ILDOT 74A10-072.pdf

Letting September 18, 2026

Notice to Bidders, Specifications and Proposal

Contract No. 74A10 MACON County Section (139BR)B Route FAP 323A Project NHPP-AGZF(090) District 7 Construction Funds

Prepared by F

Checked by

(Printed by authority of the State of Illinois)

NOTICE TO BIDDERS

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

September 18, 2026 at which time the bids will be publicly opened from the iCX SecureVault.

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

Invitation for Bids as:

Contract No. 74A10 MACON County Section (139BR)B Project NHPP-AGZF(090) Route FAP 323A District 7 Construction Funds

Replacement of SN 058-0021 carrying US 36 over Long Creek tributary approximately 1.6 miles east of

IL 121.

3. INSTRUCTIONS TO BIDDERS. (a) This Notice, the invitation for bids, proposal and letter of award shall, together with all other documents in accordance with Article 101.09 of the Standard Specifications for Road and Bridge Construction, become part of the contract. Bidders are cautioned to read and examine carefully all documents, to make all required inspections, and to inquire or seek explanation of the same prior to submission of a bid.

(b) State law, and, if the work is to be paid wholly or in part with Federal-aid funds, Federal law requires the bidder to make various certifications as a part of the proposal and contract. By execution and submission of the proposal, the bidder makes the certification contained therein. A false or fraudulent certification shall, in addition to all other remedies provided by law, be a breach of contract and may result in termination of the contract.

4. AWARD CRITERIA AND REJECTION OF BIDS. This contract will be awarded to the lowest responsive and responsible bidder considering conformity with the terms and conditions established by the Department in the rules, Invitation for Bids and contract documents. The issuance of plans and proposal forms for bidding based upon a prequalification rating shall not be the sole determinant of responsibility. The Department reserves the right to determine responsibility at the time of award, to reject any or all proposals, to re-advertise the proposed improvement, and to waive technicalities.

By Order of the Illinois Department of Transportation

Gia Biagi, Secretary

FAP ROUTE 323A (US 36)

PROJECT NHPP-AGZF(090)

SECTION (139BR)B

MACON COUNTY

CONTRACT NO. 74A10

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 (139BR)B

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 X Temporary Stream Crossings and In-Stream Work Pads 9 Construction Layout Stakes

10 Use of Geotextile Fabric for Railroad Crossing 11 Subsealing of Concrete Pavements 12 Hot-Mix Asphalt Surface Correction 13 Pavement and Shoulder Resurfacing 14 Patching with Hot-Mix Asphalt Overlay Removal 15 Polymer Concrete 16 Reserved 17 Bicycle Racks 18 X Temporary Portable Bridge Traffic Signals 19 Nighttime Inspection of Roadway Lighting 20 English Substitution of Metric Bolts 21 Calcium Chloride Accelerator for Portland Cement Concrete 22 Quality Control of Concrete Mixtures at the Plant 23 Quality Control/Quality Assurance of Concrete Mixtures 24 Reserved 25 Reserved 26 Temporary Raised Pavement Markers 27 Restoring Bridge Approach Pavements Using High-Density Foam 28 Portland Cement Concrete Inlay or Overlay 29 Portland Cement Concrete Partial Depth Hot-Mix Asphalt Patching 30 Longitudinal Joint and Crack Patching 31 Concrete Mix Design – Department Provided 32 X Station Numbers in Pavements or Overlays

SECTION (139BR)B

i

TABLE OF CONTENTS

LOCATION OF PROJECT

DESCRIPTION OF PROJECT

TRAFFIC CONTROL PLAN

APPROACH SLAB REMOVAL

BORROW AREAS, USE AREAS, AND/OR WASTE AREAS

CHANGEABLE MESSAGE SIGNS

CLASS BS AGGREGATE OPTIMIZATION

EMBANKMENT

HMA SURFACE REMOVAL

HOT-MIX ASPHALT SURFACE REMOVAL, VARIABLE DEPTH

LINEAR DELINEATION PANELS

REMOVAL AND DISPOSAL OF REGULATED SUBSTANCES

START AND COMPLETION DATES

STATUS OF UTILITIES TO BE ADJUSTED

STEEL PLATE BEAM GUARDRAIL SHORT RADIUS

TEMPORARY RAMP, SPECIAL

TRAFFIC BARRIER TERMINALS

DIAMOND GRINDING AND SURFACE TESTING BRIDGE SECTIONS

SLIPFORM PARAPET

BRIDGE DECK CONSTRUCTION

BRIDGE DECK GROOVING (LONGITUDINAL)

