ILDOT 78C29-093.pdf

Letting September 18, 2026

Notice to Bidders, Specifications and Proposal

Contract No. 78C29 SALINE-GALLATIN Counties Section (3-2,8X-1,4-2)RS-1; 10RS-2 Route FAP 331 Project NHPP-QGNH(199) 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.

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

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

Invitation for Bids as:

Contract No. 78C29 SALINE-GALLATIN Counties Section (3-2,8X-1,4-2)RS-1; 10RS-2 Project NHPP-QGNH(199) Route FAP 331 District 9 Construction Funds

Location 1 - 2.08 miles of HMA surface removal, HMA resurfacing, HMA shoulders, patching and ADA ramps on IL 13 from Poplar Street to US 45 in Harrisburg. Location 2 - 0.74 miles of HMA surface removal, HMA resurfacing, aggregate shoulders and patching on IL 13 from the Gallatin County line to

IL 142.

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 331 (IL 13/ IL 34}

PROJECT NHPP-QGNH(199)

SECTION (3-2,8X-1,4-2)RS-1; 10RS-2

SALINE AND GALLATIN COUNTY

CONTRACT NO. 78C29

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 (3-2,8X-1,4-2)RS-1; 10RS-2

RECURRING SPECIAL PROVISIONS

The following RECURRING SPECIAL PROVISIONS indicated by an “X” are applicable to this contract and are included by reference:

CHECK SHEET # PAGE NO.

1 X Additional State Requirements for Federal-Aid Construction Contracts 2 X Subletting of Contracts (Federal-Aid Contracts)

3 X EEO

4 Specific EEO Responsibilities Nonfederal-Aid Contracts 5 Required Provisions - State Contracts 6 Asbestos Bearing Pad Removal 7 Asbestos Waterproofing Membrane and Asbestos Hot-Mix Asphalt Surface Removal 8 Temporary Stream Crossings and In-Stream Work Pads 9 Construction Layout Stakes

10 Use of Geotextile Fabric for Railroad Crossing 11 Subsealing of Concrete Pavements 12 Hot-Mix Asphalt Surface Correction 13 Pavement and Shoulder Resurfacing 14 Patching with Hot-Mix Asphalt Overlay Removal 15 Polymer Concrete 16 Reserved 17 Bicycle Racks 18 Temporary Portable Bridge Traffic Signals 19 Nighttime Inspection of Roadway Lighting 20 English Substitution of Metric Bolts 21 Calcium Chloride Accelerator for Portland Cement Concrete 22 Quality Control of Concrete Mixtures at the Plant 23 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 X Station Numbers in Pavements or Overlays

SECTION (3-2,8X-1,4-2)RS-1; 10RS-2

i

TABLE OF CONTENTS

LOCATION OF PROJECT

DESCRIPTION OF PROJECT

UTILITIES

TRAFFIC CONTROL PLAN

NOTIFICATION PRIOR TO STARTING WORK

CHANGEABLE MESSAGE SIGNS

COOPERATION BETWEEN CONTRACTORS

REFLECTIVE CRACK CONTROL TREATMENT

PORTLAND CEMENT CONCRETE SIDEWALK 5 INCH

BITUMINOUS MATERIALS COST ADJUSTMENTS (BDE)

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

COMPENSABLE DELAY COSTS (BDE)

DISADVANTAGED BUSINESS ENTERPRISE PARTICIPATION (BDE)

FUEL COST ADJUSTMENT (BDE)

HOT-MIX ASPHALT (BDE)

HOT-MIX ASPHALT – LONGITUDINAL JOINT SEALANT (BDE)

PAVEMENT MARKING (BDE)

PERFORMANCE GRADED ASPHALT BINDER (BDE)

RAISED REFLECTIVE PAVEMENT MARKERS (BDE)

REMOVAL AND DISPOSAL OF REGULATED SUBSTANCES (BDE)

SEEDING (BDE)

SHORT TERM AND TEMPORARY PAVEMENT MARKINGS (BDE)

