ildot 72250-081.pdf

Letting November 6, 2026

Notice to Bidders, Specifications and Proposal

Contract No. 72250 ADAMS County Section 1-6VBR Route FAI 172 Project BR-PB9I(996) 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.

November 6, 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. 72250 ADAMS County Section 1-6VBR Project BR-PB9I(996) Route FAI 172 District 6 Construction Funds

Bridge superstructure replacement, bridge bearing replacement, bridge joint replacement, drainage improvements and slopewall removal and replacement on SN 001-0050 and SN 001-0051 carrying I-172 over the Burlington Northern Santa Fe Railroad, 1.5 miles south of US 24.

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

FAI ROUTE 172(I-172)

PROJECT BR-PB9I(996)

SECTION 1-6VBR

ADAMS COUNTY

CONTRACT NO. 72250

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 1-6VBR

RECURRING SPECIAL PROVISIONS

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

CHECK SHEET # PAGE NO.

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

3 X EEO

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

10 Use of Geotextile Fabric for Railroad Crossing 11 Sub Sealing of Concrete Pavements 12 Hot-Mix Asphalt Surface Correction 13 X Pavement and Shoulder Resurfacing 14 Patching with Hot-Mix Asphalt Overlay Removal 15 Polymer Concrete 16 Reserved 17 Bicycle Racks 18 Temporary Portable Bridge Traffic Signals 19 Nighttime Inspection of Roadway Lighting 20 English Substitution of Metric Bolts 21 Calcium Chloride Accelerator for Portland Cement Concrete 22 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 1-6VBR

i

TABLE OF CONTENTS

LOCATION OF PROJECT

DESCRIPTION OF PROJECT

TRAFFIC CONTROL PLAN

STATUS OF UTILITIES TO BE ADJUSTED

UNDERGROUND FACILITIES – DEPARTMENT OWNED

WIDTH RESTRICTION AND MAXIMUM WIDTH SIGNING

CHANGEABLE MESSAGE SIGN

HMA ANTI-STRIP ADDITIVE REQUIREMENTS

RIPRAP SLURRY

FRP STRENGTHENING

DELINEATOR REMOVAL

REINFORCEMENT BARS, STAINLESS STEEL

APPROACH SLAB REMOVAL

CONCRETE HEADWALL REPAIR

CONCRETE WEARING SURFACE

DIAMOND GRINDING AND SURFACE TESTING BRIDGE SECTIONS

SLIPFORM PARAPET

BRIDGE DECK CONSTRUCTION

BRIDGE DECK GROOVING (LONGITUDINAL)

HOT DIP GALVANIZING FOR STRUCTURAL STEEL

ERECTION OF BRIDGE GIRDERS OVER OR ADJACENT TO RAILROADS

BAR SPLICERS, HEADED REINFORCEMENT

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

COMPENSABLE DELAY COSTS (BDE)

DISADVANTAGED BUSINESS ENTERPRISE PARTICIPATION (BDE)

ENGINEER’S FIELD OFFICE (BDE)

EROSION CONTROL BLANKET (BDE)

FUEL COST ADJUSTMENT (BDE)

GUARDRAIL (BDE)

HOT-MIX ASPHALT (BDE)

PAVEMENT MARKING (BDE)

PERFORMANCE GRADED ASPHALT BINDER (BDE)

RAILROAD PROTECTIVE LIABILITY INSURANCE (BDE)

RAISED REFLECTIVE PAVEMENT MARKERS (BDE)

SECTION 1-6VBR

ii

REMOVAL AND DISPOSAL OF REGULATED SUBSTANCES (BDE)

SEEDING (BDE)

SHORT TERM AND TEMPORARY PAVEMENT MARKINGS (BDE)

SIGN PANELS AND APPURTENANCES (BDE)

SOURCE OF SUPPLY AND QUALITY REQUIREMENTS (BDE)

SPEED DISPLAY TRAILER (BDE)

STEEL COST ADJUSTMENT (BDE)

STRUCTURAL REPAIR OF CONCRETE (BDE)

SUBCONTRACTOR AND DBE PAYMENT REPORTING (BDE)

SUBCONTRACTOR MOBILIZATION PAYMENTS (BDE)