HOT DIP GALVANIZING FOR STRUCTURAL STEEL

BAR SPLICERS, HEADED REINFORCEMENT

AUTOMATED FLAGGER ASSISTANCE DEVICES (BDE)

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

COMPENSABLE DELAY COSTS (BDE)

DISADVANTAGED BUSINESS ENTERPRISE PARTICIPATION (BDE)

EROSION CONTROL BLANKET (BDE)

FUEL COST ADJUSTMENT (BDE)

GUARDRAIL (BDE)

HOT-MIX ASPHALT (BDE)

HOT-MIX ASPHALT – LONGITUDINAL JOINT SEALANT (BDE)

PAVEMENT MARKING (BDE)

PERFORMANCE GRADED ASPHALT BINDER (BDE)

RAILROAD PROTECTIVE LIABILITY INSURANCE (BDE)

SECTION (139BR)B

ii

RAISED REFLECTIVE PAVEMENT MARKERS (BDE)

REMOVAL AND DISPOSAL OF REGULATED SUBSTANCES (BDE)

SEEDING (BDE)

SHORT TERM AND TEMPORARY PAVEMENT MARKINGS (BDE)

SIGN PANELS AND APPURTENANCES (BDE)

SOURCE OF SUPPLY AND QUALITY REQUIREMENTS (BDE)

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)

TRAINING SPECIAL PROVISIONS (BDE)

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

VEHICLE AND EQUIPMENT WARNING LIGHTS (BDE)

WEEKLY DBE TRUCKING REPORTS (BDE)

WORK ZONE TRAFFIC CONTROL DEVICES (BDE)

WORK ZONE WIDTH RESTRICTION (BDE)

WORKING DAYS (BDE)

SECTION (139BR)B

STATE OF ILLINOIS

SPECIAL PROVISIONS

The following Special Provisions supplement the “Standard Specifications for Road and Bridge Construction, Adopted January 1, 2022”, the latest edition of the “Manual on Uniform Traffic Control Devices for Streets and Highways”, and the “Manual of Test Procedures for Materials” in effect on the date of invitation for bids, and the “Supplemental Specifications and Recurring Special Provisions” indicated on the Check Sheet included herein, which apply to and govern the construction of FAP Route 323A (US 36), Project NHPP-AGZF(090), Section (139BR)B, Macon County, Contract No. 74A10, and in case of conflict with any part, or parts, of said Specifications, the said Special Provisions shall take precedence and shall govern.

FAP Route 323A (US 36) Project NHPP-AGZF(090)

Section (139BR)B Macon County

Contract No. 74A10

LOCATION OF PROJECT

This project is located at existing SN 058-0021 that carries US 36 over the Long Creek Tributary, approximately 1.6 miles east of IL 121 in Macon County.

DESCRIPTION OF PROJECT

This project consists of removing and reconstructing SN 058-0021 utilizing staged construction, HMA resurfacing, earthwork, guardrail and traffic barrier terminals, pavement marking, and any other work necessary to complete this section.

TRAFFIC CONTROL PLAN

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

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

Highway Standards:

SECTION (139BR)B

701001 701006 701201 701301 701306 701311 701321 701901 BLR-21

Traffic control standards shall be applied as directed by the Engineer. Suggested applications for each standard or details are as follows:

Standard 701001: This standard shall apply during miscellaneous work which is performed more than 15’ from the edge of the pavement.

Standard 701006: This standard shall apply for any work which is performed within 15’ but not closer than 24” to the edge of the traffic lane.

Standard 701201: This standard shall apply where at any time, any vehicle, equipment, workers, or their activities will encroach in the area between the centerline and a line 24 inches outside the edge of pavement during daytime hours. At no time shall more than one-half of the existing pavement width be closed.