SIGN PANELS AND APPURTENANCES (BDE)

SINUSOIDAL RUMBLE STRIPS (BDE)

SOURCE OF SUPPLY AND QUALITY REQUIREMENTS (BDE)

SUBCONTRACTOR MOBILIZATION PAYMENTS (BDE)

SUBMISSION OF BIDDERS LIST INFORMATION (BDE)

SUBMISSION OF PAYROLL RECORDS – FEDERAL AID CONTRACT (BDE)

SURFACE TESTING OF PAVEMENTS – IRI (BDE)

SURVEYING SERVICES (BDE)

VEHICLE AND EQUIPMENT WARNING LIGHTS (BDE)

WEEKLY DBE TRUCKING REPORTS (BDE)

WOOD SIGN SUPPORT (BDE)

WORK ZONE TRAFFIC CONTROL DEVICES (BDE)

SECTION (3-2,8X-1,4-2)RS-1; 10RS-2

ii

WORK ZONE WIDTH RESTRICTION (BDE)

WORKING DAYS (BDE)

SECTION (3-2,8X-1,4-2)RS-1; 10RS-2

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 331 (IL 13/ IL 34}, Project NHPP-QGNH(199), Section (3-2,8X-1,4- 2)RS-1; 10RS-2, Saline and Gallatin County, Contract No. 78C29, 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 331 (IL 13/ IL 34} Project NHPP-QGNH(199)

Section (3-2,8X-1,4-2)RS-1; 10RS-2 Saline and Gallatin County

Contract No. 78C29

LOCATION OF PROJECT

• Location 1-This location is on IL 13 from Poplar St. to US 45 in Harrisburg.

• Location 2-This location is on IL 13 from the Gallatin County line and goes east to IL 142 intersection.

DESCRIPTION OF PROJECT

• Location 1- This location is 2.08 miles in length. Proposed work includes a HMA surface removal, surface course, HMA shoulders, patching, pavement striping, and ADA ramps.

• Location 2- This location is 0.74 miles in length. Proposed work includes HMA surface removal, binder course, surface course, HMA and Agg shoulders, patching, and pavement striping.

SECTION (3-2,8X-1,4-2)RS-1; 10RS-2

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:

Status of JULIE Member Utilities(Location #1) 78C29 Smart Overlay along IL 13 from Poplar St to US 45 Saline, County

Name and Address of Utility Type Location Ameren Illinois Electric 1800 W. Main Marion, IL 62959 ATTN: Rob Estes Tel: (618) 998-4560 Cell: (618) 924-0179 Email: restes@ameren.com

Electric Throughout

Clearwave Communications 2 North Vine Street Harrisburg, IL 62946 ATTN: Mylon Rice Cell: (618) 918-1539 Email:

mylon.rice@clearwavefiber.com

Fiber Throughout

Frontier Communications 208 West Union St.

Marion, IL 62959 ATTN: Rick Shaw Tel: (618) 997-0253 Cell: (618) 997-0257 Email: rick.shaw@ftr.com

Telephone Throughout

Futiva 600 South Halfway Rd Suite 104 Marion, Illinois 62959 ATTN: Terry Phillips Tel: (618) 736-1023 Cell: (618) 922-3992 Email: terryp@hamiltoncom.net

Fiber Throughout

Harrisburg Sewer & Water Dept.

Attn: Jason Haney Cel: (618) 841-1324 Email: JHaney@hbgwater.org

Sewer / Water

Throughout

SECTION (3-2,8X-1,4-2)RS-1; 10RS-2

Mediacom 1603 E. DeYoung St Marion, IL 62959 Attn: Craig Thompson Cel: (270) 703-9490

CATV Throughout

Liberty Utilities 611 N. Main St Harrisburg IL 62946 Attn: Ryan Bruce Cell: (618) 499-4026 Email: Ryan.bruce@liberty utilities.com

Gas Throughout

Windstream 148 Co Hwy 25 Shumway, IL 62461 Attn: Eric Porter Cell: (217)343-0864 Email:

Eric.Porter@windstream.com

Fiber Throughout

Raleigh Water Dist.

