IDOT 68J50-087.pdf

Letting June 12, 2026

Notice to Bidders, Specifications and Proposal

Contract No. 68J50 WARREN County Section 4RS-6 Route SBI 8 Project STP-JEI8(850) District 4 Construction Funds

Prepared by F

Checked by

(Printed by authority of the State of Illinois)

NOTICE TO BIDDERS

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

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

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

Invitation for Bids as:

Contract No. 68J50 WARREN County Section 4RS-6 Project STP-JEI8(850) Route SBI 8 District 4 Construction Funds

Resurfacing 20th St from US 34 to North St in Kirkwood and on North St from 20th St to US 34 in Kirkwood in Warren County. 1.823 gross miles.

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

SBI Route 8

Section 4RS-6 Warren 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 4RS-6

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 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 4RS-6 i

TABLE OF CONTENTS

LOCATION OF PROJECT

DESCRIPTION OF PROJECT

CONSTRUCTION STATION LAYOUT

UTILITIES – LOCATIONS/INFORMATION ON PLANS

LOCATION OF UNDERGROUND STATE MAINTAINED FACILITIES

PARTIAL DEPTH PATCHING

HOT-MIX ASPHALT SURFACE REMOVAL, 2"

HOT-MIX ASPHALT SURFACE COURSE SURFACE TESTS

CLEAN EXISTING PAVEMENT EDGE JOINT

HOT-MIX ASPHALT JOINT TRIMMING

TRAFFIC CONTROL PLAN

AGGREGATE QUALITY

DELAYED START OF MULTIPLE CONTRACTS

AGGREGATE SHOULDER REMOVAL

BITUMINOUS MATERIALS COST ADJUSTMENTS (BDE)

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

COMPENSABLE DELAY COSTS (BDE)

FUEL COST ADJUSTMENT (BDE)

HOT-MIX ASPHALT (BDE)

PAVEMENT MARKING (BDE)

PERFORMANCE GRADED ASPHALT BINDER (BDE)

RAISED REFLECTIVE PAVEMENT MARKERS (BDE)

REMOVAL AND DISPOSAL OF REGULATED SUBSTANCES (BDE)

SHORT TERM AND TEMPORARY PAVEMENT MARKINGS (BDE)

SIGN PANELS AND APPURTENANCES (BDE)

SOURCE OF SUPPLY AND QUALITY REQUIREMENTS (BDE)

SUBCONTRACTOR AND DBE PAYMENT REPORTING (BDE)

SUBCONTRACTOR MOBILIZATION PAYMENTS (BDE)

SUBMISSION OF BIDDERS LIST INFORMATION (BDE)

SUBMISSION OF PAYROLL RECORDS – FEDERAL AID CONTRACT (BDE)

SURFACE TESTING OF PAVEMENTS – IRI (BDE)

Section 4RS-6 ii

SURVEYING SERVICES (BDE)

VEHICLE AND EQUIPMENT WARNING LIGHTS (BDE)

WORK ZONE TRAFFIC CONTROL DEVICES (BDE)

WORKING DAYS (BDE)

Section 4RS-6

STATE OF ILLINOIS

SPECIAL PROVISIONS

The following Special Provisions supplement the "Standard Specifications for Road and Bridge Construction," adopted January 1, 2022 (revised January 1, 2026), 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 SBI Route 8, Project STP-JEI8(850), Section 4RS- 6, Warren County, Contract No. 68J50 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

The project is located from US Route 34 to North Street in Kirkwood and on North Street from 20th Street to US Route 34 in Kirkwood in Warren County.

DESCRIPTION OF PROJECT

This project consists of design overlay and other related collateral work necessary to complete the work in the plans and as described herein.

Section 4RS-6

CONSTRUCTION STATION LAYOUT

Effective: July 30, 2010

This work shall consist of all labor, materials, and equipment necessary to temporarily stake, maintain, and remove the roadway stationing for all mainline and ramp pavements to be overlaid within the project limits.