SUBMISSION OF BIDDERS LIST INFORMATION (BDE)

SUBMISSION OF PAYROLL RECORDS – FEDERAL AID CONTRACT (BDE)

SURVEYING SERVICES (BDE)

TEMPORARY CONCRETE BARRIER (BDE)

TRAINING SPECIAL PROVISIONS (BDE)

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

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)

PROJECT LABOR AGREEMENT

SECTION 1-6VBR

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 FAI Route 172(I-172), Project BR-PB9I(996), Section 1-6VBR, Adams County, Contract No. 72250, and in case of conflict with any part, or parts, of said Specifications, the said Special Provisions shall take precedence and shall govern.

FAI Route 172(I-172) Project BR-PB9I(996)

Section 1-6VBR Adams County

Contract No. 72250

LOCATION OF PROJECT

The project is located on I-172 over the Burlington Northern Santa Fe Railway, 1.5 miles south of

US 24.

DESCRIPTION OF PROJECT

This project consists of a bridge superstructure replacement, bridge bearing and joint replacement, drainage improvements, and slopewall removal and replacement for SN 001-0050 & 001-0051.

TRAFFIC CONTROL PLAN

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

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

Highway Standards:

701101 This standard will be used on multi-lane highways for all work activities within 24 inches and 15 ft. from the edge of pavement.

701106 This standard will be used on multi-lane highways for all work activities greater than 15 ft. from the edge of pavement.

SECTION 1-6VBR

701400 This standard will be used anytime a lane is closed on the freeway/expressway.

701401 This standard will be used when construction activities on the freeway/expressway encroach on the lane adjacent to the shoulder.

701402 This standard will be used on the freeway/expressway for when construction activities will encroach on the pavement or shoulder within 24” of the edge of pavement.

701426 This standard will be used on multilane construction activities that require intermediate or moving operations to be needed.

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) 785-0494, 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 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 four “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 I-172 shall remain open to traffic at all times.

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

7. A 24” deflection area is required from the back side of the temporary barrier wall to any obstruction or drop off in the work zone. If this deflection area cannot be maintained, the temporary concrete barrier wall shall be anchored to the pavement (excluding bridge decks) in accordance with the IDOT Safety Engineering Policy Memorandum 4-15. This work shall be paid for as Pinning Temporary Concrete Barrier.

SECTION 1-6VBR

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, 107.37-107.40, 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 1-6VBR

WIDTH RESTRICTION AND MAXIMUM WIDTH SIGNING

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

Description. This work shall consist of furnishing, erecting, maintaining, covering, uncovering and removing maximum width signage 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” signage. All “Maximum Width” signage 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 barriers 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 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 widths/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.

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.

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 I-172 over BNSF RR and shall be located as directed by the Engineer.

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

• NB I-172 – Approximately 2 miles S of BNSF RR

• SB I-172 – Approximately 2 miles N of BNSF RR

SECTION 1-6VBR

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.

HMA ANTI-STRIP ADDITIVE REQUIREMENTS

11/17/21

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.

RIPRAP SLURRY

Revised: April 14, 2020

Description. This work shall consist of placing a grout slurry mixture around stone riprap at the locations shown in the plans or as directed by the Engineer.

Materials. Slurry shall be according to Article 1024.01 of the Standard Specifications. Slurry shall be placed when the air temperature is above 40 °F and the official National Weather Service forecast for the construction area does not predict a low of 32°F, or lower, for 48 hours.

The slurry mixture shall be 800 pounds cement, 2,700 pounds fine aggregate, and 45-60 gallons of water per cubic yard. Fly ash may replace a maximum of 200 pounds of cement per cubic yard.

An air-entraining admixture shall be used to produce an air content, according to Article 1020.08, of no less than 6.0% nor more than 9.0% of the volume of the slurry. The Contractor shall have the option to use a water-reducing or high range water-reducing admixture.

Construction Requirements. The slurry application rates shown in the table below may be used to estimate quantities.

SECTION 1-6VBR

Slurry Application Rate (1)

0.16 cubic yards / cubic yard RR3

0.20 cubic yards / cubic yard RR4

0.23 cubic yards / cubic yard RR5 & RR6

Note (1): Utilize the riprap thickness shown on the plans or directed by the Engineer to calculate the volume of riprap for determining slurry application rate.