1250 Ellis Rd Harrisbur, IL 62946 Attn: Gary Ellis Tel: (618) 273-8003 Cell: (618) 841-7275 Gary.Ellis@il.usda.gov

Water Throughout

Status of JULIE Member Utilities(Location #2)

78C29 IL 13 at the Intersection of IL 142 and IL 13 Going West to Gallatin County Line.

Name and Address of Utility Type Location Metro Communications 2 North Vine Street Harrisburg, IL 62946 ATTN: Mylon Rice Cell: (618) 918-1539 Email:

mylon.rice@clearwavefiber.com

Fiber THROUGHOUT

Consumer Gas Co.

Ridgeway Office Box 639 Ridgeway, IL. 62979 ATTN: Dale Bratcher Tel: (618) 272-5681 Cell: (618) 841-1554 Email:

Gas THROUGHOUT

SECTION (3-2,8X-1,4-2)RS-1; 10RS-2

Ameren Illinois Electric 1800 W. Main Marion, IL 62959 ATTN: Rob Estes Tel: (618) 998-4560 Cell: (618) 924-0179 Email: restes@ameren.com

Electric THROUGHOUT

Saline Valley Conservancy District 11855 Hwy 142 S Equality, IL 62934 ATTN: Andy Rainwater Tel: (618) 273-6222 Email: arainwater@svcdistrict.com

Water THROUGHOUT

Shawnee Communications 120 W Lane St PO 69 Equality, IL 62934 ATTN: Shannon Cossey Tel: (618) 276-3325 Cell: (618) 926-0528 Email: cossey4@shawneetel.com

Fiber THROUGHOUT

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 Harrisburg and Equality Townships.

TRAFFIC CONTROL PLAN

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.

(b) Access to all public roads and private entrances shall be maintained during all stages of the work.

Prior to allowing traffic on any portion of the roadway that has been cold milled, the Contractor shall have erected "Rough Grooved Surface" and "Uneven Pavement" signs that conform to the details shown in the plans. A minimum of one sign at each end of the improvement will be required. The Contractor shall maintain the "Rough Grooved Surface" signs until the cold milled surface is covered with binder. The Contractor shall maintain the "Uneven Pavement" signs until the resurfacing operations are completed. The cost of furnishing, erecting, maintaining, and removing the required signs shall be included in the cost of the contract.

SECTION (3-2,8X-1,4-2)RS-1; 10RS-2

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 seven days of notice (21 days total) will be required.”

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

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 four 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.

COOPERATION BETWEEN CONTRACTORS

Revised 2/10/17

The Contractor is to be aware that traffic control limits of this contract may overlap those of another project that may be under construction along IL 13 concurrently with this work. The Contractor shall coordinate his/her work with the other contractors to minimize any possible conflicts. The Contractor shall also notify the Engineer five working days in advance of any work that may affect other adjacent contracts.

Adjacent Project, Contract No.

78B64: Bridge Deck Seal District Wide 78B94: D9 Traffic Signal Moderinization ( IL 13 and US 45) 78969: Bridge Replacement (SN 030-0015) East of IL 142

SECTION (3-2,8X-1,4-2)RS-1; 10RS-2

REFLECTIVE CRACK CONTROL TREATMENT

Effective: 1-1-22

Description. This work shall consist of constructing reflective crack control treatments. Area reflective crack control treatment shall be either system A or C at the option of the Contractor.

Strip reflective crack control treatment shall be either system A, B, or C at the option of the Contractor.

Materials. Materials shall be according to the following.

Item Article/Section

(a) Reflective Crack Control System ………………………………………..1062

(b) Preparation of Mixture for Cracks, Joints, and Flangeways ………1030.11

(c) Hot-Poured Joint Sealer ………………………………………………1050.02

(d) Bituminous Materials (Note 1) (Note 2) (Note 3) ………………………1032

Note 1. The asphalt binder used for system A shall be PG 58-22 or PG 64-22.

