ildot 74856-064.pdf

Letting July 31, 2026

Notice to Bidders, Specifications and Proposal

Contract No. 74856 MACON County Section (139X-2HB)B Route FAP 320 Project BR-12MV(736) 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.

July 31, 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. 74856 MACON County Section (139X-2HB)B Project BR-12MV(736) Route FAP 320 District 7 Construction Funds

Bridge replacement on US 36/IL 121 over Lake Shore Drive in Decatur. (SN 058-0019)

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 320 (US 36/IL 121)

PROJECT BR-12MV(736)

SECTION (139X-2HB)B

MACON COUNTY

CONTRACT NO. 74856

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 (139X-2HB)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 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 X 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 (139X-2HB)B

i

TABLE OF CONTENTS

LOCATION OF PROJECT

DESCRIPTION OF PROJECT

TRAFFIC CONTROL AND PROTECTION STANDARD 701431 (SPECIAL)

WIDTH RESTRICTIONS

ADA CURB RAMPS

BORROW AREAS, USE AREAS, AND/OR WASTE AREAS

CONCRETE MEDIAN, TYPE SB (DOWELLED)

CONCRETE MEDIAN, TYPE SB (SPECIAL)

LINEAR DELINEATION PANELS

MANHOLES TO BE RECONSTRUCTED (SPECIAL)

REMOVAL AND DISPOSAL OF REGULATED SUBSTANCES

REMOVE AND RELOCATE LIGHTING SYSTEM

SAWCUTS

STATUS OF UTILITIES

STORM SEWER CONNECTIONS

DIAMOND GRINDING AND SURFACE TESTING BRIDGE SECTIONS

BRIDGE DECK CONSTRUCTION

BRIDGE DECK GROOVING (LONGITUDINAL)

PREFORMED PAVEMENT JOINT SEAL

BAR SPLICERS, HEADED REINFORCEMENT

AGGREGATE SUBGRADE IMPROVEMENT (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)

LONGITUDINAL TINING (BDE)

PAVEMENT MARKING (BDE)

PREFORMED PLASTIC PAVEMENT MARKING (BDE)

RAILROAD PROTECTIVE LIABILITY INSURANCE (BDE)

REMOVAL AND DISPOSAL OF REGULATED SUBSTANCES (BDE)

SEEDING (BDE)

SHORT TERM AND TEMPORARY PAVEMENT MARKINGS (BDE)

SIGN PANELS AND APPURTENANCES (BDE)

SECTION (139X-2HB)B

ii

SLOPE WALL (BDE)

SOURCE OF SUPPLY AND QUALITY REQUIREMENTS (BDE)

SPEED DISPLAY TRAILER (BDE)

STEEL COST ADJUSTMENT (BDE)

SUBCONTRACTOR AND DBE PAYMENT REPORTING (BDE)

SUBCONTRACTOR MOBILIZATION PAYMENTS (BDE)

SUBMISSION OF BIDDERS LIST INFORMATION (BDE)

SUBMISSION OF PAYROLL RECORDS – FEDERAL AID CONTRACT (BDE)

SURVEYING SERVICES (BDE)

TEMPORARY CONCRETE BARRIER (BDE)

TRAINING SPECIAL PROVISIONS (BDE)

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

VEHICLE AND EQUIPMENT WARNING LIGHTS (BDE)

WEEKLY DBE TRUCKING REPORTS (BDE)

WORK ZONE TRAFFIC CONTROL DEVICES (BDE)

WORK ZONE WIDTH RESTRICTION (BDE)

WORKING DAYS (BDE)

PROJECT LABOR AGREEMENT

SECTION (139X-2HB)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 320 (US 36/IL 121), Project BR-12MV(736), Section (139X-2HB)B, Macon County, Contract No. 74856, 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 320 (US 36/IL 121) Project BR-12MV(736) Section (139X-2HB)B

Macon County Contract No. 74856

LOCATION OF PROJECT

This project is located on US 36/IL 121 over Lake Shore Drive within the City of Decatur in Macon County.

