to improve the overall smoothness and uniformity of the existing pavement surface prior to resurfacing. The intended results are:

• Correct and provide a uniform cross slope.

• Correct superelevations.

The typical cross sections, superelevation details, and existing HMA surface information plan sheets, show expected milling depths and cross slopes to achieve this result. Milling should maintain a 1 ½” nominal depth at centerline. The Engineer will monitor the milling and adjust the milling scheme as necessary to provide the closest possible match to the intended results.

Method of Measurement. This work will be measured for payment according to applicable portions of Article 440.07 of the Standard Specifications. No deduction shall be made for areas traversed by the milling machine where the teeth do not touch the pavement surface provided the work is performed to meet the intent of this special provision and as directed by the Engineer.

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

HOT-MIX ASPHALT SURFACE REMOVAL (VARIABLE DEPTH).

SECTION (11BR, 10B-1, 10B-5)BDR

BRIDGE DECK GROOVING (LONGITUDINAL)

Effective: December 29, 2014 Revised: April 1, 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 stripes. 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 Mmeter) for BRIDGE DECK GROOVING (LONGITUDINAL).

SECTION (11BR, 10B-1, 10B-5)BDR

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)

SECTION (11BR, 10B-1, 10B-5)BDR

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 according to the FHWA memorandum, “MUTCD - Revised Interim Approval for the use of Automated Flagger Assistance Devices in Temporary Traffic Control Zones (IA-4R)”, dated January 28, 2005. The devices shall be the STOP/SLOW or Red/Yellow Lens type mounted on a trailer or a moveable cart and shall 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.The AFAD shall be the Stop/Slow type. This device uses remotely controlled “STOP” and “SLOW” signs to alternately control right-of-way.

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

Signs for the AFAD shall be according to Article 701.03 of the Standard Specifications and the MUTCD. The signs shall be 24 x 24 in. (600 x 600 mm) having an octagon shaped “STOP” sign on one side and a diamond shaped “SLOW” sign on the opposite side. The letters on the signs shall be 8 in. (200 mm) high. If the “STOP” sign has louvers, the full sign face shall be visible at a distance of 50 ft (15 m) and greater.

The signs shall be supplemented with one of the following types of lights.

(a) Flashing Lights. When flashing lights are used, white or red flashing lights shall be mounted within the “STOP” sign face and white or yellow flashing lights within the “SLOW” sign face.

(b) Stop and Warning Beacons. When beacons are used, a stop beacon shall be mounted 24 in.

(600 mm) or less above the “STOP” sign face and a warning beacon mounted 24 in. (600 mm) or less above, below, or to the side of the “SLOW” sign face. As an option, a Type B warning light may be used in lieu of the warning beacon.

A “WAIT ON STOP” sign shall be placed on the right hand side of the roadway at a point where drivers are expected to stop. The sign shall be 24 x 30 in. (600 x 750 mm) with a black legend and border on a white background. The letters shall be at least 6 in. (150 mm) high.

This device may include a gate arm or mast arm that descends to a horizontal position when the “STOP” sign is displayed and rises to a vertical position when the “SLOW” sign is displayed.

When included, the end of the arm shall reach at least to the center of the lane being controlled.

SECTION (11BR, 10B-1, 10B-5)BDR

The arm shall have alternating red and white retroreflective stripes, on both sides, sloping downward at 45 degrees toward the side on which traffic will pass. The stripes shall be 6 in.

(150 mm) in width and at least 2 in. (50 mm) in height.

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.The flaggers shall be able to view the face of the AFAD and approaching traffic during operation.

To stop traffic, the “STOP” sign shall be displayed, the corresponding lights/beacon shall flash, and when included, the gate arm shall descend to a horizontal position. To permit traffic to move, the “SLOW” sign shall be displayed, the corresponding lights/beacon shall flash, and when included, the gate arm shall rise to a vertical position.

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

If used atFor nighttime flagging, the AFAD and flagger the AFAD location shall be illuminated according to Section 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.

