ildot 66T48-068.pdf

Letting November 6, 2026

Notice to Bidders, Specifications and Proposal

Contract No. 66T48 LASALLE County Section (50-2,3,4)RS-7 Route FAI 80 Project NHPP-XE3U(837) District 3 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. 66T48 LASALLE County Section (50-2,3,4)RS-7 Project NHPP-XE3U(837) Route FAI 80 District 3 Construction Funds

11.5 miles of resurfacing from LaSalle 0.3 miles west of IL 178 to west of Fox River on interstate 80 north of Ottawa.

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 80 (I-80)

Section (50-2,3,4)RS-7 LaSalle County

INDEX

FOR

SUPPLEMENTAL SPECIFICATIONS

AND RECURRING SPECIAL PROVISIONS

Adopted January 1, 2026

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

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

SUPPLEMENTAL SPECIFICATIONS

Std. Spec. Sec. Page No.

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

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

Section (50-2,3,4)RS-7

RECURRING SPECIAL PROVISIONS

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

CHECK SHEET # PAGE NO.

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

3 X EEO

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

10 Use of Geotextile Fabric for Railroad Crossing 11 Subsealing of Concrete Pavements 12 Hot-Mix Asphalt Surface Correction 13 Pavement and Shoulder Resurfacing 14 Patching with Hot-Mix Asphalt Overlay Removal 15 Polymer Concrete 16 Reserved 17 Bicycle Racks 18 Temporary Portable Bridge Traffic Signals 19 Nighttime Inspection of Roadway Lighting 20 English Substitution of Metric Bolts 21 Calcium Chloride Accelerator for Portland Cement Concrete 22 Quality Control of Concrete Mixtures at the Plant 23 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 X Station Numbers in Pavements or Overlays

Section (50-2,3,4)RS-7 i

TABLE OF CONTENTS

LOCATION OF PROJECT

DESCRIPTION OF PROJECT

CONSTRUCTION SEQUENCE FOR HOT MIX ASPHALT JOINT TRIMMING

PAVEMENT PATCHING

CROSSING STRUCTURES WITH MATERIAL TRANSFER DEVICE

TACK COAT

REFLECTORS FOR DELINEATORS

REMOVE WOOD POST

REMOVE IMPACT ATTENUATOR SAND MODULE

LINEAR DELINEATOR PANELS, 6 INCH

LINEAR DELINEATOR PANELS, 4 INCH

CONTROL OF WORK – SMART WORK ZONE

CHANGEABLE MESSAGE SIGN, SPECIAL

WIDTH RESTRICTION SIGN

VEHICLE PARKING

NIGHTTIME WORK AND KEEPING ROADS OPEN TO TRAFFIC

TRAFFIC CONTROL AND PROTECTION, STANDARD 701426

CHANGEABLE MESSAGE SIGN

UNEVEN LANES

PLASTIC DRUMS

RESTORATION OF WORK AREA

BITUMINOUS MATERIALS COST ADJUSTMENTS (BDE)

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

COMPENSABLE DELAY COSTS (BDE)

CONCRETE BARRIER (BDE)

DISADVANTAGED BUSINESS ENTERPRISE PARTICIPATION (BDE)

ENGINEER’S FIELD OFFICE (BDE)

FUEL COST ADJUSTMENT (BDE)

HOT-MIX ASPHALT (BDE)

HOT-MIX ASPHALT – LONGITUDINAL JOINT SEALANT (BDE)

PAVEMENT MARKING (BDE)

Section (50-2,3,4)RS-7 ii

PAVEMENT PATCHING (BDE)

PERFORMANCE GRADED ASPHALT BINDER (BDE)

PREFORMED PLASTIC PAVEMENT MARKING (BDE)

RAISED REFLECTIVE PAVEMENT MARKERS (BDE)

REMOVAL AND DISPOSAL OF REGULATED SUBSTANCES (BDE)

SHORT TERM AND TEMPORARY PAVEMENT MARKINGS (BDE)

SIGN PANELS AND APPURTENANCES (BDE)

SOURCE OF SUPPLY AND QUALITY REQUIREMENTS (BDE)

SPEED DISPLAY TRAILER (BDE)

STEEL COST ADJUSTMENT (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)

TEMPORARY RUMBLE STRIPS (BDE)

TRAINING SPECIAL PROVISIONS (BDE)

