ildot 78B44-133.pdf

Letting November 6, 2026

Notice to Bidders, Specifications and Proposal

Contract No. 78B44 UNION County Section D9 BRIDGE OVERLAY 2026-5 Route FAP 312 Project NHPP-ZEW2(841) District 9 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. 78B44 UNION County Section D9 BRIDGE OVERLAY 2026-5 Project NHPP-ZEW2(841) Route FAP 312 District 9 Construction Funds

Bridge deck overlay on SN 091-0069 carrying IL 3 / IL 146 over Running Lake Ditch, 2 miles south of Ware.

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 312 (IL 3/IL 146)

PROJECT NHPP-ZEW2(841)

SECTION D9 BRIDGE OVERLAY 2026-5

UNION COUNTY

CONTRACT NO.78B44

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 D9 BRIDGE OVERLAY 2026-5

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

SECTION D9 BRIDGE OVERLAY 2026-5

i

TABLE OF CONTENTS

LOCATION OF PROJECT

DESCRIPTION OF PROJECT

UTILITIES

CHANGEABLE MESSAGE SIGNS

NOTIFICATION PRIOR TO STARTING WORK

TRAFFIC CONTROL PLAN

APPROACH SLAB REPAIR

REMOVE AND REPLACE CONCRETE HEADWALLS FOR PIPE UNDERDRAINS

CLEANING UNDERDRAIN OUTLETS

TRAFFIC SIGNAL BATTERY BACKUP SYSTEM

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

COMPENSABLE DELAY COSTS (BDE)

DECK SLAB REPAIR

DISADVANTAGED BUSINESS ENTERPRISE PARTICIPATION (BDE)

ENGINEER’S FIELD OFFICE (BDE)

FULL LANE SEALANT WATERPROOFING SYSTEM (BDE)

HOT-MIX ASPHALT (BDE)

PAVEMENT MARKING (BDE)

PERFORMANCE GRADED ASPHALT BINDER (BDE)

REMOVAL AND DISPOSAL OF REGULATED SUBSTANCES (BDE)

SHORT TERM AND TEMPORARY PAVEMENT MARKINGS (BDE)

SIGN PANELS AND APPURTENANCES (BDE)

SOURCE OF SUPPLY AND QUALITY REQUIREMENTS (BDE)

SUBCONTRACTOR AND DBE PAYMENT REPORTING (BDE)

SUBCONTRACTOR MOBILIZATION PAYMENTS (BDE)

SUBMISSION OF BIDDERS LIST INFORMATION (BDE)

SUBMISSION OF PAYROLL RECORDS – FEDERAL AID CONTRACT (BDE)

SURVEYING SERVICES (BDE)

TEMPORARY RUMBLE STRIPS (BDE)

VEHICLE AND EQUIPMENT WARNING LIGHTS (BDE)

WEEKLY DBE TRUCKING REPORTS (BDE)

WORK ZONE TRAFFIC CONTROL DEVICES (BDE)

WORK ZONE WIDTH RESTRICTION (BDE)

WORKING DAYS (BDE)

SECTION D9 BRIDGE OVERLAY 2026-5

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 312 (IL 3/IL 146), Project NHPP-ZEW2(841), Section D9 Bridge Overlay 2026-5, Union County, Contract No.78B44, 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 312 (IL 3/IL 146) Project NHPP-ZEW2(841)

Section D9 Bridge Overlay 2026-5 Union County

Contract No.78B44

LOCATION OF PROJECT

This project is located 2 miles south of Ware on IL 3/IL 146 at SN 091-0069. This structure carries IL 3/IL 146 over Running Lake Ditch.

DESCRIPTION OF PROJECT

This project consists of bridge repairs for SN 091-0069. The repairs include approach and deck patching, 3/8” concrete bridge deck scarification, and a bridge deck thin polymer overlay.

UTILITIES

Effective 1984 Revised 4/8/20

There are no known utility conflicts within the project limits. However, the following utility companies have facilities within the project limits.

SECTION D9 BRIDGE OVERLAY 2026-5

Status of JULIE Member Utilities 78B44 Bridge Deck overlay on SN 091-0069, Union County

Name and Address of Utility

Type

Location

Estimated Adjustment

Status Clearwave Fiber Two North Vine St.