Prior to any cold milling or other operations that will destroy the existing stationing stamped in the existing pavement, the Contractor shall have the stationing temporarily marked beyond the edge of shoulder or as directed by the Engineer. Unless otherwise allowed, the stationing shall be legibly written on wooden lathe marked with a ribbon and driven into the ground at 200′ (100 meter) intervals. On 2, 3, and 5 lane pavements, the stationing shall be marked on the right edge of pavement in the direction of increasing stationing. On ramp pavements, the stationing shall be marked along the baseline. On multi-lane divided roadways, the stationing shall be marked along the outside edge of shoulder in both directions. The stationing to be used shall be as shown on the plans. The beginning and ending station and location shall be confirmed with the Engineer prior to staking. Once the surface course has been stamped, the lathe shall be removed and disposed of in accordance with the Standard Specifications.

This work will be paid for at the contract unit price per Lump Sum for CONSTRUCTION STATION LAYOUT and no other compensation will be allowed.

UTILITIES – LOCATIONS/INFORMATION ON PLANS

Effective: November 8, 2013

The locations of existing water mains, gas mains, sewers, electric power lines, telephone lines, and other utilities as shown on the plans are based on field investigation and locations provided by the utility companies, but they are not guaranteed. Unless elevations are shown, all utility locations shown on the cross sections are based on the approximate depth supplied by the utility company. It shall be the Contractor’s responsibility to ascertain their exact location from the utility companies and by field inspection.

LOCATION OF UNDERGROUND STATE MAINTAINED FACILITIES

Effective: August 3, 2007 Revised: July 31, 2009

The Contractor shall be responsible for locating existing and proposed IDOT electrical facilities (traffic signal, overhead lighting, Intelligent Transportation System, etc.) prior to performing any work at his/her own expense if required. The Contractor shall also be liable for any damage to IDOT facilities resulting from inaccurate locating.

The Contractor may obtain, on request, plans for existing electrical facilities from the Department.

Section 4RS-6

The Contractor shall also be responsible for locating and providing protection for IDOT facilities during all phases of construction. If at any time the facilities are damaged, the Contractor shall immediately notify the Department and make all necessary arrangements for repair to the satisfaction of the Engineer. This work will not be paid for separately but shall be included in the contract bid price.

PARTIAL DEPTH PATCHING

Effective: April 26, 2013 Revised: November 6, 2020

This work shall consist of partial depth patching of the existing pavement structure and replacement with Hot-Mix Asphalt (HMA) material at the locations shown in the plans or as directed by the Engineer. This work will be performed before completion of the cold milling operation and prior to the placement of the HMA overlay, if applicable.

This work shall include all labor, equipment, and materials necessary to remove the existing HMA overlay to a depth of 2". The removal shall be performed with a cold milling machine of sufficient size and weight to remove the existing HMA. The milling machine must be operated longitudinally with the flow of traffic and will not be permitted to cut transversely across the lane. Disposal of waste materials for the work described herein shall be in accordance with Article 202.03 of the Standard Specifications. After cold milling the patch, all loose material shall be removed and the area air-blast cleaned to the satisfaction of the Engineer. Replacement HMA material shall be as shown in the Mixture Requirements Table in the plans.

Prior to placement of the HMA material, the bottom and sides of the patch shall be primed in accordance with Article 406.05 of the Standard Specifications using an SS-1hP bituminous material. The prime shall be applied at a residual rate of 0.08 lbs./Sq. Ft. by means of a mechanical distributor and shall be placed on all surfaces of the milled trench.

The HMA material shall be placed in one 2" lift and shall match the elevation of the surrounding pavement after final compaction. Bumps greater than ¼", measured with a 16' straight edge, left after compaction shall be removed with pavement surface grinding equipment in accordance with Article 1101.04 of the Standard Specifications.