IDOT TRAINING PROGRAM GRADUATE ON-THE-JOB TRAINING SPECIAL PROVISION .. 67

VEHICLE AND EQUIPMENT WARNING LIGHTS (BDE)

WEEKLY DBE TRUCKING REPORTS (BDE)

WOOD SIGN SUPPORT (BDE)

WORK ZONE TRAFFIC CONTROL DEVICES (BDE)

WORK ZONE WIDTH RESTRICTION (BDE)

WORKING DAYS (BDE)

PROJECT LABOR AGREEMENT

Section (50-2,3,4)RS-7

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 80 (I-80), Project NHPP-XE3U(837), Section (50-2,3,4)RS-7, LaSalle County, Contract No. 66T48 and in case of conflict with any part or parts of said Specifications, the said Special Provisions shall take precedence and shall govern.

LOCATION OF PROJECT

This project begins in LaSalle, 0.3 mile west of IL 178 North Utica and continues east 11.67 miles to Ottawa terminating at the mainline joints on I-80 west of structures 050-0011 and 050-0012.

DESCRIPTION OF PROJECT

This project consists of a 2” milling and 2” SMART Hot-Mix Asphalt overlay with minor maintenance items addressed.

Section (50-2,3,4)RS-7

CONSTRUCTION SEQUENCE FOR HOT MIX ASPHALT JOINT TRIMMING

Centerline construction joints for Hot Mix Asphalt shall be constructed according to the following:

1. Hot mix asphalt surface removal shall be completed a minimum of 6” beyond the proposed centerline joint.

2. HMA Tack Coat shall be placed 6” beyond than the proposed centerline joint.

3. The first lane shall be paved 6” beyond the proposed longitudinal joint.

4. After surfacing the first lane, the additional 6” of HMA Surface course beyond the proposed centerline joint shall be milled with a Self-Propelled Milling Machine to the proposed longitudinal joint to create a vertical face at the centerline joint.

5. The surface of the adjacent lane shall be cleaned and prepared according to Article

406.05 of the Standard Specifications prior to the placement of the HMA Surface. The HMA Tack Coat shall be sprayed the full width of the lane, on the vertical face, and lapped onto the adjacent lane a distance not to exceed 4”.

The milling of the 6" extra width at the centerline joint will be paid for at the contract unit price per Square Yard for HOT-MIX ASPHALT SURFACE REMOVAL – LONGITUDINAL JOINT. The extra HMA tack coat will be paid for at the contract unit price per Pound for BITUMINOUS MATERIALS (TACK COAT). The extra HMA surface course will be paid for at the contract unit price per Ton for the hot-mix asphalt mixture used. All other extra work will not be paid for separately but shall be included in the unit bid price of the various pay items.

PAVEMENT PATCHING

(Effective April 11, 2016; Revised April 27, 2018)

Description. This work shall consist of the removal of the existing pavement, the necessary excavation and the replacement with the class and type of patch specified at designated locations.

This work shall be according to Section 442 of the Standard Specifications for Class A and Class B patching and as modified herein.

Materials. Materials shall be according to Article 442.02 of the Standard Specifications and as modified below.

Revise the first paragraph of Article 1020.05(d)(2)b(2) to read:

(2) Class C Fly Ash. For cement aggregate mixture II, Class PV, RR, BS, PC, PS, DS, SC, and SI concrete, Class C fly ash shall be a minimum of 25.0 percent by weight (mass) of the cement and finely divided minerals summed together. For PP-1 and PP-2 concrete, Class C fly ash shall be a minimum of 15.0 percent by weight (mass) of the cement and finely divided minerals summed together.

Revise the first paragraph of Article 1020.05(d)(2)b(3) to read:

(3) When GGBF slag is used in Class PV, RR, BS, PC, PS, DS, SC, and SI concrete, ground granulated blast-furnace slag shall be a minimum of 25.0 percent by weight (mass) of the cement and finely divided minerals summed together. For PP-1 and PP-2

Section (50-2,3,4)RS-7 concrete, Ground Granulated Blast-Furnace Slag shall be a minimum of 15.0 percent by weight (mass) of the cement and finely divided minerals summed together.

CONSTRUCTION REQUIREMENTS

Pavement Removal. Pavement removal shall be according to Article 442.05 of the Standard Specifications and as modified herein.