Standard 701301: This standard shall apply when short time work operations are being performed. Typically, such operations are bituminous density testing, application of temporary pavement marking, and survey operations.

Standard 701306: This standard shall apply during milling operations and HMA resurfacing.

Standard 701311: This standard is applicable to pavement marking and raised reflective pavement marker operations for 2-lane, 2-way day only operations.

Standard 701316: This standard is used where, at any time any vehicle, equipment, workers, or their activities will encroach on one lane of a bridge and traffic signals are required.

Standard BLR-21: This standard shall be used to close Esther Avenue. Access to all adjacent entrances must be maintained throughout the construction project at all times. All warning signs shall be 48” with a flashing light, and there shall be two flashing lights on each type III barricade.

Standard 701321: This standard shall apply where, at any time, any vehicle, equipment, workers, or their activities will encroach on one lane of a structure; traffic signals and a positive barrier are required. This standard shall be used for all staged bridge construction on S.N. 058-0141.

Standard 701326: This standard is used where at any time, any vehicle, equipment, workers or their activities will encroach on the pavement during widening operations.

Any additional signs and barricades as shown in the plans shall be included in the cost of Standard 701321, and no additional compensation will be allowed. Blackout tape shall be used to cover the existing centerline in the taper areas as well as other pavement markings and shall be paid for separately. Removal of the blackout tape will be paid for separately.

The cost of furnishing, installing, and maintaining Standard 701321 as detailed in the plans and special provisions shall be paid for as Traffic Control and Protection, Standard 701321, which price shall include all inductor loops, stop bars, temporary pavement marking placement and removal, barricades, drums signs and other items required. Temporary bridge signals and traffic control surveillance will be paid for in accordance with Section 701.

SECTION (139BR)B

During the entire construction period, US 36 shall be kept open to traffic in accordance with the applicable portion of the Standard Specifications during the resurfacing operations. Access to all private entrances shall be maintained during all stages of the work.

Temporary portable bridge traffic signals will not be permitted during the winter, from November 1 to March 15, unless directly wired to a power source.

The Contractor shall ensure that the continual visibility of signs is maintained and not obstructed by vegetation or other obstacles. If at any time signs are in place but not applicable, they shall be turned from the view of motorists or covered as directed by the Engineer. The cost of furnishing, erecting, maintaining, and removing all required signs shall be included in the various traffic control and protection pay items.

During installation of Standard 701321, all signals shall flash red, and flaggers shall be used.

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

Stage I Signs:

WB US 36

• 1 each, just west of the 85TH Street intersection with 1 Mile

• 1 each, just west of the IL 32 intersection with 6 Miles

EB US 36

• 2 each, just west of the S. Airport Road/IL 121 intersection with 2 miles

• 1 each, just east of the Long Creek Road intersection with ½ Mile

NB IL 121

• 1 each, just south of the E. Maryland Street intersection with 2 Miles and a Right Ahead (M5-1R(O)-3018) underneath

SB S. Airport Road

• 1 each, just north of the US 36 intersection with 2 Miles and a Left Ahead (M5-1L(O)- 3018) underneath

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

The signs shall be furnished by the Contractor and shall conform to the dimensions and text as shown on the drawing included herein. When the width displayed on the signs must be changed as determined by the Engineer for the second stage of construction, materials to modify the signs shall be furnished and installed by the Contractor. The Contractor shall be responsible for the maintenance of the barricades and signs during the life of the project. The Contractor shall ensure the continual visibility of these signs is maintained and not obstructed by vegetation or other obstacles. The signs shall be promptly removed when the restriction is no longer in effect.

SECTION (139BR)B

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

SECTION (139BR)B

APPROACH SLAB REMOVAL

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

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

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

APPROACH SLAB REMOVAL.

BORROW AREAS, USE AREAS, AND/OR WASTE AREAS

Effective: November, 2009 Revised: April 3, 2018

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

CHANGEABLE MESSAGE SIGNS

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

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

Two changeable message signs will be required for this project, one for each approach to the project on US 36. The Engineer will determine the exact locations of the changeable message signs.