DESCRIPTION OF PROJECT

This project includes complete replacement of SN 058-0019, bridge approaches, wingwalls, pavement removal, PCC pavement, concrete stairs, sidewalk replacement, curb and gutter replacement, storm sewer removal and installation, drainage structure removal and installation, median replacement, guardrail replacement, fence installation, pavement marking, and all other work necessary to complete the project.

SECTION (139X-2HB)B

TRAFFIC CONTROL AND PROTECTION STANDARD 701431 (SPECIAL)

Description. This work shall consist of furnishing, installing, maintaining, relocating (when required), and all work zone traffic control and protection devices and signs for stage construction.

This work shall be done according to the applicable portions of Section 701 and 780 of the Standard Specifications, the details on the plans, and Standards 701400, 701431, and 701901.

Contractor shall maintain flexible delineators in acceptable condition as determined by the Engineer throughout construction. Maintenance of flexible delineators will not be measured for payment but will be included in the cost of this work.

Method of Measurement. This work will be measured per each Standard 701431 (Special).

Basis of Payment. This work will be paid for at the contract price per EACH for TRAFFIC CONTROL AND PROTECTION, STANDARD 701431 (SPECIAL), which price shall include all traffic control and protection devices detailed herein for each stage of construction.

Temporary concrete barrier, relocate temporary concrete barrier, and traffic control surveillance will be paid for separately.

WIDTH RESTRICTIONS

The work within this contract will cause a width restriction requiring notification of a minimum of 21 days prior to the actual width restriction and/or event requiring “Maximum Width” signage. All “Maximum Width” signage shall be furnished, erected, maintained, and removed by the Contractor for placement at the locations shown within the contract plans.

Width restrictions shall be interpreted as any change in the existing horizontal clearance caused by the placement of physical barrier(s) that extend above the pavement surface. Width restrictions less than 17’-6” (barrier to barrier) shall be reported and signed on all roadways. Width restrictions of 17’-6” to 30’-0” on interstate or multilane roadways shall be reported. Construction activities which close a lane with operating equipment or with drums, barricades, or cones, will be considered as width restrictions.

Notification of width restriction requires a minimum of 21 days before the actual restriction is placed to ensure specific routed over-width permitted loads are not sent through the restriction site. The Contractor shall notify the Engineer a minimum of 21 days prior to the width restriction.

In the notification, the Contractor shall include the location, scheduled restriction start date, road restriction width(s)/closure, and proposed posted width (i.e. barrier to barrier width minus 18”).

The Contractor is advised they will not be allowed to install the width restriction without the 21-day notice and failure to provide proper notice will delay the installation of the width restriction.

The notice of width restriction is considered a part of the Contractor’s approved work schedule and is the Contractor’s responsibility to provide proper notice. Delays caused by failure to provide notice shall not be considered justification for work day additions or completion date extensions.

SECTION (139X-2HB)B

All work associated with the furnishing, erecting, maintaining, and removing width restriction signage will be considered included in the cost of Traffic Control and Protection, Standard 701422.

ADA CURB RAMPS

This work shall consist of constructing a PCC sidewalk in accordance with Section 424 and Section 606 of the Standard Specifications, except as described herein.

All pedestrian facilities and shared use paths on this project must be constructed according to Public Rights-of-Way Accessibility Guidelines (PROWAG). The appropriate pedestrian ramp details for each quadrant are included in the plans. The Engineer may provide additional details to those provided in the plans that meet the PROWAG guidelines as the need arises and field conditions dictate.

Pedestrian facilities must be constructed to meet the following criteria:

(1) Pedestrian Access Routes (PAR) must be constructed to meet the following:

• 5 feet typical width (4 feet minimum)

• A maximum cross slope of 2.0%. (1.5% preferred)

• Vertical discontinuities must be less than 0.25 inches.

• Must provide positive drainage to prevent ponding and maintain existing drainage flow patterns unless indicated otherwise in the plans.

• All grade breaks shall be constructed perpendicular to the path of travel.

(2) Landings are part of the PAR and must be constructed to meet the following:

• 5 feet by 5 feet typical (4 feet by 4 feet minimum)

• Maximum slope of 2.0% in all directions. (1.5% preferred)

• Required at all locations where the PAR changes directions.