Revise Article 442.05(a) to read:

(a) Class A Patches. Two transverse full depth saw cuts shall be made perpendicular to the centerline at each end of the patch, except that the saw cuts may be skewed slightly if necessary to maintain a minimum distance of 18 inches from the end of the patch to the nearest transverse crack in the pavement to remain in place. When approved by the Engineer, this minimum distance may be reduced to 6 inches in areas of close crack spacing where the pavement otherwise appears to be sound. The longitudinal edges of the patch shall be formed by full-depth saw cuts. Saw cut extensions into pavement which is to remain in place will not be permitted. All saw cuts shall be made with an approved concrete saw. After the transverse saw cuts have been made, intermediate cuts as shown on plan details may be made to make pressure relief cuts or to reduce the pavement length to a size that accommodates removal and hauling operations. The saw cutting operations shall be controlled to limit subbase penetration to a maximum of 1/2 inch.

The shoulder between the full depth saw cut and the pavement edge shall be removed using a hand held hammer and hand tools prior to pavement removal. If available, the Contractor may use an approved wheel saw to make the shoulder cut and removal.

When the patch is adjacent to a portland cement concrete shoulder, a saw cut shall be made at the shoulder-pavement joint sufficiently deep to sever the tie bars. A second full-depth saw cut shall be made in the pavement a minimum of 4 inches from the edge of the shoulder. The pavement between the full-depth saw cut and the shoulder edge shall be removed using a hand held hammer and hand tools prior to removal of the remaining pavement.

The pavement between the saw cuts shall be removed by lifting. Sufficient care shall be taken to minimize subbase disturbance and prevent spalling of the pavement that is to remain in place.

Any subbase or stabilized subbase material disturbed during pavement removal operations or determined unsuitable by the Engineer shall be removed and replaced with patch material.

If the Engineer determines that the concrete has deteriorated to the extent that it is not practical to lift, the pavement may be broken into small pieces and removed. The breaking equipment shall not transfer impact energy greater than 3,000 foot/pound per blow to the pavement surface.

Should the Contractor's operations cause a spall having a width or depth greater than 1 inch in the pavement to remain in place or cause excessive shattering or underbreaking of the existing slab to remain in place, a new saw cut shall be made extending the patch to remove the spall or underbreaking. After pavement removal, the pavement structure will be inspected by the Engineer to determine if it is sufficiently sound. If determined unsound, the Contractor shall extend the patch as directed by the Engineer.

Revise Article 442.06(a)(1) to read:

Section (50-2,3,4)RS-7

(a) Reinforcement, Dowel Bars, and Joints. Reinforcement, dowel bars, and joints shall be according to the following.

(1) Class A Patching. The reinforcement shall be constructed according to Articles

508.03 through 508.09. Patches more than 20 feet in length, including half-lane patches, shall be tied to the adjacent pavement, portland cement concrete shoulders, and curb and gutter with No. 6 transverse epoxy coated tie bars, 24 inch long, embedded 8 inch at 36 inch centers according to Article 420.05(b).

Patch reinforcement (longitudinal) shall be tied to No. 6 epoxy coated tie bars, 32 inch long drilled and grouted 8 inch into existing pavement at a spacing that matches that of the existing pavement reinforcement.

The Contractor shall tie the steel together, using at least two secure ties for each lap splice according to Article 508.08(a)(1).

Reinforcement steel shall be placed and supported on chairs according to Article 508.06, and the placement tolerance for individual reinforcement bars shall be ±1 inch horizontally and vertically.

When the existing reinforcement is welded wire reinforcement, the longitudinal reinforcement bars shall be the same size and spacing as the existing longitudinal reinforcement.

Revise the sixth paragraph of Article 442.06(a)(2) of the Standard Specifications to read:

“Patches more than 20 feet in length shall be tied to the adjacent lane of pavement, portland cement concrete shoulders, and curb and gutter with No. 6 tie bars, 24 inch long, embedded 8 inch at 36 inch centers according to Article 420.05(b).”

Add the following sentence to the first paragraph of Article 442.06(d):

The patch material shall match the elevation of the existing concrete pavement or hot-mix asphalt surface.