The changeable message signs shall be in place a minimum of the 14 days directly prior to the commencement of work that requires a lane closure. The Contractor will not be permitted to have any lane closures without the 14 day notice using the changeable message signs, unless approved by the Engineer. Delays caused by failure to provide the required notice shall not be considered justification for a change in the working days allowed on the contract.

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

SECTION (139BR)B

CLASS BS AGGREGATE OPTIMIZATION

For superstructure construction, class BS concrete shall contain a blend of two or more coarse aggregate sizes blended in accordance with Article 1004.02(d). The blended aggregate will consist of CA-7 or CA-11 with CA-13, CA-14, or CA-16. The blended coarse aggregate gradation shall have a minimum of 45% passing the 1/2 in. (12.5 mm) sieve and a maximum of 60% passing the 1/2 in. (12.5 mm) at the discretion of the Engineer.

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

EMBANKMENT

Embankments shall be constructed according to Sections 202, 204, and 205 of the Standard Specifications and as required, or modified, in this special provision.

When embankments are to be constructed on hillsides or existing slopes which are steeper than 3H:1V, steps shall be keyed into the existing slope by stepping and benching as shown in the plans or as directed by the Engineer.

All material proposed for use in embankment construction shall be approved by the Engineer. In addition to the requirements of Section 204, soils exhibiting the following properties shall not be allowed:

Liquid limit (AASHTO T 89) greater than 60.

Soils exhibiting the following properties shall be restricted to the interior of the embankment:

Less than 35% passing the #200 sieve.

Liquid limit (AASHTO T 89) greater than 50 but less than 60.

Plasticity index (AASHTO T 90) less than 12.

These restricted soils shall be encapsulated by a minimum of 2 feet of unrestricted soil as directed by the Engineer. The thickness of encapsulation shall not include topsoil. The Engineer may restrict or prohibit the use of materials other than those identified above, which exhibit potential for significant erosion or excessive volume change.

Where lime modified soil is shown on the plans, materials placed in the top 2 feet of embankments shall have a clay content greater than or equal to 20% over the width of improved subgrade. Clay is defined according to AASHTO M 145. Clay content shall be determined according to AASHTO T 88.

The moisture content of all embankment lifts, including embankment placed adjacent to a structure, shall not exceed 110% of the optimum moisture determined according to AASHTO T 99 (Method C). If the Engineer determines the embankment lifts are unstable after achieving the required density, the Contractor shall reprocess and compact the unstable material as directed by the Engineer. The Engineer may reduce the allowable moisture content to correct or prevent stability problems during embankment construction.

SECTION (139BR)B

When proposed embankment height is greater than 30 ft, any embankment lift shall provide a minimum IBV of 3.0 when tested by the Engineer according to Illinois Testing Procedure 501 or

502. Any embankment lift not providing the minimum required IBV will be removed and replaced, modified and/or re-processed, to provide an IBV of 3.0. The volume of material covered by this requirement includes the entire cross-sectional area of the embankment, greater than 30 ft height, and an additional 250 ft in each direction of the starting and ending station where the embankment height is greater than 30 ft.

This work will not be paid for separately but shall be considered included in the unit prices for Earth Excavation, Borrow, and/or Furnished Excavation as included in the project.

HMA SURFACE REMOVAL

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

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

HOT-MIX ASPHALT SURFACE REMOVAL, VARIABLE DEPTH

This work consists of the removal of the existing HMA surface of the roadway of a variable depth with a self-propelled milling machine in accordance with Section 440 of the Standard Specifications. The depth removed shall provide for a uniform 2” thickness of the proposed HMA surface course as referenced from the proposed profile grades shown in the plans. Mill a minimum of ½” where binder is to be laid on the existing pavement to prevent shoving of the HMA binder course.

The HMA surface removal, variable depth shall be measured in accordance with Article 440.07 as indicated for HMA surface removal.

This work shall be paid for at the contract unit price per SQUARE YARD for HOT MIX ASPHALT SURFACE REMOVAL, VARIABLE DEPTH, which price shall include all material, equipment, and labor necessary to complete the work and the removal of the millings from the project site.

