ildot 74433.104.pdf

Letting November 6, 2026

Notice to Bidders, Specifications and Proposal

Contract No. 74433 CLARK County Section (FX-VBR)B-1 Route FAP 332 Project NHPP-MPHV(442) 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.

November 6, 2026 at which time the bids will be publicly opened from the iCX SecureVault.

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

Invitation for Bids as:

Contract No. 74433 CLARK County Section (FX-VBR)B-1 Project NHPP-MPHV(442) Route FAP 332 District 7 Construction Funds

Replacement of SN 012-0014 carrying IL 1 over the CSX Railroad, 0.5 miles north of US 40.

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 332 (IL 1)

PROJECT NHPP-MPHV(442)

SECTION (FX-VBR)B-1

CLARK COUNTY

CONTRACT NO. 74433

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 (FX-VBR)B-1

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 Station Numbers in Pavements or Overlays

SECTION (FX-VBR)B-1

i

TABLE OF CONTENTS

LOCATION OF PROJECT

DESCRIPTION OF PROJECT

TRAFFIC CONTROL PLAN

TRAFFIC CONTROL AND PROTECTION, (SPECIAL)

APPROACH SLAB REMOVAL

BORROW AREAS, USE AREAS, AND/OR WASTE AREAS

BRIDGE APPROACH SHOULDER REMOVAL

CHANGEABLE MESSAGE SIGNS

CLASS BS AGGREGATE OPTIMIZATION

EMBANKMENT

GUARDRAIL REMOVAL

LINEAR DELINEATION PANELS

PAVEMENT BREAKING

PROTECTING OR RESETTING SURVEY MARKERS

REMOVAL AND DISPOSAL OF REGULATED SUBSTANCES

REMOVE EXISTING FLARED END SECTION

REMOVE RIGHT-OF-WAY MARKERS

STATUS OF UTILITIES TO BE ADJUSTED

SURFACE REMOVAL, VARIABLE DEPTH (SPECIAL)

TEMPORARY PAVEMENT REMOVAL

TEMPORARY RAISED PAVEMENT MARKER

TRAFFIC BARRIER TERMINALS

SLIPFORM PARAPET

AGGREGATE COLUMN GROUND IMPROVEMENT

BRIDGE DECK CONSTRUCTION

DRILLED SHAFTS

CROSSHOLE SONIC LOGGING TESTING OF DRILLED SHAFTS

ERECTION OF BRIDGE GIRDERS OVER OR ADJACENT TO RAILROADS

BAR SPLICERS, HEADED REINFORCEMENT

BITUMINOUS MATERIALS COST ADJUSTMENTS (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)

SECTION (FX-VBR)B-1

ii

GUARDRAIL (BDE)

HOT-MIX ASPHALT (BDE)

HOT-MIX ASPHALT – LONGITUDINAL JOINT SEALANT (BDE)

MECHANICALLY STABILIZED EARTH RETAINING WALLS (BDE)

PAVEMENT MARKING (BDE)

PERFORMANCE GRADED ASPHALT BINDER (BDE)

PREFORMED PLASTIC PAVEMENT MARKING (BDE)

RAILROAD PROTECTIVE LIABILITY INSURANCE (BDE)

CSX RAILROAD DOCUMENTS (INFORMATION ONLY)

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)

SLOPE WALL (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)

PROJECT LABOR AGREEMENT

STORM WATER POLLUTION PREVENTION PLAN

SECTION (FX-VBR)B-1

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 332 (IL 1), Project NHPP-MPHV(442), Section (FX-VBR)B-1, Clark County, Contract No. 74433, 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 332 (IL 1) Project NHPP-MPHV(442)

Section (FX-VBR)B-1 Clark County

Contract No. 74433

LOCATION OF PROJECT

This project is located on IL 1 over the CSX Railroad, 0.5 miles north of US 40, in Clark County

DESCRIPTION OF PROJECT

This project consists of a complete structure replacement, new approaches with vertical and horizontal alignment changes, MSE retaining wall, tree removal, earth and furnished excavation, special waste removal, pavement removal and breaking, full depth HMA pavement, HMA and aggregate shoulders, PCC sidewalk shared use path, combination curb and gutter, guardrail, ROW markers, and other work necessary to complete the section.