CROSSING STRUCTURES WITH MATERIAL TRANSFER DEVICE

(Effective May 23, 2001; Revised May 11, 2026)

The Bureau of Bridges and Structures has analyzed the existing structures within the specified construction zone. Based on this analysis, an emptied Category I Material Transfer Device with the identified maximum gross weight restriction of 40 tons, will be allowed to cross the following structures:

050-0011 050-0012 050-0216 050-0241 050-0248 050-2504 050-2505

Section (50-2,3,4)RS-7

050-2506 050-2508 050-2509 050-2510

TACK COAT

(Effective December 10, 2025)

Replace the application rate table in Article 406.05 (c)(1) of the Standard Specifications with the following:

Type of Surface to be Tacked Residual Asphalt Rate lb/sq ft Concrete, Existing HMA, and Milled HMA .05 New HMA and Brick .05

REFLECTORS FOR DELINEATORS

(Effective February 20, 2025)

Description. This work includes installing red reflectors on the back side of delineator posts on interstate exit ramps as indicated on Highway Standard 635001, plan details and schedules.

Replace the table in Article 1097.03 with the following:

Divergence Angle

Entrance Angle

Intensity Candle Power Per Foot Candle

Degrees Degrees Crystal Amber Red 0.2º 0º 120.0 72.0 36.0 0.2º +20º 70.0 42.0 21.0

Method of Measurement. Reflectors will not be measured for payment.

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

REMOVE WOOD POST

Description. This work shall consist of the removal and disposal of existing wood posts.

CONSTRUCTION REQUIREMENTS

General. Wood posts shall be removed at locations shown on the plans to at least 2 feet below grade, with removed material disposed of according to Article 202.03 of the Standard Specifications. The removal shall extend deeper where required to facilitate roadway construction at no additional cost to the department. Holes resulting from the removal operations shall be backfilled with suitable material approved by the Engineer.

Basis of Payment. Removal of wood posts will be paid for at the contract unit price per each for

REMOVE WOOD POST.

Section (50-2,3,4)RS-7

REMOVE IMPACT ATTENUATOR SAND MODULE

Description. This work shall consist of the removal and satisfactory disposal of the existing sand module impact attenuators and any debris on bases at locations shown on the plans. A sand module impact attenuator is considered to be made of these parts: 1) barrel, 2) lid, & 3) insert(s).

All parts shall be disposed of in accordance with Article 202.03 of the Standard Specifications.

Surplus material including sand fill in the existing barrels and inserts shall be disposed of in accordance with Article 202.03 of the Standard Specifications. Anti-freeze, when present, shall be disposed of/recycled according to local ordinances.

Any additional base preparation will be incidental to the removal item only and shall be free of debris in accordance with the module manufacturers’ specifications.

Method of Measurement. This work shall be measured for each module at each location.

Basis of Payment. This work shall be paid for at the contract unit price per each module for

REMOVE IMPACT ATTENUATOR SAND MODULE.

LINEAR DELINEATOR PANELS, 6 INCH

(Effective April 28, 2017)

Description. Linear delineator panels shall be placed on each parapet wall 6 inches down from the top. Panels shall also be placed on structures containing bridge rail as directed by the Engineer. These panels shall be either white or yellow, matching the color of the adjacent pavement marking edge line. They should be spaced at a minimum of 80 foot centers horizontally, with the first and last panel located within 20 feet of the parapet wall ends. Structures that contain existing linear delineator panels shall have any damaged or missing panels removed and replaced as directed by the Engineer.

When attaching linear delineator panels to concrete, the panels shall be secured using an anchor bolt method approved by the Engineer that will anchor the entire panel securely, but also facilitate removal of the panel by maintenance operations if damaged or weathered in the future. The Contractor shall also sufficiently cover the back side of the linear delineator panel, to the satisfaction of the Engineer, with an adhesive caulking system to aid in the permanent adhesion and alignment of the panels prior to drilling through the pre-drilled linear delineation system holes.

When securing the linear delineator panels to metal bridge rail or any other metal surfaces, the Contractor may use a linear delineation system panel and bracket mounting method approved by the Engineer. The Contractor may also use an adhesive caulking method to sufficiently cover the back side of the linear delineator panel to the satisfaction of the Engineer. The Contractor shall be responsible for testing the durability and strength of the method used to ensure permanent adhesion of the linear delineator panel to the bridge rail. Drilling into metal bridge rail or other metal surfaces to secure the linear delineator panels will not be permitted.

When removing and replacing missing or damaged linear delineator panels, the existing linear delineator panels and any adhesive used to secure the existing linear delineator panels shall be removed to the satisfaction of the Engineer. All cost and labor associated with the removal and cleanup of the existing linear delineator panels shall be included in the unit price of the pay item

LINEAR DELINEATOR PANELS, 6 INCH.