The HMA mixture and density control limits shall conform to Article 1030 of the Standard Specifications. Compaction shall be accomplished using a vibrating roller that conforms to the applicable sections of Article 1101.01 of the Standard Specifications.

The Contractor shall fill all patches with the HMA material in the same day they are milled. No open patches will be allowed to remain overnight.

Removal of the existing HMA will be measured for payment in place, and the area computed in Square Yards. The limits will be the area of the patch that measures at least 2" in depth, and shall not include the rounded transition at the beginning and end of the patch.

If after milling, it’s determined by the Resident Engineer that damage to the existing pavement structure still exists and must be addressed by means of a full-depth patch, the additional labor and materials required shall be paid in accordance to Article 109.04 of the Standard Specifications for "Road and Bridge Construction."

Section 4RS-6

Replacement with HMA will be measured in Tons placed to fill the full depth milled area (PARTIAL

DEPTH PATCHING).

Basis of Payment: Partial depth removal and cleaning of the pavement will be paid for at the contract unit price per Square Yard for PARTIAL DEPTH PATCHING (SPECIAL). The HMA placement and the priming of the partial depth patches will be paid for at the contract unit price per Ton for PARTIAL DEPTH PATCHING.

HOT-MIX ASPHALT SURFACE REMOVAL, 2"

Effective: March 1, 1993 Revised: January 1, 2022

Description: This work shall consist of removing a portion of the existing hot-mix asphalt concrete surface course in accordance with the applicable portions of Section 440 and 1101 of the Standard Specifications, this special provision, details in the plans and as directed by the Engineer. The cold milled salvaged aggregate resulting from this operation shall become the property of the Contractor.

Equipment: The machine used for milling and planing shall be a self-propelled grinding machine having a minimum 12' (3.6 m) wide drum at least 28" (710 mm) in diameter. When a milling width in excess of 12' is required and the Contractor’s milling machine is less than the required width shown in the plans, the remaining area shall be milled with a machine capable of meeting the requirements of this special provision. Milling attachments used with skid steer tractors will not be allowed for longitudinal areas to mill additional widths.

When the teeth become worn so that they do not produce a uniform surface texture, they shall all be changed at the same time (as a unit). Occasionally, individual teeth may be changed if they lock up or break, but this method shall not be used to avoid changing the set of teeth as a unit.

Occasional gouges, due to deteriorated pavement condition, or separation of lifts will not be cause to replace all teeth. The Engineer will be the sole judge of the cause of the pavement gouging and the corrective work required. Corrective work due to negligence or poor workmanship shall be at the Contractor’s expense.

The moldboard is critical in obtaining the desired surface texture. It shall be straight, true, and free of excessive nicks or wear, and it shall be replaced as necessary to uniformly produce the required surface texture. Gouging of the pavement by more than 1/4 inch (6 mm) shall be sufficient cause to require replacement of all teeth.

Add the following after the third sentence of Article 406.05 (c)(1):

"Vacuum sweeping shall be accomplished with a regenerative air sweeper."

Construction Requirements

General: Weather conditions, when milling work is performed, must be such that short term or temporary pavement markings can be placed the day the surface is milled in accordance with Section 703 "Work Zone Pavement Markings".

Section 4RS-6

An automatic grade control device shall be used when milling mainline pavement and shall be capable of controlling the elevation of the drum relative to either a preset grade control stringline or a grade reference device traveling on the adjacent pavement surface. The automatic grade control device may be utilized only on one side of the machine with a automatic slope control device controlling the opposite side. The traveling grade reference device shall not be less than 30 feet (9 m) in length. When milling cross roads, turn lanes, intersections, crossovers, or other miscellaneous areas, the Engineer may permit the matching shoe. The Contractor, at his option, may also substitute an approved 6' wide (1.8 m) machine for areas other than mainline pavement.