P.O. Box 808 Harrisburg, IL 62946 ATTN: Mylon Rice Tel: (618) 918-1539 Email: mylon.rice@clearwavefiber.com

COMMUNICATION THROUGHOUT NO

ADJUSTMENTS

ANTICIPATED

Frontier Communications 208 West Union St.

Marion, IL 62959 ATTN: Rick Shaw Tel: (618) 997-0253 Cell: (618) 967-5540 Email: rick.shaw@ftr.com

COMMUNICATION THROUGHOUT NO

Zayo Group 810 Jorie Blvd Oak Brook, IL 60523 ATTN: John Ferraresi Tel: (312) 216-0450 Cell: (847) 417-9609 Email: john.ferraresi@zayo.com

COMMUNICATION THROUGHOUT NO

Additional utility information may be obtained by calling the "Joint Utility Location Information for Excavators" phone number, 800-892-0123. This project is located in the Union Township.

CHANGEABLE MESSAGE SIGNS

Revised 4/15/20

This work consists of furnishing, placing, and maintaining changeable message sign(s) according to Section 701 and the following:

A total of two changeable message signs shall be required in this contract. All signs must be in place and operational for a minimum of 14 calendar days prior to lane or roadway closures. Each sign shall state the day work will begin and delays are possible. The exact message will be approved by the Engineer. The Contractor may be required to relocate each sign multiple times during the contract at his or her expense. The exact location of the placement of these signs shall be determined in the field by the Engineer.

This work will be paid for per CALENDAR DAY for CHANGEABLE MESSAGE SIGN.

SECTION D9 BRIDGE OVERLAY 2026-5

NOTIFICATION PRIOR TO STARTING WORK

Effective 12/05 Revised 2/10/17

Revise the first sentence of Article 107.09 Public Convenience and Safety to the following “The Contractor shall notify the Engineer at least 14 days in advance of starting any construction work. For projects involving width or height restrictions or complete closures of the roadway or ramp, an additional 7 days of notice (21 days total) will be required.

This additional notification is required so that the public can be notified of the pending construction.

TRAFFIC CONTROL PLAN

Effective 1985 Revised 4/17/23

During the entire construction period, the road shall be kept open to traffic as follows:

(a) The highway shall be kept open to at least one lane of traffic at all times and to two lanes of traffic to the greatest extent possible for SN 091-0069.

(b) The temporary rumble strips shown on the Standard 701316 will be required on this project.

APPROACH SLAB REPAIR

Effective: March 13, 1997 Revised: December 11, 2019

Description. This work shall consist of HMA surface removal, when required, the removal and disposal of all loose and deteriorated concrete, and the replacement with new concrete to the original top of approach slab. The work shall be done according to the applicable requirements of sections 501, 503, and 1020 and this special provision.

Approach slab repairs will be classified as follows.

Partial-Depth. Partial-depth repairs shall consist of removing the loose and unsound approach slab concrete, disposing of the concrete removed, and replacing with new concrete. The removal may be performed by chipping with power driven hand tools or by hydro-equipment. The depth shall be measured from the original concrete surface, at least 3/4 inch but no more than 5 1/2 inches unless otherwise specified on the plans.

Full-Depth. Full-depth repairs shall consist of removing concrete full-depth of the slab, disposing of the concrete removed, and replacing with new concrete to the original approach slab surface.

The removal may be performed with power driven hand tools or by hydro-equipment.

Materials. All materials shall be according to Article 1020.02.

Portland cement concrete for partial and full-depth repairs shall be according to Section 1020.

Class PP-1, PP-2, PP-3, PP-4, PP-5 or BS concrete shall be used at the Contractor’s option

SECTION D9 BRIDGE OVERLAY 2026-5

unless noted otherwise on the contract plans. For class BS concrete, a CA 13, 14, or 16 shall be used. If the BS concrete mixture is used only for full depth repairs, a CA-11 may be used.

Equipment: The equipment used shall be subject to the approval of the Engineer and shall meet the following requirements:

Surface Preparation Equipment. Surface preparation and concrete removal equipment shall comply with the applicable portions of Section 1100 of the Standard Specifications and the following:

(1) Sawing Equipment. Sawing equipment shall be a concrete saw capable of sawing concrete to the specified depth.