Section (50-2,3,4)RS-7

Each panel shall not be less than 34 inches in length and 6.00 inches in width. The panels shall be constructed of cube-corner retroreflective material in standard highway colors permanently bonded to an aluminum substrate. The lateral edges of each panel shall be hemmed. The panel assembly shall have a repeating raised lateral ridge every 2.25 inches. Each ridge shall be 0.34 inches high with a 45° profile and a 0.28 inch radius top.

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

Chromaticity Limits for Fluorescent Yellow

Total

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

Fluor.

Yellow 0.521 0.424 0.557 0.442 0.479 0.520 0.454 0.491 40

Inspection of Linear Delineator Panels. The linear delineator panels installed under this contract will be inspected following installation, but no later than December 30th. In addition, they will be inspected following a winter performance period that extends 180 days from December 30th.

Within 15 calendar days after the end of the winter performance period, a final performance inspection will be made. If this inspection discloses any work which is not visibly intact and serviceable, the Contractor shall, within 30 calendar days, completely repair or replace such work to the satisfaction of the Engineer.

Measured in its entirety, the work shall be 97 percent intact.

Upon completion of the final performance inspection, or after satisfactory completion of any necessary corrections, the Engineer shall notify the Contractor in writing of the date of such final performance inspection and release him/her from further performance responsibility.

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

White 0.303 0.287 0.368 0.353 0.340 0.380 0.274 0.316 40 -

Section (50-2,3,4)RS-7

This delay in performance inspection and performance acceptance of the linear delineator panels shall not delay acceptance of the entire project and final payment due if the contractor requires and receives from the subcontractor a third party “performance” bond naming the Department as obligee in the full amount of all linear delineator panels listed in the contract, multiplied by the contract unit price. The bond shall be executed prior to acceptance and final payment of the non-linear delineator panel items and shall be in full force and effect until final performance inspection and performance acceptance of the linear delineator panels. Execution of the third party bond shall be the option of the Contractor.

Basis of Payment. This work, including all materials, equipment, and labor necessary to complete the work as described will be paid for at the contract unit price per each for LINEAR DELINEATOR

PANELS, 6 INCH.

LINEAR DELINEATOR PANELS, 4 INCH

(Effective January 1, 2022)

Description. This work shall consist of furnishing and installing linear delineators on steel plate beam guardrail at locations shown on plan details.

CONSTRUCTION REQUIREMENTS

General. Linear delineator panels shall be attached to steel plate beam guardrail as shown on plan details and as directed by the Engineer. These panels shall be either white or yellow, matching the color of the adjacent pavement marking edge line. They should be spaced at a minimum of 80-foot centers horizontally, with a minimum of two linear delineator per guardrail run.

Linear delineators shall not be place on guardrail terminal sections. Linear delineator spacing through horizontal curves where the normal speed limit is reduced, the spacing of the linear delineators shall be reduced to 40-foot centers. Existing steel plate beam guardrail that contain existing linear delineator panels shall have any damaged or missing panels removed and replaced as directed by the Engineer.

When securing the linear delineator panels to steel plate beam guardrail, the Contractor may use a linear delineation system panel and bracket mounting method approved by the Engineer. Linear delineation system panel and bracket including installation methods shall be according to the manufacture’s recommendations.

The Contractor shall be responsible for testing the durability and strength of the method used to ensure permanent adhesion of the linear delineator panel to the bridge rail. Drilling into metal bridge rail or other metal surfaces to secure the linear delineator panels will not be permitted.

When removing and replacing missing or damaged linear delineator panels, the existing linear delineator panels and any adhesive or bracket when used to secure the existing linear delineator panels shall be removed to the satisfaction of the Engineer. All cost and labor associated with the removal and cleanup of the existing linear delineator panels shall not be paid for separately but shall be included in the cost of this work.

Each panel shall not be less than 34 inches in length and 4.00 inches in width. The panels shall be constructed of cube-corner retroreflective material in standard highway colors permanently bonded to an aluminum substrate. The lateral edges of each panel shall be hemmed. The panel

Section (50-2,3,4)RS-7 assembly shall have a repeating raised lateral ridge every 2.25 inches. Each ridge shall be 0.34 inches high with a 45° profile and a 0.28-inch radius top.