SECTION (FX-VBR)B-1

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 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 Recurring Special Provisions relating to traffic control:

Highway Standards:

701001 701006 701011 701201 701301 701306 701311 701326 701901

All roadways shall be kept open at all times except when actual construction operations require closing a portion of the roadway. At no time shall more than one-half of the existing pavement width be closed. Two-way traffic shall be provided during non-working hours

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

Traffic Control and Protection, Standard 701001: This standard is used for any operations more than 15 feet away from the edge of pavement such as tree removal, fence removal, temporary erosion control items, etc.

Traffic Control and Protection, Standard 701006: This standard is used for any operations 15 feet to 2 feet away from the edge of pavement such as pipe culvert removal, temporary erosion control, seeding, etc.

Traffic Control and Protection, Standard 701201: This standard is used where any vehicle, equipment, workers, or their activities will require a lane closure for work to be completed between the centerline and 2 feet away from the edge of pavement such as paved shoulder removal and base course widening.

Traffic Control and Protection, Standard 701301: This standard is used where any vehicle, equipment, workers, or their activities will require a short-term traffic control/lane closure for operations lasting less than 60 minutes

Traffic Control and Protection, Standard 701306: This standard is used for milling, resurfacing, and shoulder operations.

Traffic Control and Protection, Standard 701311: This standard is used for pavement marking operations.

Traffic Control and Protection, Standard 701326: This standard is used for any operations where a lane closure will be utilized while all work is completed from the shoulder without encroaching on the edge of pavement such as combination curb and gutter.

SECTION (FX-VBR)B-1

Traffic Control and Protection, Standard 701901: This standard shows details and dimensions for traffic control devices such as cones, markers, panels, drums, barricades, signs, arrow boards, temporary rumble strips, and road closure applications.

TRAFFIC CONTROL AND PROTECTION, (SPECIAL)

IL 1 shall maintain two lanes of traffic throughout the course of staged construction of proposed SN 012-0074. The traffic control shall conform to the traffic control & protection, (special) details shown in the plans for each stage of construction of SN 012-0074.

This work will be paid for at the contract unit price per EACH for TRAFFIC CONTROL AND PROTECTION, (SPECIAL) for each stage of construction of proposed SN 012-0074.

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

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.

BRIDGE APPROACH SHOULDER REMOVAL

Removal of the bridge approach shoulders shall be according to Section 440 of the Standard Specifications. This work will be paid for at the contract unit price per SQUARE YARD for BRIDGE

APPROACH SHOULDER REMOVAL.

SECTION (FX-VBR)B-1

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 IL 1. The Engineer will determine the exact locations of the changeable message signs.

The changeable message signs shall be in place a minimum of 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.

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.

SECTION (FX-VBR)B-1

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.

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.

GUARDRAIL REMOVAL

All removed rail elements, posts, blockouts, bolts, etc. shall be removed without damage and transported to the operations yard in Marshall.

SECTION (FX-VBR)B-1

LINEAR DELINEATION PANELS

February 15, 2012

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

General.

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 and have a spacing of 28 inches apart and 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.

SECTION (FX-VBR)B-1

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 shall match the adjacent edge line, 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.

PAVEMENT BREAKING

This work shall consist of breaking the existing pavement and shoulder as shown in the plans before constructing the proposed pavement or shoulders. Pavement breaking shall be performed according to Article 205.03(b)(1) of the Standard Specifications.

This work will be measured for payment in place and paid for at the contract unit price per SQUARE YARD for PAVEMENT BREAKING.

PROTECTING OR RESETTING SURVEY MARKERS

Description. This work shall consist of protecting or resetting existing survey markers and existing survey marker vaults at the locations shown on the plans and as described in Section 105.09 and

107.20 of the Standard Specifications. Survey markers may consist of property corners, section corners, subsection corners, or existing permanent survey markers.

Construction Requirements. Existing survey markers that have the potential to be impacted as part of construction operations are listed in the plans. If any additional survey markers are discovered in the field, the Contractor shall notify the Engineer so they can be documented by District 7 Surveys prior to being removed. The Contractor shall give the Engineer seven days notice prior to the disturbance or removal of any marker. Existing survey marker vaults to remain in place shall be adjusted, so the cover is ¼” below the final pavement elevation.