The Contractor shall mill 2" at the centerline and project the proposed cross slope to the edge of pavement. In the event the milling at the outer edge of the lane would exceed 2"; then the Contractor shall reduce the cut at the centerline to provide the maximum cut of 2" at the edge of pavement. If deemed necessary, the Contractor may reduce the cross slope from normal 1.5% to 1%.

Surface tests will be performed in accordance with Article 406.11 of the Standard Specifications.

The longitudinal profile will be taken 3 ft. (0.9 m) from and parallel to each edge of pavement and 3 ft. (0.9 m) from and parallel to the centerline on each side. If a shadow area is found at the 3 ft.

(0.9 m) points the pavement smoothness tester will be moved sufficient distance either side to measure the Contractor’s milling efforts. Any surface variations exceeding the tolerance in Article

406.11 shall be corrected by reprofiling at no additional expense to the Department. In addition, the Contractor shall be responsible for refilling with approved hot-mix asphalt mixtures any area that lowered the pavement profile as a result of faulty milling operations if directed by the Engineer. The Contractor shall be responsible for providing the pavement smoothness tester described elsewhere to retest the pavement profile obtained.

If the milling depth is intended to expose the original concrete pavement, then additional hand or machine work may be necessary to remove any remaining veneer of bituminous pavement which may be left in place behind the milling machine. Such work will be at the direction of the Engineer and at no extra cost to the Department.

The Contractor shall provide a 10-foot (3 m) straightedge equipped with a carpenter’s level or a 7-foot (2.1 m) electronic straightedge to check the cross slope of the roadway at regular intervals as directed by the Engineer.

Surface Texture: Each tooth on the cutting drum shall produce a series of discontinuous longitudinal striations. There shall be 16 to 20 striations (tooth marks) for each tooth for each 6 feet (1.8 m) in the longitudinal direction, and each striation shall be 1.7 inches ±0.2 inch (43 ±5 mm) in length after the area is planed by the moldboard. Thus, the planed length between each pair of striations shall be 2.3 inches ±0.2 inch (58 ±5 mm). There shall be 80 to 96 rows of discontinuous longitudinal striations for each 5 feet (1.5 m) in the transverse dimension. The areas between the striations in both the longitudinal and transverse directions shall be flat topped and coplaner. The moldboard shall be used to cut this plane; and any time the operation fails to produce this flat plane interspersed with a uniform pattern of discontinuous longitudinal striations, the operation shall be stopped and the cause determined and corrected before recommencing.

Other similar patterns of uniform discontinuous longitudinal striations interspersed on a flat plane may be approved by the Engineer. The drawing titled "Hot-Mix Asphalt Surface Removal" showing the desired surface texture is included in the plans.

Section 4RS-6

The start-up milling speed shall be limited to a maximum of 50-foot (15 m) per minute. The Contractor shall limit his operations to this speed to demonstrate his ability to obtain the striations and ride ability as described above. If the Contractor is able to demonstrate that he can consistently obtain the desired striations and ride ability at a greater speed he will be permitted to run at the increased speed.

Cleanup: After cold milling a traffic lane and before opening the lane to traffic, the pavement shall be swept by a regenerative air sweeper to prevent compaction of the cuttings onto the pavement. All loose material shall be removed from the roadway. Before the prime coat is placed, the pavement shall be cleaned of all foreign material to the satisfaction of the Engineer.

This cleanup work shall be considered included in the contract unit price per Square Meter (Square Yard) for HOT-MIX ASPHALT SURFACE REMOVAL of the depth specified, and no additional compensation will be allowed.

Method of Measurement:

(a) Contract Quantities. The requirements for the use of Contract Quantities shall be Article

202.07(a) of the Standard Specifications.

(b) Measured Quantities. Cold milling and planing will be measured and the area computed in Square Yards (Square Meters) of surface.

Areas not milled (shadowed areas) due to rutting in the existing pavement surface will be included in the area measured for payment.