• Must be connected to the PAR

To ensure that the pedestrian facilities are constructed in compliance with PROWAG, the Contractor shall follow the construction sequence at each quadrant:

(1) The Contractor shall use the appropriate ramp details in the plans to determine if the removal limits for the sidewalk and curb and gutter are adequate.

(2) The Contractor shall verify the proposed curb flow lines will provide positive drainage as well as maintain existing drainage patterns including existing gutter flows. The curb and gutter shall be constructed as detailed in the plans with a defined flow line and no vertical discontinuities in the PAR.

(3) All landings/turning spaces shall be formed and placed separately in an independent concrete pour prior to placement of curb ramps and sidewalk. All necessary subgrade preparation for the entire quadrant shall be done before the landings/turning spaces are constructed. Tie bars will be required as shown in the plan detail. The tie bars will not be paid for separately.

(4) After the landings have been constructed, the Contractor will be allowed to form and pour the remaining curb ramps/sidewalks.

SECTION (139X-2HB)B

(5) If at any time the Contractor determines that the requirements of PROWAG cannot be met, the Contractor shall meet with the Engineer to determine the best solution. Once the Engineer and the Contractor reach agreement on how to proceed, the Contractor may proceed with the curb ramp/sidewalk pour.

The Contractor may confer with the Engineer for guidance in laying out the proposed work, but it will be the Contractor's responsibility to ensure the proposed work meets all the requirements of this special provision. This layout includes, but is not limited to, placement of grade breaks, curb transitions, gutter flow lines, truncated dome placement, crosswalk marking placement, flares, landing limits, and ramp limits. Any inspection or checking of the Contractor’s layout and the acceptance of any part of it shall not relieve the Contractor of their responsibility to secure proper dimensions, grades, and elevations. It is important that the Contractor layout this work properly to achieve the construction of a compliant pedestrian facility.

Sidewalk joints shall be placed according to Section 424.06 of the Standard Specifications. A sidewalk joint will be required at all grade breaks within the PAR. The top grade break of walkable flares shall require a visual joint to indicate a change in grade. The Contractor shall have the option of providing saw cuts to construct all sidewalk joints and the gutter joints within the PAR.

If the Contractor constructs any pedestrian or shared-use trail facilities that are not per plan, do not meet PROWAG, or do not follow the agreed upon resolution between the Engineer and the Contractor; the Contractor will be responsible for correcting the deficient facilities with no compensation paid for the corrective work.

Tie bars are required for the landings as shown on the plan detail. They shall be #4 bars 30” in length.

This work will not be paid for separately but shall be considered included in the cost for Portland Cement Concrete Sidewalk, of the thickness specified and for Combination Concrete Curb and Gutter, of the type specified.

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.

SECTION (139X-2HB)B

CONCRETE MEDIAN, TYPE SB (DOWELLED)

This work shall consist of constructing a dowelled concrete median as shown on the plans, as directed by the Engineer, and in accordance with Section 606 of the Standard Specifications except as described herein.

Concrete medians under this item shall be dowelled into the PCC base course as shown on the plans. Dowel bars shall be embedded into the pavement as detailed on the plans.

This work will be paid for at the contract unit price per SQUARE FOOT for CONCRETE MEDIAN, TYPE SB (DOWELLED). The cost of furnishing and installing the dowel bars, mortar filling, pavement fabric, and all other associated work shall be included in the cost of this work.

CONCRETE MEDIAN, TYPE SB (SPECIAL)

This work shall consist of constructing the concrete median as shown on the plans, as directed by the Engineer, and in accordance with Section 606 of the Standard Specifications, except as described herein. The median will not have a standard gutter along the exterior but shall be constructed as shown on the plans.

This work will be paid for at the contract unit price per SQUARE FOOT for CONCRETE MEDIAN, TYPE SB (SPECIAL).

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.

SECTION (139X-2HB)B

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.

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.