(2) Blast Cleaning Equipment. The blast cleaning may be performed by wet sandblasting, high-pressure waterblasting, abrasive blasting, or other methods approved by the Engineer. Blast cleaning equipment shall be capable of removing rust and old concrete from exposed reinforcement bars. Oil traps will be required.

(3) Power-Driven Hand Tools. Power-driven hand tools will be permitted including jackhammers lighter than the nominal 45 pound class. Chipping hammers heavier than a nominal 15 pound class shall not be used for removing concrete from below any reinforcing bar for partial depth repairs or final removal at the boundary of full-depth repairs. Jackhammers or chipping hammers shall not be operated at an angle in excess of 45° measured from the surface of the slab.

(4) Hydro-Scarification Systems. The hydro-scarification equipment shall consist of filtering and pumping units operating with a remote-controlled robotic device. The equipment may use river, stream, or lake water. Operation of the equipment shall be performed and supervised by qualified personnel certified by the equipment manufacturer. Evidence of certification shall be presented to the Engineer. The equipment shall be capable of removing concrete to the specified depth and removing rust and concrete particles from exposed reinforcing bars. Hydro-scarification equipment shall be calibrated before being used and shall operate at a minimum of 18,000 psi.

Concrete Equipment: Equipment for proportioning and mixing the concrete shall comply with the applicable requirements of Section 1103 of the Standard Specifications.

Placing and Finishing Equipment: Placing and finishing equipment shall be according to Article

1103.17 of the Standard Specifications. Adequate hand tools will be permitted for placing and consolidating concrete in the patch areas and for finishing small patches.

Construction Requirements: Sidewalks, curbs, drains, reinforcement, and/or existing transverse and longitudinal joints which are to remain in place shall be protected from damage during removal and cleaning operations. All damage caused by the Contractor shall be corrected, at the Contractor’s expense, to the satisfaction of the Engineer.

The Contractor shall control the runoff water generated by the various construction activities in such a manner as to minimize, to the maximum extent practicable, the discharge of construction debris into adjacent waters and shall properly dispose of the solids generated according to Article

202.03. Runoff water will not be allowed to constitute a hazard on adjacent or underlying roadways, waterways, drainage areas, or railroads nor be allowed to erode existing slopes.

SECTION D9 BRIDGE OVERLAY 2026-5

HMA Surface Removal. The HMA surface course shall be removed and disposed of according to applicable portions of Articles 440.04 and 440.06 of the Standard Specifications. If the overlay contains asbestos fibers, removal shall be according to the Asbestos Waterproofing Membrane or Asbestos Bituminous Concrete Surface Removal special provision. Removal of the HMA surface by the use of radiant or direct heat will not be permitted.

Surface Preparation: All loose, disintegrated, and unsound concrete shall be removed from portions of the approach slab shown on the plans or as designated by the Engineer. The Engineer will determine the limits of removal as the work progresses.

The Contractor shall take care not to damage reinforcement bars or expansion joints which are to remain in place. Any damage to reinforcement bars or expansion joints shall be corrected at the Contractor's expense. All loose reinforcement bars, as determined by the Engineer, shall be retied at the Contractor's expense.

(1) Partial-Depth. Areas to be repaired will be determined and marked by the Engineer. A concrete saw shall be used to provide vertical edges approximately 3/4 inch deep around the perimeter of the area to be patched when an overlay is not specified. Where high steel is present, the depth may be reduced as directed by the Engineer. A saw cut will not be required on those boundaries along the face of the curb, parapet, joint, or when sharp vertical edges are provided by hydro-scarification.

The loose and unsound concrete shall be removed by chipping, with power driven hand tools or by hydro-equipment. All exposed reinforcing bars and newly exposed concrete shall be thoroughly blast cleaned. Where, in the judgment of the Engineer, the bond between existing concrete and reinforcement steel within the patch area has been destroyed, the concrete adjacent to the bar shall be removed to a depth that will permit new concrete to bond to the entire periphery of the exposed bar. A minimum of 1 inch clearance will be required. The Engineer may require enlarging a designated removal area should inspection indicate deterioration beyond the limits previously designated. In this event, a new saw cut shall be made around the extended area before additional removal is begun. The removal area shall not be enlarged solely to correct debonded reinforcement or deficient lap lengths.