Basis of Payment: The cold milling and planing will be paid for at the contract unit price per Square Yard (Square Meter) for HOT-MIX ASPHALT SURFACE REMOVAL of the depth specified. Payment as specified will include variations in depth of cuts due to rutting, superelevations, and pavement crown and no additional compensation will be allowed.

HOT-MIX ASPHALT SURFACE COURSE SURFACE TESTS

Effective: November 1, 2003 Revised January 1, 2007

The Contractor shall provide a person to operate the straight edge in accordance with Article 406.11 of the Standard Specifications and communicate with IDOT Personnel to minimize the surface course bumps. If surface course bumps cannot be removed at this time, IDOT personnel will record the locations and provide deductions as stated in Article 406.11.

Section 4RS-6

CLEAN EXISTING PAVEMENT EDGE JOINT

Effective January 3, 2000 Revised April 24, 2020

Description: This work shall consist of removing loose material and vegetation present in the existing edge of pavement joint between the pavement and hot-mix asphalt shoulders. Any existing vegetation and other loose material shall be removed from the edge joint and deposited on the roadside in a method acceptable to the Engineer. The existing edge joint shall then be cleaned of any loose material using compressed air. After cleaning, any depressions in the edge joint greater than 1" (25 mm) in depth shall be filled with leveling binder placed and compacted by hand methods.

Basis of Payment: This work shall be paid for in accordance with Article 109.04 of the Standard Specifications.

HOT-MIX ASPHALT JOINT TRIMMING

Effective: August 5, 2022

When specified in the plans, unconfined hot mix asphalt (HMA) edges will be placed and trimmed per the following guidelines:

1. Place the HMA tack coat and HMA pavement/shoulder 6" wider than the designated lane line (centerline or edge of pavement).

2. When the joint is trimmed as an independent operation, mill the excess 6" of the unconfined HMA to the lane line. The milling equipment must be capable of producing a straight line. The depth of the milling must be controlled so as not to gouge the underlying lift. The intent is to create a vertical face at the lane line and provide a lateral confinement for the adjacent mat. Skid-steer mounted mills will not be allowed.

Milling and cleaning must be done prior to tacking of the adjacent HMA paving. Milling the same day as HMA placement will not be allowed. If the Engineer determines excessive raveling of the milled face is occurring, the contractor shall make adjustments to the operation such as slowing the mill speed, replacing mill teeth, or adjustment of mill box side plates.

3. When the joint is trimmed as part of the adjacent mat milling, milling the same day as

HMA placement will not be allowed. If the Engineer determines excessive raveling of the milled face is occurring, the contractor shall make adjustments to the operation such as slowing the mill speed, replacing mill teeth, or adjustment of mill box side plates.

4. Clean and prepare the surface of the adjacent mat as per Article 406.05 of the Standard

Specification prior to the placement of the HMA. The HMA Tack Coat shall be sprayed the full width of the lane/shoulder and also lapped onto the adjacent mat a distance not to exceed 4". In addition, the vertical face of the adjacent mat shall be thoroughly tacked by means of a dedicated spray nozzle, mounted at a 45 degree angle, aimed toward the face.

Section 4RS-6

5. Placement of this HMA mat shall require the use of a joint-matching device in lieu of a longitudinal averaging ski. The compacted height of this mat shall be exactly flush, or not more than 1/32" higher, to the adjacent mat to ensure the joint has sufficient material for adequate compaction. During placement, the side plate of the screed shall not exceed 1/2" overlap onto the adjacent mat.

When milled independently, the 6" extra width at the lane line will be paid for at the contract unit price per Square Yard for HOT-MIX ASPHALT SURFACE REMOVAL – SPECIAL. When milled with the adjacent mat, the 6" extra width at the lane line will be paid for at the contract unit price for HOT-MIX ASPHALT SURFACE REMOVAL of the depth specified. The extra HMA tack coat will be paid for at the contract unit price per Pound for the tack coat specified in the plans. The extra trimmed HMA will be paid for at the contract unit price per Ton or Square Yard, as specified in the plans. All other extra work will not be paid for separately but shall be included in the unit bid price of the various pay items and no other compensation will be allowed.