Property Corners, Section Corners, and Subsection Corners. For those to be reset outside the paved surface, a 5/8 inch diameter by minimum 30 inch long reinforcement bar and a cap shall be installed. Section corners and subsection corners shall use a 1 7/8 inch diameter corrosion-resistant aluminum survey cap of a design compatible with the reinforcement bar for a solid, tight fit after installation. Property corners shall use a plastic survey cap.

For those to be reset within the paved surface, a type 1 survey marker shall be installed in accordance with Section 667 of the Standard Specifications and as shown on Standard 667101.

At locations where an existing survey marker vault and cover assembly is to be removed, the open void left over the existing survey point located in the vault shall be filled with cold mix HMA, with the original survey point and surrounding PVC sleeve (if one exists) to remain. Once paving operations are completed, a new type I survey marker shall be placed on the surface over the

SECTION (FX-VBR)B-1

original survey point, in accordance with Section 667 of the Standard Specifications and as shown on Standard 667101. In the event that paving operations will affect the original survey point and provisions are not specified in the plans, the Engineer will coordinate with the District 7 Chief of Surveys prior to work being performed to determine the appropriate work needed.

Upon completion of the final surface, the Engineer shall contact the District 7 Chief of Surveys to mark the locations of the survey markers that were disturbed during construction. The Contractor will be responsible for providing the traffic control necessary for district survey personnel to lay out the affected survey markers and setting the new survey marker.

Permanent Survey Markers. Permanent survey markers to be reset shall be in accordance with Section 667 of the Standard Specifications and as shown on Standard 667101.

Basis of Payment. The cost incurred by the Contractor to provide the traffic control required for District 7’s survey personnel to lay out any disturbed survey markers as part of construction operations shall be considered as included in the contract unit bid prices for the various items of work involved, and no additional compensation will be allowed.

The work for protecting or resetting survey markers as well as furnishing any new type 1 survey markers needed at these locations will be paid for at the contract unit price per EACH for

PROTECTING OR RESETTING SURVEY MARKERS.

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. The excavated soil and groundwater within the work areas listed below shall be managed as either “uncontaminated soil”, hazardous waste, special waste, or non-special waste. For stationing, the lateral distance is measured from centerline, and the farthest distance is the offset distance or construction limit, whichever is less.

Site 3659-4 Agricultural Land – 1700 Block of IL Rt. 1, Marshall, Clark County

• Station 1175+00 to Station 1176+50, 48 to 63 feet RT. 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 include: SVOCs, chromium, iron and pH.

Site 3659-5 Commercial Building and Agricultural Land – 1701 IL Rt. 1, Marshall, Clark County

• Station 1169+00 to Station 1176+00, 2 to 52 feet LT. 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 include: SVOCs, iron, lead and chromium.

• Station 1169+00 to Station 1176+00, 23 to 49 feet LT. The Engineer has determined this material meets the criteria of and shall be managed in accordance with Article

SECTION (FX-VBR)B-1

• Station 1176+00 to Station 1180+00, 55 to 71 feet LT. The Engineer has determined this material meets the criteria of and shall be managed in accordance with Article

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:

PESA Site 2659-5 (Commercial Building and Agricultural Land).

Additional information on the above sites collected during the phase I engineering process is available through the District’s Environmental Studies Unit (DESU).

REMOVE EXISTING FLARED END SECTION

This work consists of the removal of existing flared end sections at locations shown on the plans.

Removal shall include the entire end section, including buried portions. Work shall be in accordance with Article 440. Disposal shall be in accordance with Article 440.06.

This work will be paid for at the contract unit price per EACH for REMOVE EXISTING FLARED

END SECTION.

REMOVE RIGHT-OF-WAY MARKERS

This work shall consist of the complete removal of the existing right-of-way markers as shown in the plans. Right-of-way marker removal shall be performed in accordance with Art. 201.01(a) of the Standard Specifications.