MANHOLES TO BE RECONSTRUCTED (SPECIAL)

Description. This item consists of reconstructing manholes in accordance with Section 602, except as modified herein. The work shall consist of reconstructing existing manholes following the removal of existing storm sewer and installation of proposed storm sewer as shown in the plans.

A new type 1 frame, closed lid shall be furnished and installed on the reconstructed manhole to match adjacent ground elevation.

SECTION (139X-2HB)B

Basis of Payment. This work will be paid for at the contract unit price per EACH for MANHOLES TO BE RECONSTRUCTED (SPECIAL), which price shall include the labor, equipment, and materials necessary to perform the work as herein specified and as directed by the Engineer.

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 4489-1 – Railroad, 2700 to 2800 blocks of US 36, Decatur, Macon County

• Station 163+15 to 164+82 (LT). The Engineer has determined this material meets the criteria of and shall be managed in accordance to Article 669.05(a)(1). Contaminants of concern sampling parameters: VOCs, SVOCs, and Metals.

• Station 165+16 to 185+70 (LT). The Engineer has determined this material meets the criteria of and shall be managed in accordance to Article 669.05(a)(1). Contaminants of concern sampling parameters: VOCs, SVOCs, and Metals.

ISGS Site 4489-3 – Bridges, 2700 to 2800 blocks of US 36, Decatur, Macon County

• Station 163+65 to 164+40 (LT and RT). The Engineer has determined this material meets the criteria of and shall be managed in accordance to Article 669.05(a)(1). Contaminants of concern sampling parameters: VOCs, SVOCs, and Metals.

• Station 165+44 to 166+35 (LT and RT). The Engineer has determined this material meets the criteria of and shall be managed in accordance to Article 669.05(a)(1). Contaminants of concern sampling parameters: VOCs, SVOCs, and Metals.

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).

SECTION (139X-2HB)B

REMOVE AND RELOCATE LIGHTING SYSTEM

Description. This work shall consist of all labor, equipment, and materials necessary to remove the existing lighting units attached to the west abutment under the existing structure and relocate to the new structure in the locations shown in the plans. This work shall meet the requirements of Section 800, and the removal and relocation shall be according to Section 844 of the Standard Specifications, as indicated on the plans and in this special provision.

Construction Requirements. Lighting units shall be removed and reinstalled as follows:

Removal: The two lighting units attached to the west abutment shall be removed prior to bridge demolition and stored in a dry location. All existing wiring that will be reused shall be protected during demolition.

Reinstallation: The lighting units shall be attached to the proposed structure as located in the plans and pointed to the roadway for illumination. Conduit and wiring extensions shall meet NEC and Section 800 of the Standard Specification, and any existing wiring to be reused shall be replaced if found damaged. Drilling of the concrete beams will not be allowed, and conduit shall be supported by the permanent steel bracing between the beams.

Method of Measurement. Removal and relocation of lighting units, fabrication of new mounting brackets, new conduit, and wiring will be measured for payment as lump sum.

Basis of Payment. This work will be paid for at the contract unit price per LUMP SUM for REMOVE

AND RELOCATE LIGHTING SYSTEM.

SAWCUTS

The existing pavement shall be sawcut along the face of the median and curb and gutter to be removed outside the limits of pavement reconstruction. This work will not be paid for separately but shall be included in the cost of the item for removal.

STATUS OF UTILITIES

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

City of Decatur Att: Paul Caswell 1 Gary K Anderson Plaza Decatur, IL 62523 Phone: (217)424-2747(Office) or (217)521-6096(Cell) Email: pcaswell@decaturil.gov Lights

RT 163+20

LT 164+20

RT 165+17

RT 165+62

LT 166+32

Prior to Construction

SECTION (139X-2HB)B

Ameren Gas Att: Stacey Connolly Phone: (779)237-0632 Email: sconnolly@ameren.com OR Robert Trinkle Phone: (309)371-9374 Gas Main

Please contact Damage Prevention when operating Excavation Equipment near a gas line

Ameren Electric Att: Heath Zuber 2460 N Jasper Street Decatur, IL 62526 Phone: (618)567-3451 (Cell) Email: Hzuber@ameren.com Electric Contact Info Only