TRAFFIC CONTROL PLAN

Effective: March 16, 2026

Traffic control shall be in accordance with the applicable sections of the "Standard Specifications for Road and Bridge Construction," the applicable guidelines contained in the "Illinois Manual on Uniform Traffic Control Devices for Streets and Highways," these Special Provisions, and any special details and Highway Standards contained herein and in the plans.

Special attention is called to Section 701 and Articles 107.09 and 107.14 of the "Standard Specifications for Road and Bridge Construction" and the following Highway Standards relating to traffic control:

701001 701006 701201 701301 701311

701306 701336 701501 701901

WORKING RESTRICTIONS & TRAFFIC CONTROL NOTES

• The Contractor shall notify the IDOT Resident Engineer two (2) weeks prior to commencement of this construction project.

• Portable Changeable Message Boards shall be placed according to the Traffic Control Technician and Contract Plans. Two (2) boards shall be placed at either end of the job limits, seven (7) days in advance of any construction work beginning, warning motorists the opportunity to take alternative routes and reduce the expected backups due to the lane closures. The cost of setting, moving, and maintaining the message boards shall be included in the cost per Calendar Day for CHANGEABLE MESSAGE SIGN.

Section 4RS-6

AGGREGATE QUALITY

Effective: July 1, 1990 Revised: April 26, 2013

Coarse aggregate for Granular Embankment Special, Sub-base Granular Material, Aggregate Shoulders, Aggregate Surface and Base Courses, and Erosion Control Aggregate shall conform to Article 1004.04 of the Standard Specifications for Road and Bridge Construction except that all of the following revisions to Article 1004.04(b) shall apply unless the Contractor chooses to use RAP for aggregate shoulders:

1. Revise the maximum allowable percentage of weighted average loss when the material is subjected to five (5) cycles of sodium sulfate soundness test from 25%, as shown under the Class D of the Quality Chart in Article 1004.01(b) of the Standard Specifications, to 40%; and

2. Revise the maximum allowable percentage of wear as determined by the Los Angeles

Abrasion Method from 45%, as shown under Class D of the Quality Chart in Article 1004.01(b) of the Standard Specifications, to 65%; and

3. The sum of the percentages of weighted average loss when the material is subjected to 5 cycles of the sodium sulfate soundness test and the percentage of wear as determined by the Los Angeles Abrasion Method shall not exceed 95%.

DELAYED START OF MULTIPLE CONTRACTS

Add the following after the first paragraph of Article 108.03 of the Standard Specifications:

"Contractors who are the apparent low bidders on multiple contracts in one letting, may submit a written request for a delayed start within ten (10) days after bid opening to the District. The request shall include specific reasons for the delayed start in a contract prosecution coordination plan and a proposed progress schedule for each contract. The District will schedule a meeting with the Contractor within five (5) working days after receipt of the delayed start request.

Schedules for the prosecution of each contract and the exact starting dates for each contract shall be established. Consideration of a delayed start will not affect award decisions or the procedures followed to execute awarded contracts.

By submission of a delayed start request, the Contractor understands and agrees that the granting of a delayed start shall not be reason for an extension of time to complete the contract, and that the decision to approve a delayed start for any or all contracts will reside with the Department, whose decision shall be final.

Working day contracts granted a delayed start shall be scheduled for completion, except for off-pavement and/or cleanup work, by October 31, 2026. However, upon starting a working day contract, working days will be charged according to Article 108.04 of the Standard Specifications until the contract is complete.

Section 4RS-6

Completion date contracts granted a delayed start shall be scheduled for completion by the date specified elsewhere in the contract."

AGGREGATE SHOULDER REMOVAL

This work will consist of removal and satisfactory disposal of aggregate shoulders. This work will be done in accordance with applicable portions of Section 440 of the Standard Specifications, as shown on the plans, and as directed by the Engineer.