Note 2. The primer to be used with system B shall be supplied by the manufacturer of the membrane and shall be compatible with the membrane.

Note 3. The tack coat to be used with system C shall be SS-1, SS-1h, SS-1hP, NTEA, RS-1, RS- 2, CSS-1, CSS-1hP, CRS-1, CRS-2, or HFE-90.

Equipment. Equipment shall be according to the following.

Item Article/Section

(a) Rollers……………………………………………………………………1101.01

(b) Mechanical Sweeper ...………………………………………………..1101.03

(c) Asphalt-Rubber Processor/Distributor ………………………………1101.17

(d) Mechanical laydown Equipment ……………………………………..1101.18

(e) Aggregate Spreaders ………………………………………………….1102.04

(f) General Use Pressure Distributor ………………………………...1102.05(a)

CONSTRUCTION REQUIREMENTS

Surface Preparation. The surface on which reflective crack control system is to be constructed shall be clean and dry. Base failures shall be repaired. Cracks, spalls, potholes, or other depressions shall be sealed with an approved crack sealer or filled with mixture for cracks, joints, and flangeways according to Article 406.05.

When, in the opinion of the Engineer, the existing pavement surface cannot be rendered sufficiently smooth by crack sealing and patching, a binder shall be placed prior to construction of the reflective crack control system. The binder shall be constructed according to Section 406.

Placing (HMA). When HMA binder or surface course is placed on top of any reflective crack control system, the mixture shall be placed at a maximum temperature of 325 °F.’

SECTION (3-2,8X-1,4-2)RS-1; 10RS-2

Reflective Crack Control System A. The area to be covered with fabric shall be sprayed uniformly with asphalt binder at a rate of 0.25 to 0.30 gal/sq yd as directed by the Engineer. Asphalt binder application shall be accomplished with a general use pressure distributor for all surfaces, except where the distributor does not have room to operate, hand spraying will be allowed. The width of the spray application shall be 2 to 6 in. wider than the fabric width. The asphalt binder shall be applied at a maximum temperature of 325 °F to avoid damage to the fabric.

After the asphalt binder has been sprayed, the fabric shall be placed onto the asphalt binder without delay. Every effort must be made to lay the fabric as smoothly as possible to avoid wrinkles. Wrinkles large enough to cause laps of the fabric shall be cut and laid out flat. The fabric shall be broomed or squeegeed to remove air bubbles and make complete contact with the road surface.

The fabric shall overlap the adjacent fabric panel a minimum of 2 in. and asphalt binder shall be applied by hand to make the joint. The transverse joints shall be made in such a manner to avoid pickup by the paver. The direction of paving shall be in the direction of fabric placement.

When placed as a strip treatment, the strip shall be 24 in. wide.

Reflective Crack Control System B. The waterproofing membrane interlayer shall be placed as shown on the plans. Placement of the membrane shall be done only when the temperature is above 40 °F and the pavement surfaces are dry and free of dirt and debris.

The surface shall be primed according to the manufacturer’s recommendations prior to placement of the membrane. The primer shall be placed at a minimum rate of 300 sq ft/gal, shall extend 1

in. wider than the membrane, and shall be allowed to dry until tack free before applying the membrane. Primer shall be placed on both PCC and HMA pavement surfaces.

Any spall greater than 3 in. in diameter which will cause a failure of the material to bond to the pavement or will leave a cavity under the material shall be corrected with a material approved by the Engineer prior to the placement of the waterproofing membrane interlay.

The membrane shall be installed in nominal 12 in. widths [11 3/8 in. minimum] and shall be centered over the joint or crack within a 1 in. tolerance. Laps will be permitted in the membrane with a minimum overlap of 2.5 in. The membrane shall be installed straight and wrinkle-free with no curled or uplifted edges. Wrinkles over 3/8 in. width shall be slit and folded down.

Membrane shall be surface dry before placement of the HMA overlay. Paving may begin immediately after membrane placement.

Reflective Crack Control System C. Immediately prior to application of a tack coat, the surface shall be thoroughly cleaned by sweeping.