This work will be measured and paid for at the contract unit price per EACH for REMOVE RIGHT-

OF-WAY MARKERS

SECTION (FX-VBR)B-1

STATUS OF UTILITIES TO BE ADJUSTED

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

Name/Address of Utility Company Type Location of Conflict Est. Date of Relocation

CMS-DoIt Att: Steve Creasey Email: Steve.Creasey@illinois.gov Phone: 217-299-9312(Cell) Fiber

Markers or handholes located between Lt. Sta. 1158+20 to Lt. Sta. 1170+00

Prior to Construction

Frontier Communications Att: Brian Vangundy Email: Brian.Vangundy@ftr.com Phone: 618-395-6189 Fiber

Aerial poles:

Lt. Sta 1158+20 to Lt. Station 1161+00

Marker @ Lt. Station 1161+00

Prior to Construction

City of Marshall Att: Cory Sheehy Public Works Director Email: Csheehy@marshall-il.com Phone: 217-826-8087(Office) or 217- 822-8082(Cell)

Electric Gas Water

Aerial Power Poles:

Lt. Station 1158+20 to Lt.

1180+00

Prior to Construction

Mediacom Att: James Stone Email: jstone@mediacomcc.com Phone: 845-587-2492(Cell) Cable/Fiber

Aerial lines on Power Poles Lt. Station 1158+20 to 1180+00

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.

SECTION (FX-VBR)B-1

SURFACE REMOVAL, VARIABLE DEPTH (SPECIAL)

This work shall consist of the removal of the HMA or PCC surfaces of the existing mainline pavement and shoulders in preparation for subsequent resurfacing. The extent of the milling shall be such as to obtain the proposed mainline and shoulder cross slopes and depths to obtain at minimum of a 1 1/2'” surface lift across both the proposed mainline pavement and shoulders. The material types of the milling will be indicated on the plans. The milling depth shall vary as shown on the plans.

This work will be paid for at the contract unit price per SQUARE YARD for SURFACE REMOVAL, VARIABLE DEPTH (SPECIAL).

TEMPORARY PAVEMENT REMOVAL

This work shall consist of the complete removal, as shown in the plans, of the HMA base course 10 1/2" used as temporary pavement for traffic during stage 2 construction. Temporary pavement removal shall be performed in accordance with Section 440 of the Standard Specifications.

This work will be measured for payment in place and paid for at the contract unit price per SQUARE YARD for TEMPORARY PAVEMENT REMOVAL.

TEMPORARY RAISED PAVEMENT MARKER

Description. This work shall consist of furnishing, installing, and removing solar powered temporary raised pavement markers within lane tapers, as shown on the plans and as directed by the Engineer. The markers shall be surface mounted and installed in accordance with Article 781.03(b) of the Standard Specifications.

The temporary raised pavement markers shall be solar-rechargeable LED illuminated for night or fog use. The markers shall meet the FHWA requirements for temporary raised pavement marker, as specified in Publication Number FHWA-RD-97-152. Daytime visibility shall be a minimum of 400 feet, and nighttime visibility a minimum of 900 feet. Approximate size shall be 5” x 5” x 0.17”.

Operating temperature shall be from -10 °F to 140 °F.

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

RAISED PAVEMENT MARKER.

TRAFFIC BARRIER TERMINALS

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

SECTION (FX-VBR)B-1

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 (FX-VBR)B-1

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 (FX-VBR)B-1

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 (FX-VBR)B-1

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. All surfaces of the parapet except the top shall receive a final vertical broom finish. Any deformations or bulges remaining after the initial set shall be removed by grinding after the concrete has hardened.

Slipformed parapets shall be wet cured according to either Article 1020.13(a)(3) or Article 1020.13(a)(5). For either method, the concrete surface shall be covered within 30 minutes after it has been finished. The cotton mat or burlap covering shall be held in place with brackets or another method approved by the Engineer. The Contractor shall have the option, during the period from April 16 through October 31, to delay the start of wet curing by applying a linseed oil emulsion curing compound. Exercising this option waives the requirement for protective coat according to Article 503.19. The linseed oil emulsion shall be according to Article 1022.01 and shall be applied according to Articles 1020.13 Notes-General 8/ and 1020.13(a)(4). The delay for wet curing shall not exceed 3 hours after application of the linseed oil emulsion.

A maximum of three random 4 in. (100 mm) diameter cores per 100 ft (30 m) of parapet shall be taken as directed by the Engineer, but no less than two random cores shall be taken for each parapet pour. At least one core shall be located to intercept a horizontal bar in the upper half of the parapet. Unless otherwise directed by the Engineer, coring shall be accomplished within 48 hours following each parapet pour. Separate parapets poured on the same date shall be considered separate pours. Random cores will not be measured for payment.