ATT

Att: Heather Bender 1640 Hazel Dell Rd Springfield, IL 62703 Phone: 217-341-0952 Email: hf3764@att.com Fiber

Ducts attached to structure Manhole LT 164+46 Pedestal NW quad of Structure

Prior to Construction

ADM

Att: Melissa Hahn Phone: (217)451-6208 Email: melissa.hahn@adm.com

Fiber Pipeline Sewer/Water Contact Info Only

Decatur Park District Att: Clay Gerhard Phone: (217)422-5911(Office) or (217)433-5910(Cell) Contact Info Only Comcast Att: Keith Koshinski Phone: (224)229-3253(Office) or (217)519-4527(Cell) Fiber

Contact Info Only Located on Power lines on South

Metro Communications Att: Brandon Clawson Phone: (217)259-5508 Email: Bclawson@metrocomm.com Fiber Contact Info Only Sanitary District of Decatur Att: JD Malone 501 Dipper Lane Decatur, IL 62522 Phone: (217)422-6931X226(Office) or (217)620-5373(Cell)

Sewer Main Contact Info Only

City of Decatur Water Att: Rex Dummermuth Phone: 217-424-2747 Email: rdummermuth@decaturil.gov

12" Ducticle Iron Water Main

LT 163+69 - LT 165+00

and Manhole @ 164+46

Prior to Construction

Soil compactors should not be used near Ameren pipelines. Heavy equipment shall not cross Ameren’s facilities without contacting Ameren Engineering and Damage Prevention first.

Ameren facilities are located in close proximity to the existing stairs to be demolished. Care should be taken during removal of the existing stairs. If a jackhammer or similar tool is required to remove the stairway, contact GTSE Engineering prior to work to discuss possible impacts to the pipeline.

SECTION (139X-2HB)B

STORM SEWER CONNECTIONS

Existing storm sewer to be connected into a new drainage structure shall be done in accordance with Article 602. Connections shall be made in a manner which results in a neat and watertight joint. When placed through the wall of a drainage structure, storm sewers shall be placed or cut flush with the face of the wall and dressed with mortar to provide a smooth, rounded, or beveled edge. This work will not be paid for separately but shall be included in the cost of the associated drainage structure.

SECTION (139X-2HB)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 (139X-2HB)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 (139X-2HB)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 (139X-2HB)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 (139X-2HB)B

SECTION (139X-2HB)B

BRIDGE DECK CONSTRUCTION

Effective: October 22, 2013 Revised: December 21, 2016

When Diamond Grinding of Bridge Sections is specified, hand finishing of the deck surface shall be limited to areas not finished by the finishing machine and to address surface corrections according to Article 503.16(a)(2). Hand finishing shall be limited as previously stated solely for the purpose of facilitating a more timely application of the curing protection. In addition the requirements of 503.16(a)(3)a. and 503.16(a)(4) will be waived.

Revise the Second Paragraph of Article 503.06(b) to read as follows.

“When the Contractor uses cantilever forming brackets on exterior beams or girders, additional requirements shall be as follows.”

Revise Article 503.06(b)(1) to read as follows.

“(1) Bracket Placement. The spacing of brackets shall be per the manufacturer’s published design specifications for the size of the overhang and the construction loads anticipated.

The resulting force of the leg brace of the cantilever bracket shall bear on the web within 6 inches (150 mm) of the bottom flange of the beam or girder.”

Revise Article 503.06(b)(2) to read as follows.

“(2) Beam Ties. The top flange of exterior steel beams or girders supporting the cantilever forming brackets shall be tied to the bottom flange of the next interior beam. The top flange of exterior concrete beams supporting the cantilever forming brackets shall be tied to the top flange of the next interior beam. The ties shall be spaced at 4 ft (1.2 m) centers.

Permanent cross frames on steel girders may be considered a tie. Ties shall be a minimum of 1/2 inch (13 mm) diameter threaded rod with an adjusting mechanism for drawing the tie taut. The ties shall utilize hanger brackets or clips which hook onto the flange of steel beams. No welding will be permitted to the structural steel or stud shear connectors, or to reinforcement bars of concrete beams, for the installation of the tie bar system. After installation of the ties and blocking, the tie shall be drawn taut until the tie does not vary from a straight line from beam to beam. The tie system shall be approved by the Engineer.”