Riprap shall be placed in its final position, measured, and paid for according to Section 281.

Following riprap placement, slurry shall be placed in a manner that fills 40 to 50% of the total void space over the entire designated area. Slurry placement on top of the riprap layer without effectively flowing to the bottom of the layer is not acceptable. Slurry shall not be placed if the designated area contains running, or standing, water.

Method of Measurement. This work will be measured for payment in place per square yard.

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

RIPRAP SLURRY.

FRP STRENGTHENING

Effective: May 31, 2007 Revised: October 30, 2018

Description. This work shall consist of furnishing and installing fiber-reinforced polymer (FRP) wraps at the locations shown in the plans. The FRP wraps shall be of the size, type, layer, materials, tension, and spacing shown in the plans. The Contractor shall submit drawings of the FRP wrap system, showing materials, components, and installation procedures to the Engineer for approval prior to ordering materials and commencing work.

All other concrete repairs and/or modifications shall be completed prior to performing this work.

Concrete placed in areas receiving FRP wraps shall have a maximum moisture content of 4% using a digital moisture meter before wrapping begins unless bond testing shows no detrimental effect for installing prior to obtaining the required moisture content. All manufacturer's recommendations for surface preparation and installation of FRP wraps shall be followed.

Submittals. The following submittals, but not limited to, shall be required of the FRP system manufacturer, Contractor, and inspection agency. All submittals, except daily installation data logs, shall be given to the Engineer for review allowing at least 60 days for approval.

Submittals required of the FRP system manufacturer:

• Product information and data sheets indicating physical, mechanical, and chemical properties and limitations of the FRP system and all its components.

• Tensile properties for the FRP system shall be reported in accordance with ASTM D7565 in units of kips/inch/ply for strength and modulus (stiffness). FRP systems not reporting their design properties in accordance with ASTM D7565 are not allowed.

• Durability test data and structural test reports of the FRP system for the proposed

SECTION 1-6VBR

application in the expected environmental conditions.

• Installation and maintenance instructions and general recommendations regarding each material used in the FRP system. Note that surface preparation requirements shall be included in the installation procedures.

• Material safety data sheets of each product used and certification that all materials abide by all local, state, and federal environmental and worker's safety laws and regulations.

• Quality control procedures for tracking FRP materials and material certifications.

• List of projects where similar FRP system has been implemented.

Submittals required of the FRP Contractor:

• Documentation from the FRP system manufacturer stating the Contractor has been trained to install the FRP system show on the design plans.

• List of completed projects by the Contractor where similar FRP system has been implemented, including location, owner, engineer, and contact numbers associated with each project.

• Quality control procedures, daily installation data logs, and any other inspection forms used by the Contractor.

If an independent inspection agency is used, the following submittals are required of the FRP system inspection agency:

• Qualifications and a list of each inspector used on the project.

• Sample inspection forms to be used during inspection.

• List of prior inspections performed by each inspector used on the project.

Material Requirements. The Contractor shall inspect and ensure all materials meet specifications, conform to design plans, and are undamaged upon jobsite arrival. All products shall be delivered to the jobsite in their original, unopened containers with the manufacturer's name, labels, product identification, and batch numbers. Ensure FRP system materials are protected from chemicals, dirt, extreme, temperatures, moisture, and physical damage, by storing, handling, and applying materials according to manufacturer and OSHA recommendations.

FRP shall be high modulus, high strength uni-directional fiber fabric of the type, size, layer, materials, tension, spacing, and location as specified on the design plans. FRP reinforcement shall meet the requirements as listed below.

Minimum FRP Cured Composite Property Requirements Property E-Glass Fiber Carbon Fiber ASTM

Test Method

Prior to testing, laminate samples shall be cured at least 7 days at 70°F then post-cured at 140°F for 48 hours

Tensile Strength 56 ksi 97 ksi D3039 Tensile Modulus 3300 ksi 8200 ksi D3039 Elongation at break 1.7% 1.0% D3039 Thickness per Layer 0.04 in. 0.02 in.