Any damage to the adjacent roadway pavement will be repaired by the Contractor at his/her own expense and to the approval of the Engineer.

This work will be paid for at the contract unit price per Cubic Yard for AGGREGATE SHOULDER

REMOVAL.

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.

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).

Section 4RS-6

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.

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

Section 4RS-6

(i) Bituminous Materials (Note 2)

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

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

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

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

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

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

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

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

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

Cement may be replaced with fly ash or ground granulated blast furnace (GGBF) slag according to Article 1020.05(c)(1) or 1020.05(c)(2), respectively, however the minimum cement content in the mixture shall be 170 lbs/cu yd (101 kg/cu m). Blends of coarse and fine aggregates will be permitted, provided the volume of fine aggregate does not exceed the volume of coarse aggregate. The Engineer will determine the proportions of materials for the mixture according to the “Portland Cement Concrete Level III Technician Course” manual. However, the Contractor may substitute their own mix design. Article 1020.05(a) shall apply, and a Level III PCC Technician shall develop the mix design.”

Revise Article 352.02 of the Standard Specifications to read:

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

(a) Cement (Note 1)

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

(c) Water

(d) Bituminous Materials (Note 2)

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

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

Section 4RS-6

Revise Article 404.02 of the Standard Specifications to read:

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

(a) Cement

(b) Water

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

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

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

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

(g) Additives (Note 3)

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

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

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

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

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

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

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

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

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

Section 4RS-6

Revise Article 583.01 of the Standard Specifications to read:

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

“ (e) Other Cements. Other cements shall be according to the Bureau of Materials Policy Memorandum “Portland or Blended Cement Acceptance Procedure for Qualified and Non- Qualified Plants”, and ASTM C 1157 or ASTM C 1600, as applicable. Other cements shall be used according to Article 1020.04 or when approved by the Engineer. For cements according to ASTM C 1157, the Contractor shall submit a report from the manufacturer or an independent lab that contains results of tests which shows the cement meets the

Section 4RS-6 requirements Type GU, HE, MS, MH, or LH. For cements according to ASTM C 1600, the Contractor shall submit a report from the manufacturer or an independent lab that contains results of tests which shows the cement meets the requirements Type MRH or GRH. Test data shall be less than 1 year old from the date of submittal.”

Revise Article 1002.02 of the Standard Specifications to read:

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

OPTION 1.

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

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

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

*To neutralize 200 ml sample.

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

(1) Organic (ITP T 26) .................................................................................... 0.02% max.

(2) Inorganic (ITP T 26) .................................................................................. 0.30% max.

(3) Sulfate (SO4) (ASTM D 516-82) ............................................................... 0.05% max.

(4) Chloride (ASTM D 512) ............................................................................ 0.06% max.

(c) The following tests shall be performed on the water sample and on deionized water. The same cement and sand shall be used for both tests.

(1) Unsoundness (ASTM C 151).

(2) Initial and Final Set Time (ASTM C 266).

(3) Strength (ASTM C 109).

The test results for the water sample shall not deviate from the test results for the deionized water, except as allowed by the precision in the test method.

OPTION 2. Water shall meet the requirements ASTM C 1602 Tables 1 and 2 as outlined in Sections 5.1, 5.2, and 5.4.”

Revise Note 2/ in Article 1003.01(b) of the Standard Specifications to read:

“ 2/ Applies only to sand. Sand exceeding the colorimetric test standard of 11 (Illinois

Modified AASHTO T 21) will be checked for mortar making properties according to Illinois Modified ASTM C 87 and shall develop a compressive strength at the age of 14 days when using Type I, IL, or II cement of not less than 95 percent of the comparable standard.

Section 4RS-6

Revise the second sentence of Article 1003.02(e)(1) of the Standard Specifications to read:

“ The test will be performed with Type I, IL, or II portland cement having a total equivalent alkali content (Na2O + 0.658K2O) of 0.90 percent or greater.”