Revise Article 503.06(b)(3) to read as follows.

“(3) Beam Blocks. Suitable beam blocks of 4 in x 4 in (100 x 100 mm) timbers or metal structural shapes of equivalent strength or better, acceptable to the Engineer, shall be wedged between the webs of the two beams tied together, within 6 inches (150 mm) of the bottom flange at each location where they are tied. When it is not feasible to have the resulting force from the leg brace of the cantilever brackets transmitted to the web within 6 inches (150 mm) of the bottom flange, then additional blocking shall be placed at each bracket to transmit the resulting force to within 6 inches (150 mm) of the bottom flange of the next interior beam or girder.”

SECTION (139X-2HB)B

Delete the last paragraph of Article 503.06(b).

BRIDGE DECK GROOVING (LONGITUDINAL)

Effective: December 29, 2014 Revised: March 29, 2017

Revise Article 503.16(a)(3)b. to read as follows.

b. Saw Cut Grooving. The grooving operation shall not be started until after the expiration of the required curing or protection period and after correcting excessive variations by grinding or cutting has been completed.

The grooves shall be cut into the hardened concrete, parallel to the centerline of the roadway, using a mechanical saw device equipped with diamond blades that will leave grooves 1/8 in. wide and 3/16 in. ± 1/16 in. deep (3 mm wide and 5 mm ± 1.5 mm deep), with a uniform spacing of 3/4

in. ± 1/16 in. (20 mm ± 1.5 mm) centers. The grooving shall typically extend the full width of the traffic lanes and terminate at the edge of the traffic lane or shoulder. If the bridge has a variable width traffic lane, the grooving shall remain parallel to the centerline of the main roadway. Any staggering of the groove terminations to accommodate the variable width shall be within the shoulders. Grooves shall not be cut closer than 3 inches (75 mm) nor further than 6 inches (150

mm) from any construction joint running parallel to the grooving. In addition, grooves shall not be cut within 6 in. ± 1 in. (150 mm ± 25 mm) from deck drains and expansion joints.

The grooving machine shall contain diamond blades mounted on a multi-blade arbor on a self-propelled machine built for grooving hardened concrete surfaces. The grooving machine shall have a depth control device that detects variations in the deck surface and adjusts the cutting head height to maintain a specified depth of groove. The grooving machine shall have a guide device to control multi-pass alignment.

The removal of slurry shall be continuous throughout the grooving operations. The grooving equipment shall be equipped with vacuum slurry pickup equipment which shall continuously pick up water and sawing dust, and pump the slurry to a collection tank. The slurry shall be disposed of offsite according to Article 202.03.

Cleanup shall be continuous throughout the grooving operation. All grooved areas of the deck shall be flushed with water as soon as possible to remove any slurry material not collected by the vacuum pickup. Flushing shall be continued until all surfaces are clean.

Method of Measurement. This work shall be measured for payment according to Article 503.21(b) except no measurement will be made for any grooving of the shoulders to accommodate a variable width traffic lane.

Basis of Payment. This work will be paid for at the contract unit price per square yard (square meter) for BRIDGE DECK GROOVING (LONGITUDINAL).

SECTION (139X-2HB)B

PREFORMED PAVEMENT JOINT SEAL

Effective: October 4, 2016 Revised: March 24, 2023

Description. This work shall consist of furnishing all labor, equipment and materials necessary to prepare the joint opening and install pavement joint seal(s) at the locations specified. Unless otherwise detailed on the plans, the joint shall be sized for a rated movement of 2 inches (50 mm).

Materials: Unless otherwise specified, one of the following prefabricated joint seals will be permitted.

(a) Preformed Elastomeric Joint Seal. This material shall be according to Section 1053.01.