Unit Tensile Strength 2.24 k/in/layer 1.94 k/in/layer D7565 Unit Tensile Modulus 132 k/in/layer 164 k/in/layer D7565

* Individual layer thickness may not exceed 0.05 in.

SECTION 1-6VBR

Fabric saturant (saturating resin) and concrete primer shall be two-component, 100% solids, tolerant to moisture, high strength, and high modulus epoxy. Manufacturer's recommendations for mixing shall be followed. Components of saturating resin may be proportioned; however, provision shall be made for checking the accuracy of proportions and mixing. Dilution of components will not be permitted. Mixtures shall be used within its pot life.

A vapor permeable, UV resistant polymer or acrylic based protective coating shall be used. The protective coating shall be applied according to the manufacturer's recommendations.

Construction Requirements. A technical representative from the manufacturer shall be onsite at the start of the installation and for as long as needed to ensure the Contractor is installing the material in accordance with the installation manual. All costs associated with providing a technical representative shall be the responsibility of the Contractor.

The Contractor shall maintain a daily installation log. The log shall be available for review by the Engineer, and a copy shall be furnished to the Engineer at completion of installation and construction for each day's production. The log shall provide material traceability and process records for each wrap and shall include all the following information:

(a) Date, time, and specific location of installation.

(b) Construction and installation requirements, including plans and drawings and references thereto.

(c) Surface preparation methods.

(d) Widths and lengths of cracks not injected with epoxy.

(e) Material information including product description, data of manufacturer, product and fiber batch numbers, mixture ratios, mixing times, appearance description of mixed resins (i.e.

primers, putties, saturants, adhesives, and protective coatings used for the day)

(f) Ambient temperatures, humidity, and general weather observations at the beginning, middle, and end of each wrap installation shift.

(g) Concrete surface temperature, concrete moisture content, and surface cleanliness.

(h) Heat sources used for increase surface temperature or curing.

(i) Number of FRP layers used, curing progress of resins including full documentation of curing temperature ramping, and final curing temperature and thickness measurements of protecting coating used.

(j) Location and size of FRP debonding or air voids.

(k) Documentation stating installation procedures were followed.

(l) Pull off test results including bond strength, failure mode, and location.

(m) Other general work progress.

Surface Preparation. FRP wraps shall be placed on sound concrete having a maximum moisture content of 4% using a digital moisture meter unless bond testing shows no detrimental effect for installing prior to obtaining the required moisture content. All bond inhibiting and foreign materials, including but not limited to dust, laitance, paint, grease, curing compounds, impregnations, and waxes, shall be removed from the concrete surface by blast cleaning or equivalent mechanical means. All concrete surfaces shall be air blasted and vacuumed clean to a dust-free condition.

All concrete surface irregularities less than 1 inch shall be ground smooth and/or filled with an approved repair mortar. Surface irregularities greater than 1 inch and removed deteriorated concrete shall be repaired using an approved cementitious repair mortar. See Structural Repair of

SECTION 1-6VBR

Concrete special provision. All sharp edges shall be ground smooth and flush. All repairs shall be completed in such a manner to not damage the existing structure.

When wrapping FRP around exterior corners of rectangular cross sections, the corners should be rounded to a minimum of ½" radius. Interior corners shall be smoothed by troweling epoxy mortar into the corners. After concrete surface preparation has been completed, adhesive strength of the concrete shall be verified by random pull-off testing according to ACI 503R as per the direction of the Engineer.

All cracks greater than 0.007 in. shall be injected with epoxy according to Section 590 of the Standard Specifications for Road and Bridge Construction and paid for as Epoxy Crack Injection.

Constituent Material Application. All materials shall be applied according to conditions (i.e.

surface temperature of the concrete, air temperature, relative humidity, and corresponding dew point) recommended by the FRP manufacturer.

Components of saturating resin may be proportioned and mixed by hand or by automatic equipment. Provision shall be made for checking the accuracy of proportions and mixing. Diluting is not permitted.

Unless otherwise recommended by the manufacturer, the saturating resin shall be applied to a properly prepared substrate as a surface primer. The primer should be applied uniformly on the prepared surface to all areas of concrete receiving the FRP wrap according to the manufacturer's specifications. Primed surfaces shall be protected from all contaminants (e.g. dust, moisture, etc.)

prior to the application of the FRP wraps.