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

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

White 0.303 0.287 0.368 0.353 0.340 0.380 0.274 0.316 40 -

Chromaticity Limits for Fluorescent Yellow

Total

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

Fluor.

Yellow 0.521 0.424 0.557 0.442 0.479 0.520 0.454 0.491 40

Inspection of Linear Delineator Panels. The linear delineator panels installed under this contract will be inspected following installation. In addition, they will be inspected following a winter performance period that extends 180 days from December 30th.

Within 15 calendar days after the end of the winter performance period, a final performance inspection will be made. If this inspection discloses any work which is not visibly intact and serviceable, the Contractor shall, within 30 calendar days, completely repair or replace such work to the satisfaction of the Engineer.

Measured in its entirety, the work shall be 97 percent intact.

Upon completion of the final performance inspection, or after satisfactory completion of any necessary corrections, the Engineer shall notify the Contractor in writing of the date of such final performance inspection and release him/her from further performance responsibility.

This delay in performance inspection and performance acceptance of the linear delineator panels shall not delay acceptance of the entire project and final payment due if the contractor requires and receives from the subcontractor a third party “performance” bond naming the Department as obligee in the full amount of all linear delineator panels listed in the contract, multiplied by the contract unit price. The bond shall be executed prior to acceptance and final payment of the non-linear delineator panel items and shall be in full force and effect until final performance inspection and performance acceptance of the linear delineator panels. Execution of the third-party bond shall be the option of the Contractor.

Section (50-2,3,4)RS-7

Basis of Payment. This work, including all materials, equipment, and labor necessary to complete the work as described will be paid for at the contract unit price per each for LINEAR DELINEATOR

PANELS, 4 INCH.

CONTROL OF WORK – SMART WORK ZONE

(Effective March 30, 2023)

The contractor must possess enough equipment to provide the following:

• One Smart Traffic Monitoring (STM) systems and Five (5) Smart Traffic Monitoring devices (STMDs) per direction, described in the SMART TRAFFIC MONITORING SYSTEM special provision.

• Two Real-time Traffic Control (RTTC) Signing units per direction. A unit (two signs, four flashers plus equipment) is described in the SMART TRAFFIC MONITORING SYSTEM special provision and shown in the applicable plan detail.

• Seven Portable Changeable Message Signs (PCMS) per direction, described in the CHANGEABLE MESSAGE SIGN, SPECIAL provision and shown in the applicable plan detail.

• Two additional portable changeable message signs (PCMS), described in the changeable message sign special provision, will be required to be positioned on I 80 to provide construction zone information and, if necessary, details to utilize an alternate route.

• Additional control hardware and devices per direction as described in the SMART TRAFFIC MONITORING SYSTEM special provision.

CHANGEABLE MESSAGE SIGN, SPECIAL

(Effective March 30, 2023;Revised January 26,2026)

This work shall consist of providing seven Portable Changeable Message Signs (PCMS) per direction according to Article 701.15(j). Each PCMS shall be connected and work as a part of the Smart Traffic Monitoring System. Portable changeable message signs used in conjunction with the plan detail for TC&P Standard 701400 (Special) with Smart Traffic Control shall meet these requirements and the requirements set forth in the SMART TRAFFIC MONITORING SYSTEM special provision.

Method of Measurement. This work shall be measured on a calendar WEEK per each PCMS sign.

Basis of Payment. This work will be paid for at the contract unit price per calendar WEEK for each sign as CHANGEABLE MESSAGE SIGN, SPECIAL.

Section (50-2,3,4)RS-7

WIDTH RESTRICTION SIGN

(Effective April 24, 2017)

Width restriction signs, as shown in Standard 701901 – Traffic Control Devices, shall be used on this project. They shall be placed as follows:

MAX WIDTH MILES AHEAD SIGN LOCATION

10’-6” 2 MILES AHEAD EB I 80 BEFORE I 39 2 MILES AHEAD

10’-6” EB I 80 AT WEST AT PROJECT LIMITS

10’-6” EB I 80 AFTER IL 178 RAMP

10’-6” 2 MILES AHEAD WB I 80 BEFORE IL 71 2 MILES AHEAD

10’-6” WB I 80 AT EAST PROJECT LIMITS

10’-6” WB I 80 80 AFTER IL 23 RAMP

The cost of supplying, installing, maintaining, and removing width restriction signs shall be included in the cost of the traffic control and protection pay items.