(b) Preformed Pre-compressed, Silicone Coated, Self-Expanding Sealant System. This Sealant system shall be comprised of three components: 1) cellular polyurethane foam impregnated with hydrophobic 100% acrylic, water-based emulsion, factory coated with highway-grade, fuel resistant silicone; 2) field-applied epoxy adhesive primer, 3) field-injected silicone sealant bands.

The preformed, pre-compressed silicone joint seal shall, as a minimum, be according to the following:

• The joint seal shall be held in place by a non-sag, high modulus silicone adhesive.

• The joint seal shall be compatible with the epoxy and header material.

• The joint seal shall withstand the effects of vertical and lateral movements, skew movements and rotational movement without adhesive or cohesive failure.

• The joint seal shall be designed so that, the material is capable of movement of +50%, -50% (100% total) of nominal material size.

• The gland shall not contain any open, unsealed joints along its length in its final condition.

• Changes in plane and direction shall be executed using factory fabricated 90 degree transition assemblies. The transitions shall be watertight at the inside and outside corners through the full movement of the product.

• The depth of the joint shall be recessed 3/4 in. (19 mm) below the riding surface throughout the normal limits of joint movement.

• The joint seal shall be resistant to ultraviolet rays.

• The joint seal shall be resistant to abrasion, oxidation, oils, gasoline, salt, and other materials that may be spilled on or applied to the surface.

• The manufacturer shall certify that the joint composition shall be free of any waxes or wax compounds; asphalts or asphalt compounds.

SECTION (139X-2HB)B

The joint material shall meet the following physical properties:

Property Requirement Test Method Tensile Strength of Silicone Coating (min)

140 psi ASTM D 412

UV Resistance of Joint System No Changes--2000 Hours ASTM C793

Density of Cellular Polyurethane Foam

4.0 lb/ cu ft (200kg/cu m)

ASTM D545

Heat Aging Effects (Silicone Coating)

No cracking, chalking ASTM C 792

Joint System Operating temp range (min)

-40o F to 185o F ASTM C 711

The adhesive shall be a two-component, 100% solid, modified epoxy meeting the requirements of ASTM C881, Type I, Grade 3, Class B & C. The adhesive shall also have the following properties:

Property Requirement Test method

Tensile Strength 2,500 psi (24 MPa) min. ASTM D638

Compressive Strength 7000 psi (48 MPa) min. ASTM D695

Bond Strength (Dry Cure) 2000 psi (28MPa) min ASTM C882

Water Absorption 0.1% by weight ASTM D570

The silicone band adhesive shall have the following properties:

Movement Capability +50/-50% ASTM C 719

Elongation at Break >600% ASTM D 5893

Slump ≤=0.3" ASTM D 2202

Hardness (Shore A) max. 20 ASTM C 661 Tack free time (max) 60 minutes ASTM C 679 Heat Aging Effects No cracking, chalking ASTM C 792

Resilience ≥ 75% ASTM D5329

Bond 0% Adhesive or Cohesive Failure after 5 cycles @100%extension ASTM D 5329

SECTION (139X-2HB)B

(c) Performed Silicone Joint Seal. The preformed silicone joint seal used for this item shall conform to the following specifications:

Table 1 Physical Properties of Preformed Silicone Gland

Rated Movement Capability +2 ¼ inch total N/A

Tensile Strength, psi. 1000 min ASTM D 412

Elongation 400% min ASTM D 412

Tear (die B) 100 ppi. min ASTM D 624 Hardness Durometer (Shore A). 55 +/- 5 max ASTM D 2240

Compression set at 212°F, 70 hrs 30% max ASTM D 395

Heat Aged Properties 5pt max loss on Durometer

ASTM D 573

Tensile and Elongation % Loss 10 % max

The color of the preformed silicone seal shall be black, made by the addition of Carbon Black fillers which increases UV resistance, tensile strength, and abrasion wear properties.

The locking adhesive shall be non-sag, high modulus silicone adhesive conforming to the following specifications:

Table 2

Physical Properties of the Silicone Locking Adhesive

Tensile Strength, psi. 200 min ASTM D 412

Elongation, % 450 min ASTM D 412

Tack Free Time, minutes. 20 max. ASTM C 679 Cure Time ¼” bead, hrs 24 max ASTM C 679

Resistance to U.V. No cracking, chalking,or degradation

ASTM C793

VOC (g/L) 0 ASTM D 3960

Any rips, tears, or bond failure will be cause for rejection.