(2) Full-Depth. Concrete shall be removed as determined by the Engineer within all areas designated for full-depth repair and in all designated areas of partial depth repair in which unsound concrete is found to extend below a depth of 5 1/2 inches unless otherwise specified on the plans. Full depth removal shall be performed according to Article 501.05 of the Standard Specifications. A concrete saw shall be used to provide vertical edges approximately 3/4 inch deep around the perimeter of the area to be patched when an overlay is not specified. A saw cut will not be required on those boundaries along the face of the curb, parapet, joint, or when sharp vertical edges are provided by hydro-scarification. The saw cut may be omitted if the deck is to receive an overlay.

All voids under full depth repair areas shall be filled with a suitable material that meets the approval of the Engineer.

(3) Reinforcement Treatment. Care shall be exercised during concrete removal to protect the reinforcement bars from damage. Any damage to the reinforcement bars to remain in place shall be repaired or replaced to the satisfaction of the Engineer at the Contractor's

SECTION D9 BRIDGE OVERLAY 2026-5

expense. All existing reinforcement bars shall remain in place except as herein provided for corroded bars. Tying of loose bars will be required. Any existing reinforcement bars which have a loss of more than 25% of their cross section through corrosion shall be replaced in kind with new steel as directed by the Engineer. No welding of bars will be permitted, and new bars shall be lapped a minimum of 32 bar diameters to existing bars.

An approved “squeeze type” mechanical bar splicer capable of developing in tension at least 125% of the yield strength of the existing bar shall be used when it is not feasible to provide the minimum bar lap.

(4) Cleaning. Immediately after completion of the concrete removal and reinforcement repairs, the repair areas shall be cleaned of dust and debris. Once the initial cleaning is completed, the repair areas shall be thoroughly blast cleaned to a roughened appearance free from all foreign matter. Particular attention shall be given to removal of concrete fines.

Any method of cleaning which does not consistently produce satisfactory results shall be discontinued and replaced by an acceptable method. All debris, including water, resulting from the blast cleaning shall be confined and shall be immediately and thoroughly removed from all areas of accumulation. If concrete placement does not follow immediately after the final cleaning, the area shall be carefully protected with well-anchored polyethylene sheeting.

Exposed reinforcement bars shall be free of dirt, detrimental scale, paint, oil, or other foreign substances which may reduce bond with the concrete. A tight non-scaling coating of rust is not considered objectionable. Loose, scaling rust shall be removed by rubbing with burlap, wire brushing, blast cleaning, or other methods approved by the Engineer.

Placement & Finishing of Concrete Repair:

(1) Bonding Method. The patch area shall be cleaned to the satisfaction of the Engineer and shall be thoroughly wetted and maintained in a dampened condition with water for at least 12 hours before placement of the concrete. Any excess water shall be removed by compressed air or by vacuuming prior to the beginning of concrete placement. Water shall not be applied to the patch surface within one hour before or at any time during placement of the concrete.

(2) Concrete Placement. The concrete shall be placed and consolidated according to Article

503.07 and as herein specified. Article 1020.14 shall apply. When an overlay system is not specified, the patches shall be finished according to Article 503.16 of the Standard Specifications, followed by a light brooming.

Curing. Concrete patches shall be cured by the wetted burlap method according to Article 1020.13(a)(3), and the curing period shall be 72 hours. In addition to Article 1020.13, when the air temperature is less than 55 ºF, the Contractor shall cover the patch with minimum R12 insulation. Insulation is optional when the air temperature is 55 ºF-90 ºF . Insulation shall not be placed when the air temperature is greater than 90 °F. A 72-hour minimum drying period shall be required before placing waterproofing or HMA surfacing.

Opening to Traffic. No traffic or construction equipment will be permitted on the repairs until after the specified cure period and the concrete has obtained a minimum compressive strength of 4000 psi or flexural strength of 675 psi unless permitted by the Engineer.

SECTION D9 BRIDGE OVERLAY 2026-5

Construction equipment will be permitted on a patch during the cure period if the concrete has obtained the minimum required strength. In this instance, the strength specimens shall be cured with the patch.

Method of Measurement. When specified, HMA surface removal and full or partial depth repairs will be measured for payment and computed in square yards.