The Engineer will mark additional locations for cores where, in the sole opinion of the Engineer, the quality of the slipformed parapet is suspect.

The Engineer or his/her representative will be responsible for evaluation the cores. Any cores 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, shall be considered unacceptable and the parapet section from which it was taken will be rejected. Parapets with less than 1½ inches of concrete cover over the reinforcement shall be rejected.

Rejected parapet sections shall be removed and replaced for the full depth cross-section of the parapet except that concrete cover between 1 inch and 1½ inches may be open to remedial action subject to the approval of the Engineer. Such action could entail up to and including removal and replacement.

The minimum length of parapet removed and replaced shall be 3 ft (1 m). Cores may be required to determine the longitudinal extent of removal and replacement if it can not be determined and agreed upon by other means (i.e. visual, sounding, non-destructive testing, etc.).

Any parapet section with more than one half of its length rejected or with remaining segments less than 10 ft (3 m) in length shall be removed and replaced in its entirety.

SECTION (FX-VBR)B-1

If reinforcement bars are damaged during the removal and replacement, additional removal and replacement shall be done, as necessary, to ensure minimum splice length of replacement bars. Any damage to epoxy coating of bars shall be repaired according to Article 508.04.

All remaining core holes will be filled with a non-shrink grout meeting the requirements of Section 1024.

Basis of Payment. When the Contractor, at his/her option, constructs the parapet using slipforming methods, no adjustment in the quantities for Concrete Superstructures and Reinforcement Bars, Epoxy Coated to accommodate this option will be allowed. Compensation under the contract bid items for Concrete Superstructures and Reinforcement Bars, Epoxy Coated shall cover the cost of all work required for the construction of the parapet and any test section(s) required, and for any additional costs of work or materials associated with slipforming methods.

AGGREGATE COLUMN GROUND IMPROVEMENT

Effective: January 15, 2009 Revised: October 15, 2011

Description. This work shall consist of furnishing design calculations, shop drawings, materials, and labor necessary to construct aggregate column ground improvements, over the approximate horizontal limits below the footing, wall, or embankment as specified on the contract plans, or as modified by the Contractor’s approved design.

Submittals. No later than thirty (30) days prior to beginning work, the Contractor shall submit to the Engineer for approval the following information:

(a) Evidence of the selected subcontractor’s successful installation of their aggregate column system on five projects under similar site conditions using the same installation technique.

The documentation to be submitted shall include a description of the project, aggregate column installation technique, soil conditions and name and phone number of contracting authority.

(b) Evidence that the proposed project superintendent for the ground improvement installation has a minimum of three years of method specific experience.

(c) Shop Drawings sealed by an Illinois Licensed Professional Engineer showing aggregate column horizontal limits, locations, pattern, spacing, diameters, top and bottom elevations, and identification numbers. If an aggregate drainage layer is specified on the plans or a working platform proposed by the Contractor, the thickness, aggregate gradation, and plan dimensions shall be shown in addition to any other details needed to describe the work.

(d) A description of the equipment, installation technique and construction procedures to be used, including a plan to address any water or spoils.

(e) The source and gradation of the aggregate proposed for the aggregate columns.

SECTION (FX-VBR)B-1

(f) Design computations, sealed by an Illinois Licensed Professional Engineer, demonstrating the proposed ground improvement plan satisfies the minimum global stability, settlement, and bearing capacity performance requirements stated in the Contract Plans and those contained in this Special Provision.

(g) The proposed verification program methods to monitor and verify the aggregate column installation is satisfying the design and performance requirements. Also required is a sample of the daily report form to be used by the Contractor to documents the adequacy of that day’s work.

Materials. The aggregate used in the columns shall be Class A quality crushed stone or crushed concrete satisfying the requirements of Section 1004 of the standard specifications. The aggregate for any drainage layer specified in the plans shall be a combination of one or more of the following gradations, FA1, FA2, CA5, CA7, CA8, CA11, or CA13 thru 15, according to Sections 1003 and 1004 of the Standard Specifications. Any fine or coarse aggregate requested by the Contractor to be used as either a drainage layer or working platform shall be approved by the Engineer.

Design Criteria. The subcontractor selected shall provide an aggregate column ground improvement plan with shop drawings, and design computations,…