SECTION (139BR)B

LINEAR DELINEATION PANELS

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

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

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

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

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

White 0.303 0.287 0.368 0.353 0.340 0.380 0.274 0.316 40 -

Chromaticity Limits for Fluorescent Orange

Total

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

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

Chromaticity Limits for Fluorescent Yellow x

Y

Y y y

Total Luminance Factor YT (%) Min

Fluor.

Yellow

0.521 0.424 0.557 0.442 0.479 0.520 0.454 0.491 40

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

Permanent. Panels shall be placed on each new or existing concrete parapet wall 6 inches down from the top and shall remain in place after the project has been completed. The panels color

SECTION (139BR)B

shall match the adjacent edge line and placed on the parapet wall spaced at 50-foot centers and centered horizontally These panels shall be used in lieu of the typical reflector markers shown on Standard 635011.

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

REMOVAL AND DISPOSAL OF REGULATED SUBSTANCES

Description. This work shall consist of the removal and disposal of regulated substances according to Section 669 of the Standard Specifications as revised below.

Contract Specific Work Areas. For stationing, the lateral distance is measured from centerline, and the farthest distance is the offset distance or construction limit, whichever is less.

The following contract specific work areas shall be monitored by the environmental firm for soil contamination and workers protection.

ISGS Site 4805-002 – Railroad, 6400-6500 blocks of US 36, unincorporated Long Creek Township (northwest and northeast corners of US 36 and Esther Avenue), Long Creek, Macon County

• Station 184+25 to Station 186+60 (CL US 36), 0 to 50 feet LT. The Engineer has determined this material meets the criteria of and shall be managed in accordance with Article 669.05(a)(1). Contaminants of concern sampling parameters: Lead. See soil borings 4805-002-B09 and 4805-002-B10

• Station 186+60 to Station 187+00 (CL US 36), 0 to 60 feet LT. The Engineer has determined this material meets the criteria of and shall be managed in accordance with Article 669.05(c). Contaminants of concern sampling parameters: Iron and manganese.

See soil borings 4805-002-B11

• Station 187+00 to Station 187+70 (CL US 36), 50 feet LT to 35 feet RT. The Engineer has determined this material meets the criteria of and shall be managed in accordance with Article 669.05(a)(5). Contaminants of concern sampling parameters: Arsenic, chromium, lead, and manganese. See soil borings 4805-002-B06

• Station 187+70 to Station 188+65 (CL US 36), 0 to 60 feet LT. The Engineer has determined this material meets the criteria of and shall be managed in accordance with Article 669.05(c). Contaminants of concern sampling parameters: Iron and manganese.

See soil borings 4805-003-B12

• Station 185+80 to Station 187+00 (CL US 36), 0 to 35 feet RT. The Engineer has determined this material meets the criteria of and shall be managed in accordance with Article 669.05(c). Contaminants of concern sampling parameters: Iron and manganese.

See soil boring 4805-002-B03

• Station 187+70 to Station 188+85 (CL US 36), 0 to 70 feet RT. The Engineer has determined this material meets the criteria of and shall be managed in accordance with Article 669.05(a)(5). Contaminants of concern sampling parameters: Bromomethane, arsenic, chromium, lead, and manganese. See soil boring 4805-002-B06 and 4805-002- B07

• Station 188+85 to Station 190+00 (CL US 36), 0 to 50 feet RT. The Engineer has determined this material meets the criteria of and shall be managed in accordance with

SECTION (139BR)B

Article 669.05(c). Contaminants of concern sampling parameters: Iron and manganese.

See soil boring 4805-002-B08

Work Zones: Three distinct OSHA HAZWOPER work zones (exclusion, decontamination, and support) shall apply to projects adjacent to or within sites with documented leaking underground storage tank (LUST) incidents or sites under management in accordance with the requirements of the Site Remediation Program (SRP); Resource Conservation and Recovery Act (RCRA);

Comprehensive Environmental Response, Compensation and Liability Act (CERCLA); or as deemed necessary. For this project, the work zones apply for the following ISGS PESA Sites:

None

Additional information on the contract specific work areas listed above collected during the regulated substances due-diligence process is available through the District’s Environmental Studies Unit (DESU).