Basis of Payment. The HMA surface removal will be paid for at the contract unit price per SQUARE YARD or HOT-MIX ASPHALT SURFACE REMOVAL (DECK). Areas removed and replaced up to and including a depth of 5 1/2 inches or as specified will be paid for at the contract unit price per SQUARE YARD for APPROACH SLAB REPAIR (PARTIAL DEPTH). Areas requiring removal greater than a depth of 5 1/2 inches shall be removed and replaced full depth and will be paid for at the contract unit price per SQUARE YARD for APPROACH SLAB REPAIR

(FULL DEPTH).

When corroded reinforcement bars are encountered in the performance of this work and replacement is required, the Contractor will be paid according to Article 109.04 of the Standard Specifications. No payment will be allowed for removal and replacement of reinforcement bars damaged by the Contractor in the performance of his/her work or for any increases in dimensions needed to provide splices for these replacement bars.

Removal and disposal of asbestos waterproofing and/or asbestos HMA will be paid for as specified in the Asbestos Waterproofing Membrane or Asbestos Bituminous Concrete Surface Removal special provision.

REMOVE AND REPLACE CONCRETE HEADWALLS FOR PIPE UNDERDRAINS

Description: This work shall consist of locating, removing, and satisfactorily disposing of existing concrete headwalls for pipe underdrain outlets that have become covered by soil. This work shall also include the labor and materials for installing new concrete headwalls for pipe underdrains. The location for this work is at the northeast pipe underdrain headwall

The existing concrete headwalls shall be unearthed and completely removed at all locations where they are covered by the embankment soils. Materials resulting from the removal of the existing concrete headwalls shall be disposed of as specified in Article 202.03 of the Standard Specifications.

The hole formed by the removal shall be filled with material meeting the requirements of Article 1004.05 of the Standard Specifications. This material shall be placed as specified in Article

601.05 of the Standard Specifications.

The materials and installation of the concrete headwalls for pipe underdrains shall be in accordance with the applicable portion of Section 601 of the Standard Specifications. All material and labor required for extensions of pipe underdrains shall be included in this work.

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

AND REPLACE CONCRETE HEADWALLS FOR PIPE UNDERDRAINS.

SECTION D9 BRIDGE OVERLAY 2026-5

CLEANING UNDERDRAIN OUTLETS

Revised: January 31, 2024

Description: This work shall consist of cleaning existing underdrain outlets and replacing missing rodent shields.

All existing underdrain outlets shall be cleaned unless otherwise directed by the Engineer. This cleaning shall include removing vegetation, sediment, or other debris from the existing headwall and outlet pipe. The cleaning shall also include reestablishing positive drainage from the outlet to the ditch where needed. The outlet pipe shall be flushed with water using a hose or other suitable equipment. The pipe shall be flushed a minimum distance of 10 feet beyond the pipe opening.

The pressure of water introduced into the pipe shall not exceed 50 psi. All equipment used is subject to the approval of the Engineer. Headwalls and pipes damaged during cleaning shall be replaced as directed by the Engineer.

Any headwalls which are no longer properly attached to the drain shall be reconnected to the drain pipe using methods identified in Section 601 of the Standard Specifications. Damaged headwalls will be paid for according to the Remove And Replace Concrete Headwalls For Pipe Underdrains special provision.

Existing outlets with an invert elevation below the existing ditch elevation do not require cleaning unless directed by the Engineer. If the contract includes separate work for ditch cleaning or regrading at the location of the outlet, the outlet should be cleaned after ditch work is complete.

Where rodent shields are not functioning or absent, they should be replaced according to Article

601.05 of the Standard Specifications. The Contractor shall submit a rodent shield design for approval of the Engineer prior to use.

Method of Measurement: This work will be measured for payment in place at each underdrain outlet cleaned.

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

UNDERDRAIN OUTLETS.

TRAFFIC SIGNAL BATTERY BACKUP SYSTEM

General Requirements: The battery back-up system (BBS) shall include, but not be limited to, the following: inverter/charger, power transfer relay, batteries, battery cabinet, a separate failsafe automatic bypass switch, and all necessary hardware and interconnect wiring. The BBS shall provide reliable emergency power to a traffic signal in the event of a power failure or interruption.