Saturating resin shall be applied uniformly to prepared surfaces. FRP-ply orientation shall not deviate from the orientation shown on the design plans. Fiber wraps shall be handled in a manner to maintain fiber straightness and prevent fiber damage. Any kinks, folds, or severe waviness should be reported to the Engineer. If multiple fabric layers are being placed, successive layers shall be placed before the complete curing of the previous layer to ensure complete bonding between layers. Entrapped air beneath each layer of fabric shall be rolled out before the saturating resin sets.

Subject to approval by the Engineer, the Contractor may provide suitable enclosures to permit application and curing of the fiber wrap during inclement weather. Provisions shall be made to control atmospheric conditions artificially within the enclosures within the limits specified for application and curing of the fiber wrap.

The FRP system shall be protected from rain, sand, dust, and other foreign particles during and after curing as per the Engineer and manufacturer's recommendations.

The Contractor shall inspect the cured FRP system to ensure saturating resin has completely cured. The Contractor must check for defects such as voids, delaminations, external cracks, chips, cuts, loose fibers, external abrasions, blemishes, foreign inclusions, depressible raised areas, or fabric wrinkles. All defects with a dimension greater than 1½ inch, or an area greater than one square inch, or defects with any dimension greater than 1 inch within 1 foot from another defect area of similar size shall be repaired or replaced as determined by the Engineer. Repairs shall be made according to manufacturer's recommendations and as specified by the Engineer.

For large, defected areas, additional layers of FRP may be required as per the Engineer.

SECTION 1-6VBR

A vapor permeable, UV resistant polymer or acrylic based protective coating shall be used. The protective coating shall be compatible with the FRP system and applied according to the manufacturer's recommendations. Any solvents used to clean the FRP surface prior to the application of the protective coating shall be approved by the FRP manufacturer since solvents can have harmful effects on the polymer fabric. Two layers of protective coating shall be applied to all surfaces of the fiber wrap. The cost of the protective coating shall be paid for as Acrylic Coating.

Method of Measurement. FRP wraps will be computed for payment in place in square feet based on the surface area measurements of the FRP in each orientational direction. The measured quantity will not be modified for multiple layers of FRP needed as shown in the design plans.

The areas upon which the protective coat is applied 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 FOOT for FIBER WRAP. Payment shall constitute full compensation for all materials, labor, tools, equipment, and incidentals necessary to complete the work. Full compensation for any additional testing, materials, enclosures, or work required because of the use of a particular type of fiber wrap, shall be considered as included in the cost of the Fiber Wrap.

Protective coat will be paid for at the contract unit price per SQUARE YARD for ACRYLIC

COATING.

DELINEATOR REMOVAL

Removal of existing delineator posts and reflectors within the project limits will be required as part of earth excavation and will not be paid for separately.

REINFORCEMENT BARS, STAINLESS STEEL

Description. The work shall consist of furnishing and placing stainless steel reinforcement bars as required by Section 508 of the Standard Specifications, except as modified herein.

Materials. Materials shall be according to Article 1006.10 of the Standard Specifications, except as modified herein.

Add the following to Article 1006.10 of the Standard Specifications:

"(d)Stainless Steel Reinforcement Bars. Furnish reinforcement bars meeting the requirements of ASTM A955-19. Stainless steel bars shall be UNS S24000, S24100, S31653, S31803, S32101, S32205, or S32304 as defined in ASTM A955. The reinforcement bars shall be a minimum of grade 60. The manufacturer of the stainless steel reinforcing bar shall be AASHTO Product Evaluation and Audit Solutions compliant.

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Unless otherwise noted, all metal hardware cast into concrete in the portion of the structure using stainless steel reinforcement, such as inserts, brackets, cable clamps, metal casings, and other miscellaneous items, shall be ASTM A955-19 stainless steel and finished according to the requirements of ASTM A380. This includes the following items:

(1) Bar Splicers.

(2) Chairs and Supports. Chairs and continuous supports shall be stainless steel or plastic. Stainless steel chairs and supports used above steel beams shall have plastic coated feet.