START AND COMPLETION DATES

The Contractor shall not place temporary concrete barrier before March 15, 2027. The Contractor shall complete all contract items for stage 2 construction and safely open US 36 by December 1, 2027. Article 108.09 of the Standard Specifications, Failure to Complete the Work on Time, shall apply to the number of working days.

STATUS OF UTILITIES TO BE ADJUSTED

The following utilities are involved in this project.

Name/Address of Utility Company Type Location of conflict Est. Date of

Relocation

Ameren Electric Att: Heath Zuber Email:

Hzuber@ameren.com Phone: 618-567-3451 Electric Contact Info Only Ameren Gas Att: Blake Jones Email:

Bjones@ameren.com Phone: 217-358-9161 Gas Rt. 185+46 to Rt. 188+77

Prior to Construction

Frontier Communications Att: Chris Hilliard Email:

Chris.D.Hilliard@ftr.com Phone: 618-499-4959 Fiber

No Conflict. Fiber East of Esther Contact Info Only

SECTION (139BR)B

Long Creek Township Water Att: Brad Pasley Email:

lcwatersupt@gmail.com Phone: 217-864-5656(O) Water Rt. 185-00 to Rt. 188+77

Prior to Construction

The above represents the best information of the Department and is only included for the convenience of the bidder. The applicable provisions of Section 102 and Articles 105.07, 107.20, 107.31, and 108.02 of the Standard Specifications for Road and Bridge Construction shall apply.

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

STEEL PLATE BEAM GUARDRAIL SHORT RADIUS

This work consists of furnishing and erecting steel plate beam guardrail, type A and posts as shown in the plans. This work shall be performed as specified in Section 630 of the Standard Specifications and as detailed on the plans.

The guardrail shall be fabricated and constructed to the radius and length shown on the plans.

The Contractor shall verify all dimensions and modifications in the field prior to ordering materials.

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

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

GUARDRAIL (SHORT RADIUS).

TEMPORARY RAMP, SPECIAL

Temporary ramps shall be constructed using hot-mix asphalt along entrances and side roads as determined by the Engineer. Temporary ramps will be required after the HMA surface removal operation has been performed and any subsequent HMA resurfacing operation that results in an elevation difference greater than 1 ½”. The ramps shall be placed immediately upon completion of the removal operation or initial lift of HMA and removed just prior to the next resurfacing operation. The width of the ramps shall be 2 feet.

This work will be paid for at the contract unit price per SQUARE YARD for TEMPORARY RAMP, SPECIAL.

SECTION (139BR)B

TRAFFIC BARRIER TERMINALS

Holes required for attaching traffic barrier terminals to structures shall be formed or cored. Drilled holes will not be permitted.

SECTION (139BR)B

DIAMOND GRINDING AND SURFACE TESTING BRIDGE SECTIONS

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

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

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

Equipment. Equipment shall be according to the following.

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

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

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

CONSTRUCTION REQUIREMENTS

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

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

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

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

SECTION (139BR)B

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

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

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

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

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

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

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

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

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

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

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

SECTION (139BR)B

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

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

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

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

SECTION (139BR)B

Instructions for Completing Bridge Deck Smoothness Assessment Summary ALR

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

Report Type:

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

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

Final – All smoothness grinding has been completed.

Other information:

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

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

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

Begin ALR Section 1 – beginning station of ALR finding

End ALR Section 1 – end station of ALR finding

Distance – End ALR minus the Begin ALR station number

MRI – The value of the ALR at that location.

SECTION (139BR)B

SECTION (139BR)B

SLIPFORM PARAPET

Effective: June 1, 2007 Revised: April 15, 2022

The following shall be added to the end of Article 503.16(b) of the Standard Specifications.

(3) Slipforming parapets. Unless otherwise prohibited herein or on the plans, at the option of the

Contractor, concrete parapets on bridge decks may be constructed by slipforming in lieu of the conventional forming methods. Slipforming will not be permitted for curved parapets on a radius of 1500 ft (457 m) or less.

The slipform machine shall be self-propelled and have automatic horizontal and vertical grade control. For 34 in. (864 mm) and 39 in. (991 mm) tall parapets the machine shall be equipped with a minimum of four (4) vibrators. For 42 in. (1.067 m) and 44 in. (1.118 m) tall parapets the machine shall be equipped with a minimum of five (5) vibrators. The equipment shall be approved by the Engineer before use.