The transfer from utility power to battery power and vice versa shall not interfere with the normal operation of traffic controller, conflict monitor/malfunction management unit, or any other peripheral devices within the traffic controller assembly.

Additional information for the BBS:

SECTION D9 BRIDGE OVERLAY 2026-5

The BBS shall be capable of keeping the signals running green, yellow, and red during periods of utility power failure. The BBS shall meet the following requirements:

• Maintain power for a minimum of 60 minutes upon power failure.

• Electrical inputs:

o AC Input Voltage:…….. 95-135 Volts o AC Input Current:…….. 30 Amps Max o Frequency:…………….. Auto-sensing

• Electrical outputs:

o AC Output Voltage: .........+/- 10% over input voltage range o Current:........................... 9.2A nominal o Power at 50°C:................1100W/VA

• Display:

o Full graphic LCD, 480x272 pixels, Resistive touch screen

• Dimensions:

Inches:............................5.22H x 15.5W x 8.75D

• A plug type connection (if possible) should output to the controller's "D" panel when the UPS battery is about to fail.

• A heater shall be provided either internally or externally to maintain an adequate operation temperature for the BBS. The batteries shall be kept charged by a balanced charging system.

• An automatic transfer switch shall be provided.

Basis of Payment: This work will be paid for at the contract unit price per EACH for TRAFFIC SIGNAL BATTERY BACKUP SYSTEM, which shall be payment in full for all labor, materials, and equipment required to provide, install, and test the battery backup system described above complete.

SECTION D9 BRIDGE OVERLAY 2026-5

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

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

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

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

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

Revise Article 302.02 of the Standard Specifications to read:

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

Item Article/Section

(a) Cement

(b) Water

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

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

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

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

(g) Fly Ash

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

(i) Bituminous Materials (Note 2)

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

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

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

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

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

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

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

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

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

Cement may be replaced with fly ash or ground granulated blast furnace (GGBF) slag according to Article 1020.05(c)(1) or 1020.05(c)(2), respectively, however the minimum cement content in

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the mixture shall be 170 lbs/cu yd (101 kg/cu m). Blends of coarse and fine aggregates will be permitted, provided the volume of fine aggregate does not exceed the volume of coarse aggregate. The Engineer will determine the proportions of materials for the mixture according to the “Portland Cement Concrete Level III Technician Course” manual. However, the Contractor may substitute their own mix design. Article 1020.05(a) shall apply, and a Level III PCC Technician shall develop the mix design.”

Revise Article 352.02 of the Standard Specifications to read:

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

(a) Cement (Note 1)

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

(c) Water

(d) Bituminous Materials (Note 2)

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

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

Revise Article 404.02 of the Standard Specifications to read:

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

(a) Cement

(b) Water

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

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

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

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

(g) Additives (Note 3)

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

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

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

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

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

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

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

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

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

Revise Article 583.01 of the Standard Specifications to read:

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

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

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

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

“ 583.03 General. This work shall only be performed when the air temperature is 45 °F (7 °C) and rising. The mixture for cement mortar shall consist of three parts sand to one part cement by volume. The amount of water shall be no more than that necessary to produce a workable, plastic mortar.”

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

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

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

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

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

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

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

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

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

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

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

Revise Article 1002.02 of the Standard Specifications to read:

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

OPTION 1.

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

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

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

*To neutralize 200 ml sample.

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

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

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

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

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

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

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(1) Unsoundness (ASTM C 151).

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

(3) Strength (ASTM C 109).

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

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

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

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

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

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

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

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

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

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

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

Add the following Section to the Standard Specifications.

“SECTION 1014. FIBERS FOR CONCRETE

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

At the discretion of the Engineer, the concrete mixture shall be evaluated in a field demonstration for fiber clumping, ease of placement, and ease of finishing. The field

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demonstration shall consist of a minimum 2 cu yd (1.5 cu m) trial batch placed in a 12 ft x 12 ft (3.6 m x 3.6 m) slab.