(3) Concrete Inserts. Furnish concrete inserts with closed-back ferrule threaded to receive UNC threaded bolts or rods. Article 1006.13 proof loading shall apply.

(4) Dowels.

(5) Tie Wire. Tie wire shall be in a dead soft annealed condition.

Sacrificial, non-structural elements used in the bridge deck construction may be galvanized steel but must be separated from the stainless-steel reinforcement as required by this specification. All non-stainless-steel items shall meet the approval of the Engineer."

Construction Requirements.

Add the following to Article 508.03 of the Standard Specifications:

“General. All reinforcement bars or bar bundles delivered to the project site shall be clearly identified with tags bearing identification information. The tags shall also include the bar description, UNS designation, heat number, and sufficient identification to track each bar bundle to the appropriate mill report. All bundles delivered to the jobsite shall have a tag and mill report provided to the Engineer. Bundles without tags and mill reports shall be rejected.

Training. The Contractor shall provide for technical support and training by the supplier in the unloading, storage, handling, placing, and tying of the reinforcement bars and bar splicers.

Reinforcement Bar Sampling. The material engineering consultant (MEC) representative will select jobsite samples in accordance with IDOT Policy Memorandum, ‘Reinforcement Bar and/or Dowel Bar Plant Certification Procedure’. The Contractor shall assist the MEC representative in obtaining the required sample from the jobsite.

If necessary, the MEC representative will contact the supplier to include extra bar in their next shipment. The Contractor will be advised of the bar description and shipment via email.

When the shipment arrives, the Contractor shall advise the MEC representative who will arrange to visit the project to make a random selection from the bars delivered to the project.”

Revise the first paragraph of Article 508.03 to read:

“Storage, Protection, and Handling. Reinforcement bars shall be stored off the ground using platforms, skids, or other supports and shall be protected from injury, deterioration, or contamination. Stainless steel bars shall be delivered and stored so that they are not touching other types of metal. Epoxy coated and stainless steel reinforcement bars shall be stored on wooden or padded steel cribbing, and all systems for handling shall have padded contact areas. The bars or bundles shall not be dragged or dropped.”

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Revise the second paragraph of Article 508.06 of the Standard Specifications to read:

“Metal bar supports shall be made of cold-drawn wire or other metal products and shall be either ASTM A955 stainless steel, epoxy coated, galvanized, or plastic tipped. When the reinforcement bars are epoxy coated, the metal supports shall be epoxy coated. Plastic supports may be recycled plastic. Supports for stainless steel reinforcement bars shall be according to Article 1006.10(d)(2). Supports shall be provided in sufficient number and spaced to provide the required clearances. Supports shall adequately support the reinforcement bars and shall permit the concrete to flow through and fully encase the reinforcement. The legs of supports shall be spaced to allow an opening that is a minimum

1.33 times the nominal maximum aggregate size used in the concrete. Nominal maximum aggregate size is defined as the largest sieve which retains any of the aggregate sample particles.”

Method of Measurement. Method of measurement shall be according to Article 508.10 of the Standard Specifications except as modified herein.

Insert the following after the second paragraph of Article 508.10(b) of the Standard Specifications:

“Stainless steel reinforcement bars will be measured in pounds as computed for the sizes and lengths of bars shown on the plans or as authorized by the Engineer. This shall include all lap lengths show in the plans and any additional bars required for independent testing. In computing the quantity to be paid for, the quantity of bars of the cross section shown on the plans, or authorized, will be used. These weights are given in the following table based on an assumed density of 495 pounds per cubic foot.

Bar Size (English)

Weight, lb/ft

No. 3 0.378 No. 4 0.686 No. 5 1.058 No. 6 1.511 No. 7 2.059 No. 8 2.713 No. 9 3.441 No. 10 4.358 No. 11 5.352 No. 14 7.72 No. 18 13.72"

Basis of Payment. Revise Article 508.11 of the Standard Specifications to read:

“Reinforcement bars, in special reinforced pavement designs and in reinforced concrete structures where the concrete is paid for at a unit price per cubic yard, will be paid for at the contract unit price per POUND for REINFORCEMENT BARS, REINFORCEMENT BARS, EPOXY COATED or REINFORCEMENT BARS, STAINLESS STEEL.