If the Contractor wishes to use the slipform parapet option for 42 in. (1.067 m) or 44 in. (1.118

m) tall parapets he/she shall construct an acceptable test section in a temporary location to demonstrate his/her ability to construct the parapets without defect. The test section shall be constructed under similar anticipated weather conditions, using the same means and methods, equipment, equipment vibrator settings, travel speed, operator, concrete plant, concrete mix design, and slump as proposed for the permanent slipform parapets.

The test section shall be at least 30 feet (9 meters) in length and shall be of the same cross section shown on the plans. The contractor shall place all of the reinforcement embedded in the parapet as shown on the plans. Upon completion of the test section, the Contractor shall saw cut the test section into 2 ft (600 mm) segments and separate the segments for inspection by the Engineer. Test sections containing segments showing voids adjacent to a reinforcement bar, 1/4 square inch (160 square millimeters) or more in area and extending along the reinforcement bar into the section, or showing excessive voids not adjacent to reinforcement bars 1/4 square inch (160 square millimeters) or more in area, or showing cracking extending through a segment, shall be considered unacceptable.

The test section shall demonstrate to the satisfaction of the Engineer that the Contractor can slipform the parapets on this project without defects. The acceptance of the test section does not constitute acceptance of the slipform parapets in place.

The concrete mix design may combine two or more coarse aggregate sizes, consisting of CA- 7, CA-11, CA-13, CA-14, and CA-16, provided a CA-7 or CA-11 is included in the blend in a proportion approved by the Engineer.

The slipform machine travel speed shall not exceed the lesser of 3 ft (0.9 m) per minute, or the speed used to construct the acceptable test section. Any time the speed of the machine drops below 0.5 ft (150 mm) per minute will be considered a stoppage of the slipforming operation, portions of parapet placed with three or more intermittent stoppages within any 15 ft (4.6 m) length will be rejected. The contractor shall schedule concrete delivery to maintain a uniform delivery rate of concrete into the slipform machine. If delivery of concrete from the

SECTION (139BR)B

truck into the slipforming machine is interrupted by more than 15 minutes, the portion of the wall within the limits of the slipform machine will be rejected.

If the Contractor elects to slipform, the parapet cross-sectional area and reinforcement bar clearances shall be revised according to the details for the Concrete Parapet Slipforming Option. In addition, if embedded conduit(s) are detailed, then the contractor shall utilize the alternate reinforcement as detailed.

The use of cast-in-place anchorage devices for attaching appurtenances and/or railings to the parapets will not be allowed in conjunction with slipforming of parapets. Alternate means for making these attachments shall be as detailed on the plans or as approved by the Engineer.

All reinforcement bar intersections within the parapet cross section shall be 100 percent tied utilizing saddle ties, wrap and saddle ties, or figure eight ties to maintain rigidity during concrete placement. At pre-planned sawcut joints in the parapet, Glass Fiber Reinforced Polymer (GFRP) reinforcement shall be used to maintain the rigidity of the reinforcement cage across the proposed joints as detailed for the Concrete Parapet Slipforming Option.

Glass Fiber Reinforced Polymer (GFRP) reinforcement shall be subject to approval by the Engineer. Other non-ferrous reinforcement may be proposed for use but shall be subject to approval by the Engineer. GFRP reinforcement shall be tied the same as stated in the previous paragraph.

The Contractor may propose supplemental reinforcement for stiffening to prevent movement of the reinforcement cage and/or for conduit support subject to approval by the Engineer.

Clearances for these bars shall be the same as shown for the required bars and these bars shall be epoxy coated. If the additional reinforcement is used, it shall be at no additional cost to the Department.

For projects with plan details specifying parapet joints spaced greater than 20 ft (6 m) apart, additional sawcut joints, spaced between 10 ft (3 m) and 20 ft (6 m), shall be placed as directed by the Engineer. The horizontal reinforcement extending through the proposed joints shall be precut to provide a minimum of 4 in. (100 mm) gap, centered over the joint, between rebar ends. The ends of the reinforcement shall be repaired according to Article 508.04.