VEHICLE PARKING

(Revised January 1, 2007)

Parking of personal vehicles within the interstate right of way will be strictly prohibited. Parking of construction equipment within the right of way will be permitted only at locations approved by the Engineer and never within median area or overnight on any roadway area.

NIGHTTIME WORK AND KEEPING ROADS OPEN TO TRAFFIC

Description. All work on I-80 requiring a lane closure shall be performed during nighttime hours defined as 7:00 p.m. – 5:00 a.m., beginning on Sunday night and ending on Friday morning. Lane closures may remain in place during the daytime hours, but no work shall be performed within the closures.

General. Pavement patches shall be backfilled within 24 hours.

The IL-178 and IL-23 interchanges shall be open to traffic at all times.

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

TRAFFIC CONTROL AND PROTECTION, STANDARD 701426

(Effective May 28, 2025)

Description. When Standard 701426 is utilized by the contractor, the contractor shall provide a changeable message sign and an additional vehicle with a truck mounted attenuator and arrow board. The placement and location of the changeable message sign and additional vehicle shall be determined by the Resident Engineer/Technician for the project.

Section (50-2,3,4)RS-7

Basis of Payment. This work will not be paid for separately but will be considered included with the various contract items.

CHANGEABLE MESSAGE SIGN

(Effective December 1, 1999; Revised January 26, 2026)

In addition to any changeable message signs shown in the traffic control standards, the Contractor shall furnish 2 Changeable Message Signs for this project. The signs shall be operational two weeks prior to any lane closure and shall be located as directed by the Engineer. Any relocation of the signs directed by the Engineer during construction will not be paid for separately but shall be included in the cost of the Changeable Message Sign.

Basis of Payment. This work will be paid for at the contract unit price per calendar DAY for each sign as CHANGEABLE MESSAGE SIGN.

UNEVEN LANES

(Effective July 24, 2000, Revised December 14, 2009)

Two “UNEVEN LANES” signs (W8-11(FO)) shall be installed at intervals not greater than 2 miles and on all entrance ramps when work creates a difference in elevation between lanes that will be open to traffic. These signs shall be removed or covered when the lanes are returned to the same elevation. These signs will not be paid for separately but shall be included in the cost of the applicable traffic control items.

PLASTIC DRUMS

(Effective August 15, 2005; Revised April 27, 2018)

Plastic drums according to Standard 701901 shall be used in lieu of cones, Type I and Type II barricades, and vertical barricades throughout lane closures.

RESTORATION OF WORK AREA

(Effective April 1, 2003; Revised July 31, 2020)

The Contractor shall restore the work area as specified in Article 104.06 of the Standard Specifications. All damage to mowed lawns shall be replaced with an approved sod, and all damage to unmowed fields shall be seeded. Restoration of the work area will not be paid for separately but shall be included in the cost of the associated pay items.

BITUMINOUS MATERIALS COST ADJUSTMENTS (BDE)

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

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

Section (50-2,3,4)RS-7

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

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

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

Where: CA = Cost Adjustment, $.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Section (50-2,3,4)RS-7

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

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

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

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

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

Revise Article 302.02 of the Standard Specifications to read:

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

Item Article/Section

(a) Cement

(b) Water

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

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

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

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

(g) Fly Ash

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

(i) Bituminous Materials (Note 2)

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

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

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

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

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

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

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

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

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

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

Section (50-2,3,4)RS-7 aggregate. The Engineer will determine the proportions of materials for the mixture according to the “Portland Cement Concrete Level III Technician Course” manual. However, the Contractor may substitute their own mix design. Article 1020.05(a) shall apply, and a Level III PCC Technician shall develop the mix design.”

Revise Article 352.02 of the Standard Specifications to read:

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

(a) Cement (Note 1)

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

(c) Water

(d) Bituminous Materials (Note 2)

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

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

Revise Article 404.02 of the Standard Specifications to read:

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

(a) Cement

(b) Water

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

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

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

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

(g) Additives (Note 3)

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

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

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

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

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

Section (50-2,3,4)RS-7

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

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

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

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

Revise Article 583.01 of the Standard Specifications to read:

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

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

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

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

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

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

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

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

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

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

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

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

Section (50-2,3,4)RS-7

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

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

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

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

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

Revise Article 1002.02 of the Standard Specifications to read:

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

OPTION 1.

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

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

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

*To neutralize 200 ml sample.

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

(1) Organic (ITP T 26) ......................................................................................