Bar splicer assemblies will be paid for at the contract unit price per EACH for BAR SPLICERS.

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Any technical support to be provided to the Contractor by the stainless-steel supplier shall be included in the cost of each stainless-steel item.”

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.

CONCRETE HEADWALL REPAIR

Description. This work shall consist of filling holes left in the existing headwalls from the removal of the existing pipe culverts at the locations shown in the plans.

Materials. Materials shall be according to applicable portions of Article 503.02 of the Standard Specifications.

Equipment. Equipment shall be according to applicable portions of Article 503.03 of the Standard Specifications.

Method of Measurement. This work shall be measured for payment per each headwall location.

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

HEADWALL REPAIR.

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CONCRETE WEARING SURFACE

Effective: June 23, 1994 Revised: October 17, 2025

Description. This work consists of placing a concrete wearing surface, to the specified thickness, on precast concrete members such as deck beams and deck panels. Included in this work is cleaning and preparing the precast concrete surface prior to placement of the concrete wearing surface. This work shall be according to the applicable articles of Section 503 and the following.

Materials. The concrete wearing surface shall be class BS concrete.

Equipment: The equipment used shall be subject to the approval of the Engineer and shall meet the following requirements:

(a) Surface Preparation Equipment. Surface preparation equipment shall be according to the applicable portions of Section 1100 and the following:

(1) Hand-Held Blast Cleaning Equipment. Blast cleaning using hand-held equipment may be performed by high-pressure waterblasting or abrasive blasting. Hand-held blast cleaning equipment shall have oil traps.

Hand-held high-pressure waterblasting equipment shall have a minimum water pressure of 7000 psi (48 MPa).

(2) Vacuum Cleanup Equipment. The equipment shall be equipped with fugitive dust control devices capable of removing wet debris and water all in the same pass.

Vacuum equipment 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.

(b) Concrete Equipment: Equipment for proportioning and mixing the concrete shall be according to Article 1020.03.

(c) Finishing Equipment. Finishing equipment shall be according to Article 503.03.

(d) Mechanical Fogging Equipment. Mechanical fogging equipment shall be according to 503.03.

Construction Requirements

Surface Preparation. Prior to placement of the concrete wearing surface, the top surface of the precast concrete members shall be clean and free of all foreign material.

All debris of every type, including dirty water, resulting from the cleaning operation shall be reasonably confined during the performance of the cleaning work and shall be immediately and thoroughly removed from the cleaned surfaces and all other areas where debris may have accumulated.

Prior to placement of the concrete wearing surface, the Engineer will inspect the cleaned surface, all areas still contaminated shall be cleaned again at the Contractor’s expense.

SECTION 1-6VBR

Wearing Surface Placement. The concrete wearing surface placement shall be according to Article 503.16 of the Standard Specifications. Areas to receive the overlay shall be either thoroughly or continuously wetted with water at least one hour before placement of the concrete wearing surface is started. When the surface is pre-wetted any accumulations of water shall be dispersed or removed prior to placement of the concrete wearing surface.

Plans for anchoring support rails and the mixture-placing procedure shall be submitted to the Engineer for approval.

Curing and Protection. The concrete shall be continuously wet cured for at least 14 days according to Article 1020.13(a)(5). However, if the minimum specified compressive strength or flexural strength is obtained prior to 14 days, the cure time may be reduced, but at no time shall the wet cure be less than 7 days. The concrete shall be protected from low air temperatures according to Article1020.13(d)(1) or (2), except the protection method shall remain in place for the entire curing period.

Opening to Traffic. The concrete wearing surface may be opened to traffic when test specimens have obtained a minimum compressive strength of 4000 psi (27,500 kPa) or a minimum flexural strength of 675 psi (4650 kPa), but not prior to the completion of the wet cure.

Method of Measurement. Concrete wearing surface will be measured for payment in place and the area computed in square yards (square meters).

Basis of Payment. This work including cleaning and surface preparation will be paid for at the contract unit price per square yard (square meter) for CONCRETE WEARING SURFACE, of the thickness specified.

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.

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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.

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.

SECTION 1-6VBR

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…