When placed as a strip treatment, the strip shall be 24 in. wide. Equipment which meets the approval of the Engineer and applies a uniform application of tack coat, asphalt rubber, and cover aggregate may be used.

(a) Tack Coat. A tack coat shall be applied according to Article 406.05 at a residual rate of

0.05 lb./sq ft.

SECTION (3-2,8X-1,4-2)RS-1; 10RS-2

(b) Asphalt-Rubber Mixture. For the asphalt-rubber mixture, the Contractor has the choice of using either a vulcanized rubber in asphalt with a diluent (mixture 1) or a crumb rubber blend in asphalt which has been treated with an extender oil (mixture 2).

(1) Mixture 1. The percentage of vulcanized rubber shall be 33 ± percent by weight of the asphalt cement in Mixture 1.

The temperature of the asphalt shall be between 350 and 400 °F before addition of the vulcanized rubber. The material shall be carefully combined and mixed and reacted for a period of time as required by the Engineer which shall be based on laboratory testing by the asphalt-rubber supplier or contracting agency.

The temperature of the asphalt-rubber mixture shall be above 325 °F during the reaction period.

After the reaction between asphalt binder and rubber has occurred, the viscosity of the hot asphalt-rubber mixture may be adjusted for spraying and/or better “wetting” of the cover material by the addition of a diluent. The diluent shall not exceed 7.5% by volume of the hot asphalt-rubber mixture.

If a job delay results after the full reaction has occurred, the material may be allowed to cool and be slowly reheated to an acceptable spraying temperature just prior to application. However, because of the polymer reversion that can occur when crumb rubber is held for prolonged high temperatures, the material shall not be reheated to temperatures above 325 °F. Additional diluent up to a maximum of 3% by volume of the hot asphalt-rubber mixture may be sued after reheating of the material.

(2) Mixture 2. The percentage of crumb rubber blend shall be 25 ± 4% by weight of the asphalt binder. Prior to adding the crumb rubber blend, the asphalt and extender oil shall be mixed in such quantities to produce an absolute viscosity of 600 poises at 140 °F when tested according to the requirements of AASHTO T 202. The asphalt oil blend shall first be heated to 400 °F minimum and be thoroughly mixed before beginning incorporation of the crumb rubber blend. The crumb rubber blend shall be added as quickly as possible, and the mix shall be given adequate circulation and agitation during the addition-mixing process to provide for proper dispersion. As soon as the mixing of the rubber is complete, mixture 2 may be applied to the roadway. However, if the material is not to be used within one hour of mixing, the temperature shall be reduced to below 325 °F and reheated on the project site.

(c) Application of Asphalt-Rubber Material. Asphalt-rubber shall be placed only under the following conditions.

(1) The pavement surface temperature is not less than 60 °F and rain is not imminent;

(2) The pavement surface is clean and dry;

(3) The wind conditions are such that excessive blowing of the spray bar fans is not occurring, and

(4) All construction equipment such as asphalt-rubber distributor, aggregate spreader, haul trucks with cover aggregate, and rollers are in position and ready to commence placement operations.

SECTION (3-2,8X-1,4-2)RS-1; 10RS-2

The asphalt-rubber mixture shall be applied at a temperature of 290 to 325 °F at a rate of

0.6 ± 0.05 gal/sq yd [based on 7.5 lb./hot gal]. Transverse joints shall be constructed by placing building paper across and over the end of the previous asphalt-rubber application.

Once the spraying has progressed beyond the paper, the paper shall be removed immediately and disposed of as directed by the Engineer. Longitudinal joints shall be lapped a minimum of 4 in.

(d) Application of Cover Material. Cover material shall be applied immediately to the asphalt-rubber after spreading at a rate of 30 to 40 lbs./sq yd. If steel slag is used for over material, the spread quantity shall be increased in proportion to its higher specific gravity.

At the time of application to the asphalt-rubber, cover aggregate shall not contain any free moisture.