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)

SECTION (11BR, 10B-1, 10B-5)BDR

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 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.

SECTION (11BR, 10B-1, 10B-5)BDR

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.

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

SECTION (11BR, 10B-1, 10B-5)BDR

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 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

SECTION (11BR, 10B-1, 10B-5)BDR

(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 extends below the specified removal depth and hydro-scarification completely removes unsound concrete, a full-depth repair shall be required when the bottom mat of reinforcement is exposed.

Full-depth patches shall be struck off to the scarified surface and then roughened with a suitable stiff bristled broom or wire brush to provide a rough texture. Hand finishing of the patch surface shall be kept to a minimum to prevent overworking of the surface.

Any removal required or made below the specified depth for scarification, which does not result in full-depth repair, shall be filled with the overlay material at the time of the overlay placement.

Undercutting of exposed reinforcement bars shall only be as required to replace or repair damaged or corroded reinforcement, or to perform a full depth repair.

531.07 Final Surface Preparation. Final surface preparation shall include the cleaning of all dust, debris, concrete fines, and other foreign substances from the surface including vertical faces of curbs, previously placed adjacent overlays, barrier walls up to a height of 1 in. (25 mm) above the overlay, depressions, and beneath reinforcement bars using hand-held blast cleaning methods.

If spoils from the scarification operation are allowed to dry and re-solidify on the surface, the surface shall be cleaned with mechanical blast cleaning equipment. Areas determined by the

SECTION (11BR, 10B-1, 10B-5)BDR

Engineer to be inaccessible to scarifying equipment shall be blast cleaned with hand-held equipment.

The Engineer may require surface pull-off testing of areas inaccessible to scarifying equipment. The Contractor shall provide the testing equipment in accordance with Illinois Test Procedure 304 “Pull-Off Test (Surface Method)”. Prior to the start of testing, the Contractor shall submit to the Engineer a technical data sheet and material safety data sheet for the epoxy used to perform the testing. For solvents used to clean the equipment, a material safety data sheet shall be submitted. The Engineer will determine each test location, and each individual test shall have a minimum strength of 175 psi (1,207 kPa). In the case of a failing test, the Contractor shall adjust the blast cleaning method and re-clean the area. Testing will be repeated until satisfactory results are attained.

Exposed reinforcement bars shall be free of dirt, detrimental scale, paint, oil, and other foreign substances which may reduce bond with the concrete. Loose, scaling rust shall be removed by rubbing with burlap, wire brushing, blast cleaning, or another method approved by the Engineer.

Loose reinforcement bars, as determined by the Engineer, shall be retied.

Dust, concrete fines, debris, and water resulting from the surface preparation shall be confined and immediately removed. If concrete placement does not follow immediately after the final cleaning, the area shall be protected with anchored white polyethylene sheeting.

531.08 Equipment Preparation. Before placing the overlay, the finishing machine shall be operated over the full length of bridge segment to be overlaid to check support rails for deflection and confirm the minimum overlay thickness. If adjustments are needed, another check shall be performed.

531.09 Placing. Concrete placement shall be according to Article 503.07, 503.16, and the following.

The surface shall be cleaned to the satisfaction of the Engineer and shall be thoroughly wetted and maintained in a dampened condition with water for at least 12 hours before placement of the overlay. Excess water shall be removed by compressed air or by vacuuming prior to the beginning of overlay placement. Water shall not be applied to the surface within one hour before or at any time during placement of the overlay.

Internal vibration shall be performed along edges, adjacent to bulkheads, and where the overlay thickness exceeds 3 in. (75 mm). Internal vibration along the longitudinal edges of a pour shall be performed with a minimum of two hand-held vibrators, one on each edge of the pour.

Hand finishing shall be performed along the edges of the pour from sidewalks, curbs, or work bridges.

A construction dam or bulkhead shall be installed in case of a delay of 30 minutes or more in the concrete placement operation.

Construction joints shall be formed.