The two part epoxy primer shall be supplied for application to the vertical faces of the joint opening. The supplied primer shall be equally as effective when bonded to concrete or steel.

This primer shall meet the following criteria:

SECTION (139X-2HB)B

Table 3

Physical Properties of Preformed Silicone Joint System Primer

Viscosity (cps) 44 ASTM D 2196 Color Light Amber Visual Solids (%) 41 ASTM D 4209 Specific Gravity 0.92 ASTM D 1217 Product Flash Point (◦F, T.C.C.) 48 ASTM D 56

Package Stability N/A One year in tightly sealed containers

Cleaning N/A Mineral Spirits VOC (g/L) 520 ASTM D 3960

(d) Preformed Inverted EPDM Joint Seal. The preformed inverted EPDM joint seal used for this item shall conform to the following specifications:

Table 1 Physical Properties of Preformed Silicone Gland

Rated Movement Capability

Up To 5 inch total

N/A

Tensile Strength, psi. 1200 psi min ASTM D 412

Elongation 400 % min ASTM D 412 Tear (Die C) 150 pli. min ASTM D 624 Durometer Content 50 +/- 5 max ASTM D 2240

Water Resistance (70 hrs @ 100c) 10% max ASTM D 471

Ozone Resistance 100 min ASTM D 1171

V-Epoxy-R adhesive meets the requirements of ASTM C881 Type III, Grade 2. The adhesive shall also have the following properties:

SECTION (139X-2HB)B

Table 2

Physical Properties of the V-Epoxy-R

Color Gray Visual

Viscosity 45,000 CP (typ.) N/A

Gel Time (minutes) 30 min. ASTM C 881 Shelf Life (Separate Sealed Containers)

12 Months N/A

Resistance to U.V. No cracking, chalking,or degradation

ASTM C793

VOC (g/L) 0 ASTM D 3960

Any rips, tears, or bond failure will be cause for rejection.

(e) Bonded Preformed Joint Seal. This joint system shall consist of preformed elastomeric seal bonded to the side walls of the joint opening using an adhesive as specified by the Manufacturer of the joint seal.

The bonded preformed joint seal shall be according to Table 1 of ASTM D2628 with the following exceptions: Compression set shall not be over 40 percent when tested according to Method B (Modified) of ASTM D 395 after 70 hours at 212 ºF (100 ºC). The Compression- Deflection requirement will not apply to the bonded preformed joint seal.

The adhesive shall be epoxy base, dual component, which resists salt, diluted acids, alkalis, solvents, greases, oils, moisture, sunlight and weathering. Temperatures up to 200 ºF (93 ºC) shall not reduce bond strength. At 68 ºF (20 ºC), the bond strength shall be a minimum of 1000 psi (6.9 MPa) within 24 hours.

Any primers or cleaning solutions used on the faces of the joint or on the profile of the sides of the bonded preformed joint seal shall be supplied by the manufacturer of the bonded preformed joint seal.

Any additional installation materials and adhesive for splicing joint sections shall be as supplied by the manufacturer of the preformed joint seal.

The Contractor shall submit the Manufacturer’s material certification documentation stating that their materials meet the applicable requirements of this specification for the joint seal(s) installed.

CONSTRUCTION REQUIREMENTS

General. The Contractor shall furnish the Engineer with the manufacturer’s product information and installation procedures at least two weeks prior to installation.

SECTION (139X-2HB)B

The minimum ambient air temperature in which the joint seal can be installed is 40° F (4.4° C) and rising, except for bonded preformed joint seals which shall not be installed when temperatures below 50 ºF (10 ºC) are predicted within a 48 hour period.

The joint surface shall be completely dry before installing the Joint Seal. For newly placed concrete, the concrete shall be fully cured and allowed to dry out a minimum of seven additional days prior to placement of the…