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

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

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

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

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

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

Add the following Section to the Standard Specifications:

“SECTION 1015. HIGH PERFORMANCE SHOTCRETE

1015.01 Packaged Shotcrete With Aggregate. The packaged shotcrete with aggregate shall be a pre-blended dry combination of materials for the wet-mix shotcrete method according to ASTM C 1480, Type FA or CA, Grade FR, Class I. The fibers shall be Type III according to Article 1014.01. The cement and finely divided minerals in the mixture shall be a minimum

6.65 cwt/cu yd (395 kg/cu m), and the portland cement shall not be below 4.70 cwt/cu yd (279 kg/cu m). Microsilica is required in the mixture and shall be a minimum of 5 percent by weight (mass) of cementitious material, and a maximum of 10 percent. Strength requirements shall be according to ASTM C 1480 except that the strength at 28 days shall be at least 4000 psi (27,500 kPa). Strength testing shall be according to ASTM C 1140. The air content as shot shall be 4.0 – 8.0 percent when tested according to AASHTO T 152, and the coarse aggregate shall be a maximum size of 1/2 in. (12.5 mm).

The packaged shotcrete shall have a water soluble chloride ion content of less than 0.15% by weight of cementitious material when tested according to ASTM C 1218 or AASHTO T 260.

The testing according to ASTM C 1480, ASTM C 1140, AASHTO 152, and ASTM C 1218 or

AASHTO T 260 shall be performed by an independent lab a minimum of once every 5 years, and

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the test results shall be provided to the Department. The Department will maintain a qualified product list. Batching and mixing shall be per the manufacturer’s recommendations.

1015.02 Packaged Shotcrete Without Aggregate. The packaged shotcrete that does not include pre-blended aggregate shall be according to Article 1015.01, except the added aggregate shall be according to Articles 1003.02 and 1004.02. The aggregate gradation shall be according to the manufacturer. The Department will maintain a qualified product list. Batching and mixing shall be per the manufacturer’s recommendations.”

Revise Section 1017 of the Standard Specifications to read:

“SECTION 1017. PACKAGED, DRY, COMBINED MATERIALS FOR MORTAR AND

CONCRETE

1017.01 Mortar. The mortar shall be high-strength according to ASTM C 387 and shall have a minimum 80.0 percent relative dynamic modulus of elasticity when tested according to AASHTO T 161. For prestressed concrete applications, the mortar shall have a water-soluble chloride ion content of less than 0.06 percent by weight of cementitious material when tested according to ASTM C 1218 or AASHTO T 260; and for non-prestressed concrete applications, the water soluble chloride content shall be less than 0.15 percent by weight of cementitious material. The testing according to ASTM C 387, AASHTO T 161, and either ASTM C 1218 or AASHTO T 260 shall be performed by an independent lab a minimum of once every five years, and the test results shall be provided to the Department. The Department will maintain a qualified product list. Mixing of the high-strength mortar shall be according to the manufacturer’s specifications.

1017.02 Concrete. The materials, testing, and preparation of aggregate for the “high slump” packaged concrete mixture shall be according to ASTM C 387. The mixture shall be air entrained, the slump shall be 5-10 in. (125-250 mm), and the coarse aggregate shall be a maximum size of 1/2 in. (12.5 mm). Strength requirements shall be according to ASTM C 387 except that the strength at 28 days shall be at least 4000 psi (27,500 kPa). The “high slump” packaged concrete mixture shall have a water soluble chloride ion content of less than 0.15% by weight of cementitious material when tested according to ASTM C 1218 or AASHTO T 260. The testing according to ASTM C 387, and either ASTM C 1218 or AASHTO T 260 shall be performed by an independent lab a minimum of once every 5 years, and the test results shall be provided to the Department. The Department will maintain a qualified product list. Mixing shall be per the manufacturer’s recommendations.

1017.02 Self-Consolidating Concrete. The materials, testing, and preparation of aggregate for the “self-consolidating concrete” packaged concrete mixture shall be according to ASTM C 387. The mixture shall be air entrained, it should be uniformly graded, and the coarse aggregate shall be a maximum size of 1/2 in. (12.5 mm). Strength requirements shall be according to ASTM C 387 except that the strength at 28 days shall be at least 4000 psi (27,500 Pa). Slump flow range shall be 22 in. (550 mm) minimum to 28 in. (700 mm) maximum when tested according to AASHTO T 347. The visual stability index shall be a maximum of 1 when tested according to AASHTO T 351. At the option of the manufacturer, either the J-Ring value shall be a maximum of 2 in.