(e) Rolling. At least three pneumatic-tired rollers shall be provided to accomplish the required embedment of the cover material. At some project locations or where production rates indicate, fewer rollers may be utilized as directed by the Engineer.

Sufficient rollers shall be sued for the initial rolling to cover the width of the aggregate spread with one pass. The first pass shall be made immediately behind the aggregate spreader, and if the spreading is stopped for any reason, the spreader shall be moved ahead or off to the side so that all cover material may be immediately rolled. Four complete coverages with rollers shall be made with all rolling complete within two hours after the application of the cover material.

(f) Opening the Completed Asphalt-Rubber Membrane Interlayer to Traffic. Except when it is necessary that hauling equipment must be on the newly applied membrane, traffic of all types shall be kept off the membrane until it has had time to set properly. The speed of all hauling equipment shall not exceed 15 mph when traveling over a membrane which is not adequately set. The minimum traffic free period shall be at least two hours.

(g) Removing Loose Cover Aggregate. Following placement of the system, the loose cover aggregate shall be removed with a mechanical sweeper without dislodging any embedded aggregate.

(h) Placement of HMA. The placement of the HMA overlay shall be delayed as directed by the Engineer for sufficient time to allow for adequate evaporation of the diluent or extender oil. A minimum of two hours shall elapse.

Method of Measurement. Area reflective crack control treatment will be measured for payment in place, and the area computed in square yards. Strip reflective crack control treatment will be measured for payment in feet along the joint or crack.

Basis of Payment. This work will be paid for at the contract unit price per SQUARE YARD for AREA REFLECTIVE CRACK CONTROL TREATMENT or per FOOT for STRIP REFLECTIVE

CRACK CONTROL TREATMENT.

SECTION (3-2,8X-1,4-2)RS-1; 10RS-2

PORTLAND CEMENT CONCRETE SIDEWALK 5 INCH

Revised 07/06/23

This work shall include all materials, labor, and equipment necessary to construct the PCC sidewalk, excavation, grading, seeding, and mulch at locations shown on the plans and as directed by the Engineer. This work shall be in accordance with Section 424.

The excavation necessary for construction of the PCC sidewalk shall be included in contract unit price and in accordance with Section 202.

After the approved backfill is complete per Article 424.10, the Contractor shall prepare the seed bed, apply fertilizer, and class 1 seed mixture in accordance with Section 250. Mulch, method 1 shall be placed on the seeded areas in accordance with Section 251.

Basis of Payment. This work will be paid for at the contract unit price per SQUARE FOOT for PORTLAND CEMENT CONCRETE SIDEWALK 5 INCH or SIDEWALK REMOVAL. Price shall include all earth excavation, fertilizing, seeding, and mulch.

SECTION (3-2,8X-1,4-2)RS-1; 10RS-2

BITUMINOUS MATERIALS COST ADJUSTMENTS (BDE)

Effective: November 2, 2006 Revised: August 1, 2017

Description. Bituminous material cost adjustments will be made to provide additional compensation to the Contractor, or credit to the Department, for fluctuations in the cost of bituminous materials when optioned by the Contractor. The bidder shall indicate with their bid whether or not this special provision will be part of the contract.

The adjustments shall apply to permanent and temporary hot-mix asphalt (HMA) mixtures, bituminous surface treatments (cover and seal coats), and preventative maintenance type surface treatments that are part of the original proposed construction, or added as extra work and paid for by agreed unit prices. The adjustments shall not apply to bituminous prime coats, tack coats, crack filling/sealing, joint filling/sealing, or extra work paid for at a lump sum price or by force account.

Method of Adjustment. Bituminous materials cost adjustments will be computed as follows.

CA = (BPIP - BPIL) x (%ACV / 100) x Q

Where: CA = Cost Adjustment, $.

BPIP = Bituminous Price Index, as published by the Department for the month the work is performed, $/ton ($/metric ton).

BPIL = Bituminous Price Index, as published by the Department for the month prior to the letting for work paid for at the contract price; or for the month the agreed unit price letter is submitted by the Contractor for extra work paid for by agreed unit price, $/ton ($/metric ton).