After the slipform machine has been set to proper grade and prior to concrete placement, the clearance between the slipform machine inside faces and reinforcement bars shall be checked during a dry run by the Contractor in the presence of the Engineer. The dry run shall not begin until the entire reinforcing cage has been tied and the Engineer has verified and approved the placement and tying of the reinforcing bars. Any reinforcement bars found to be out of place by more than ½ in. (13 mm), or any dimensions between bars differing from the plans by more than ½ in. (13 mm) shall be re-tied to the plan dimensions.

During the dry run and in the presence of the Engineer, the Contractor shall check the clearance of the reinforcement bars from the inside faces of the slipform mold. In all locations, the Contractor shall ensure the reinforcement bars have the minimum cover distance shown on the plans. This dry run check shall be made for the full distance that is anticipated to be placed in the subsequent pour. Reinforcement bars found to have less than the minimum

SECTION (139BR)B

clearance shall be adjusted, and the dry run will be performed again, at least in any locations that have been readjusted.

For parapets adjacent to the watertable, the contractor shall, for the duration of the construction and curing of the parapet, provide and maintain an inspection platform along the back face of the parapet. The inspection platform shall be rigidly attached to the bridge superstructure and be of such design to allow ready movement of inspection personnel along the entire length of the bridge.

The aluminum cracker plates as detailed in the plans shall be securely tied in place and shall be coated or otherwise treated to minimize their potential reaction with wet concrete. In lieu of chamfer strips at horizontal and vertical edges, radii may be used. Prior to slipforming, the Contractor shall verify proper operation of the vibrators using a mechanical measuring device subject to approval by the Engineer.

The top portion of the joint shall be sawcut as shown in the details for the Concrete Parapet Slipforming Option. Sawing of the joints shall commence as soon as the concrete has hardened sufficiently to permit sawing without excessive raveling. All joints shall be sawed to the full thickness before uncontrolled shrinkage cracking takes place, but no later than 8 hours after concrete placement. The sawcut shall be approximately 3/8 in. (10 mm) wide and shall be performed with a power circular concrete saw. The joints shall be sealed with an approved polyurethane sealant, conforming to ASTM C 920, Type S, Grade NS, Class 25, Use T, to a minimum depth of 1/2 in. (12 mm), with surface preparation and installation according to the manufacturer’s written instructions. Cork, hemp, or other compressible material may be used as a backer. The sawcut will not require chamfered edges.

Ends of the parapet shall be formed and the forms securely braced. When slipforming of parapets with cross sectional discontinuities such as light standards, junction boxes or other embedded appurtenances except for name plates, is allowed, the parapet shall be formed for a minimum distance of 4 ft (1.2 m) on each side of the discontinuity.

For acceptance and rejection purposes a parapet section shall be defined as the length of parapet between adjacent vertical parapet joints.

The maximum variance of actual to proposed longitudinal alignment shall not exceed ±3/4 in.

(20 mm) with no more than 1/4 inch in 10 ft (6 mm in 3 m). Notwithstanding this tolerance, abrupt variance in actual alignment of 1/2 inch in 10 ft (13 mm in 3 m) will be cause for rejection of the parapet section.

In addition, all surfaces shall be checked with a 10 ft (3 m) straight edge furnished and used by the Contractor as the concrete is extruded from the slipform mold. Continued variations in the barrier surface exceeding 1/4 in. in 10 ft (6 mm in 3 m) will not be permitted and remedial action shall immediately be taken to correct the problem.

The use of equipment or methods which result in dimensions outside the tolerance limits shall be discontinued. Parapet sections having dimensions outside the tolerance limits will be rejected.

Any visible indication that less than specified cover of concrete over the reinforcing bars has been obtained, or of any cracking, tearing, or honeycombing of the plastic concrete, or any

SECTION (139BR)B

location showing diagonal or horizontal cracking will be cause for rejection of the parapet section in which they are found.

The vertical surfaces at the base of the barrier within 3 in. (75 mm) of the deck surface shall be trowelled true after passage of the slipform machine. Hand finishing of minor sporadic surface defects may be allowed at the discretion of the Engineer.