Revise the first sentence of the second paragraph of Article 1003.02(e)(3) of the Standard Specifications to read:

“ The ASTM C 1293 test shall be performed with Type I, IL, or II portland cement having a total equivalent alkali content (Na2O + 0.658K2O) of 0.80 percent or greater.”

Revise the second sentence of Article 1004.02(g)(1) of the Standard Specifications to read:

“ The test will be performed with Type I, IL, or II portland cement having a total equivalent alkali content (Na2O + 0.658K2O) of 0.90 percent or greater.”

Add the following Section to the Standard Specifications.

“SECTION 1014. FIBERS FOR CONCRETE

1014.01 General. Fibers used in concrete shall be Type II or Type III (polyolefin or carbon) according to ASTM C 1116. The testing required for Type II fibers or Type III polyolefin fibers shall be performed by an independent lab a minimum of once every five years, and the test results provided to the Department. Manufacturers of Type III carbon fibers shall provide materials certification documentation not more than 6 years old a minimum of once every 5 years to the Department. The Department will maintain a qualified product list. The method of inclusion of fibers into concrete mixtures shall be according to the manufacturer’s specifications.

At the discretion of the Engineer, the concrete mixture shall be evaluated in a field demonstration for fiber clumping, ease of placement, and ease of finishing. The field demonstration shall consist of a minimum 2 cu yd (1.5 cu m) trial batch placed in a 12 ft x 12 ft (3.6 m x 3.6 m) slab.

1014.02 Concrete Gutter, Curb, Median and Paved Ditch. Fibers shall be Type III. Fibers shall have a minimum length of 1/2 in. (13 mm) and a maximum length of 0.75 in. (19 mm). The maximum dosage rate in the concrete mixture shall not exceed 1.5 lb/cu yd (0.9 kg/cu m). The minimum dosage rate shall be per the manufacturer’s recommendation.

1014.03 Concrete Inlay or Overlay. Fibers shall be Type III. Fibers shall have a minimum length of 1.0 in. (25 mm), a maximum length of 2 1/2 in. (63 mm), and a maximum aspect ratio (length divided by the equivalent diameter of the fiber) of 150. The maximum dosage rate shall not exceed 5.0 lb/cu yd (3.0 kg/cu m). The minimum dosage rate shall be per the manufacturer’s recommendation.

1014.04 Bridge Deck Fly Ash, Ground Granulated Blast Furnace (GGBF) Slag, High

Reactivity Metakaolin, or Microsilica (Silica Fume) Concrete Overlay. Fibers shall be Type III. The dosage rate shall be a minimum of 3.0 lb/cu yd (1.8 kg/cu m), unless a field demonstration according to Article 1014.01 indicates that a lower dosage rate is necessary.

Based on the results of the field demonstration, the Department has the option to reduce the dosage rate of fibers, but the dosage will not be reduced to less than 2.0 lb / cu yd (1.2 kg/cu m).

Section 4RS-6

1014.05 Bridge Deck Latex Concrete Overlay. Fibers shall be Type II or III. Fibers shall have a minimum length of 0.75 in. (19 mm), a maximum length of 1.75 in. (45 mm), and an aspect ratio (length divided by the equivalent diameter of the fiber) of between 70 and 100. The dosage rate shall be a minimum of 3.0 lb/cu yd (1.8 kg/cu m), unless a field demonstration according to Article 1014.01 indicates that a lower dosage rate is necessary. Based on the results of the field demonstration, the Department has the option to reduce the dosage rate of fibers, but the dosage will not be reduced to less than 2.0 lb/cu yd (1.2 kg/cu m).”

Add the following Section to the Standard Specifications:

“SECTION 1015. HIGH PERFORMANCE SHOTCRETE

1015.01 Packaged Shotcrete With Aggregate.