%ACV = Percent of virgin Asphalt Cement in the Quantity being adjusted. For HMA mixtures, the % ACV will be determined from the adjusted job mix formula. For bituminous materials applied, a performance graded or cutback asphalt will be considered to be 100% ACV and undiluted emulsified asphalt will be considered to be 65% ACV.

Q = Authorized construction Quantity, tons (metric tons) (see below).

For HMA mixtures measured in square yards: Q, tons = A x D x (Gmb x 46.8) / 2000. For HMA mixtures measured in square meters: Q, metric tons = A x D x (Gmb x 1) / 1000. When computing adjustments for full-depth HMA pavement, separate calculations will be made for the binder and surface courses to account for their different Gmb and % ACV.

For bituminous materials measured in gallons: Q, tons = V x 8.33 lb/gal x SG / 2000 For bituminous materials measured in liters: Q, metric tons = V x 1.0 kg/L x SG / 1000

Where: A = Area of the HMA mixture, sq yd (sq m).

D = Depth of the HMA mixture, in. (mm).

Gmb = Average bulk specific gravity of the mixture, from the approved mix design.

V = Volume of the bituminous material, gal (L).

SG = Specific Gravity of bituminous material as shown on the bill of lading.

SECTION (3-2,8X-1,4-2)RS-1; 10RS-2

Basis of Payment. Bituminous materials cost adjustments may be positive or negative but will only be made when there is a difference between the BPIL and BPIP in excess of five percent, as calculated by:

Percent Difference = {(BPIL – BPIP) ÷ BPIL} × 100

Bituminous materials cost adjustments will be calculated for each calendar month in which applicable bituminous material is placed; and will be paid or deducted when all other contract requirements for the work placed during the month are satisfied. The adjustments shall not apply during contract time subject to liquidated damages for completion of the entire contract.

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

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

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

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

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

Revise Article 302.02 of the Standard Specifications to read:

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

Item Article/Section

(a) Cement

(b) Water

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

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

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

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

(g) Fly Ash

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

(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”

SECTION (3-2,8X-1,4-2)RS-1; 10RS-2

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

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

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

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

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

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

Revise Article 352.02 of the Standard Specifications to read:

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

(a) Cement (Note 1)

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

(c) Water

(d) Bituminous Materials (Note 2)

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

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

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)

SECTION (3-2,8X-1,4-2)RS-1; 10RS-2

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

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

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

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

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

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

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

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

“ Note 2. The grout mixture shall be 6.50 hundredweight/cu yd (385 kg/cu m) of cement plus fine aggregate and water. Fly ash or ground granulated blast furnace (GGBF) slag may replace a maximum of 5.25 hundredweight/cu yd (310 kg/cu m) of the cement. The water/cement ratio, according to Article 1020.06, shall not exceed 0.60. An air-entraining admixture shall be used to produce an air content, according to Article 1020.08, of not less than

6.0 percent nor more than 9.0 percent of the volume of the grout. The Contractor shall have the option to use a water-reducing or high range water-reducing admixture.”

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.”

SECTION (3-2,8X-1,4-2)RS-1; 10RS-2

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

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

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

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

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

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

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

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

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

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

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

SECTION (3-2,8X-1,4-2)RS-1; 10RS-2

(2) Alkalinity -- 0.1 Normal HCI...................................................................... 10 ml max.* *To neutralize 200 ml sample.

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

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

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

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

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

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

(1) Unsoundness (ASTM C 151).

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

(3) Strength (ASTM C 109).

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

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

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

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

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

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 (3-2,8X-1,4-2)RS-1; 10RS-2

“SECTION 1014. FIBERS FOR CONCRETE

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

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

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

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

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

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

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

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

SECTION (3-2,8X-1,4-2)RS-1; 10RS-2

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 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.

SECTION (3-2,8X-1,4-2)RS-1; 10RS-2

1017.02 Self-Consolidating Concrete. The materials, testing, and preparation of aggregate for the “self-consolidating concrete” packaged concrete mixture shall be according…