ildot 46949-065.pdf

July 31, 2026 Letting

Notice to Bidders, Specifications and Proposal

Contract No. 46949 CLINTON County Section ELDON HAZLET PARKING Route PARK ROADS District 8 Construction Funds

Prepared by S

Checked by (Printed by authority of the State of Illinois)

NOTICE TO BIDDERS

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

July 31, 2026 prevailing time 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:

CLINTON County Section ELDON HAZLET PARKING Route PARK ROADS District 8 Construction Funds

Resurfacing parking areas with PCC surface, sidewalk construction and drainage improvements at Eldon State Recreational Area.

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 readvertise the proposed improvement, and to waive technicalities.

By Order of the Illinois Department of Transportation

Gia Biagi, Secretary

PARK ROADS

SECTION ELDON HAZLET PARKING

CLINTON COUNTY

CONTRACT NO. 46949

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

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

3 X EEO

4 X Specific EEO Responsibilities Nonfederal-Aid Contracts 5 X 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 X 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 X 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 Concrete Mix Design – Department Provided 32 Station Numbers in Pavements or Overlays i

TABLE OF CONTENTS

LOCATION OF PROJECT

DESCRIPTION OF WORK

CONSTRUCTION COORDINATION WITH SITE OPERATIONS

TRAFFIC CONTROL PLAN

TRAFFIC CONTROL AND PROTECTION (SPECIAL)

BOAT PARKING LOT NUMBERING

CONCRETE PAD

CONCRETE STEPS

FILLING EXISTING STORM SEWERS

PAINT CURB

PIPE DRAINS 4” (SPECIAL)

PIPE HANDRAIL

PORTLAND CEMENT CONCRETE SIDEWALK 4 INCH, SPECIAL

REMOVE EXISTING PARKING BLOCKS

REMOVE TIE-DOWN ANCHOR

RETAINING WALL (SPECIAL)

TIE-DOWN ANCHOR

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)

ILLINOIS WORKS APPRENTICESHIP INITIATIVE – STATE FUNDED CONTRACTS (BDE)

LONGITUDINAL TINING (BDE)

PAVEMENT MARKING (BDE)

PAVEMENT PATCHING (BDE)

PERFORMANCE GRADED ASPHALT BINDER (BDE)

REMOVAL AND DISPOSAL OF REGULATED SUBSTANCES (BDE)

SEEDING (BDE)

SIGN PANELS AND APPURTENANCES (BDE)

STEEL COST ADJUSTMENT (BDE)

STRUCTURAL REPAIR OF CONCRETE (BDE)

SUBCONTRACTOR AND DBE PAYMENT REPORTING (BDE)

SUBCONTRACTOR MOBILIZATION PAYMENTS (BDE)

ii

SUBMISSION OF BIDDERS LIST INFORMATION (BDE)

SUBMISSION OF PAYROLL RECORDS – STATE CONTRACT (BDE)

SURVEYING SERVICES (BDE)

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

WEEKLY DBE TRUCKING REPORTS (BDE)

WORK ZONE TRAFFIC CONTROL DEVICES (BDE)

WORK ZONE WIDTH RESTRICTION (BDE)

WORKING DAYS (BDE)

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”; the “Manual of Test Procedures for Materials”, in effect on the date of the 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 Park Roads, Section Eldon Hazlet Parking, Clinton County, Contract No. 46949, in case of conflict with any part or parts of said specifications, the said Special Provisions shall take precedence and shall govern the construction of plans.

Park Roads Section Eldon Hazlet Parking

Clinton County

LOCATION OF PROJECT

This project is located within Eldon Hazlet State Recreation Area at the Carlye Sailing Association, located 7 miles north of Carlyle City in Clinton County, Illinois.

DESCRIPTION OF WORK

The proposed improvement consists of furnishing all labor, equipment, and materials to reconstruct and improve the sailboat and vehicular parking lots within the Carlyle Sailing Association complex. The proposed improvements consist of HMA surface removal, HMA resurfacing, pavement removal for concrete parking lot reconstruction, culvert and inlet replacements, sea-wall outlet modifications and repair, removal and installation of boat tie-down anchors, pavement markings, signage, and all other work according to the plans and these specifications.

CONSTRUCTION COORDINATION WITH SITE OPERATIONS

The work at the Carlyle Sailing Association will require complete closure and coordination with site personnel to ensure that these facilities will not be used by the public or association members during the construction period. All construction area preparations, means, and methods are required to be submitted to the site personnel and must receive written approval prior to the start of construction. For the various project components to be constructed, the work may be limited during holiday weekends. Safety measures including barricades, lighting, and traffic control measures must be provided and maintained during the entire period from start of work at a location within the site until all the work at that location is completed.

To limit contact with endangered species, construction activity shall be limited to within the project limits. Soil disturbance must be kept to a minimum, and any disturbed areas must be restored.

The Contractor shall provide inspection of excavations for snakes prior to backfilling.

The costs involved with providing the necessary site closure and related safety measures will be paid for as Traffic Control and Protection (Special) with no additional compensation.

TRAFFIC CONTROL PLAN

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

Special attention is called to Sections 107.09 and 107.14 and 701 through 705 of the Standard Specifications for Road and Bridge Construction, and as amended by the Supplemental Specifications, Recurring Special Provisions, the special provisions contained herein, and the following highway standards relating to traffic control:

Highway Standards:

701001 701006 701011 701801 701901 BLR21 BLR 22

Traffic Control: The Contractor shall coordinate the items of work in order to keep hazards and traffic inconveniences to a minimum, as specified below.

1. The Contractor will be responsible for the traffic control devices at all times during any construction shut-down periods.

2. Traffic control devices shall be in new or like-new condition equipped with new reflective sheeting at the time of use. The Engineer will be the sole judge of the condition of the devices. All warning signs shall be 48 inches by 48 inches and have a black legend on a fluorescent orange reflectorized background.

3. At the direction of the Engineer, when closing parking lots or dead-end roads to traffic, one type III barricade with standard sign R11-2 or R11-4 (ROAD CLOSED) mounted shall be used.

4. At the direction of the Engineer, W20-I103(0)-48 (ROAD CONSTRUCTION AHEAD) signs shall be placed prior to active work areas.

5. At the direction of the Engineer, the RESTRICTED AREA SIGN signs shall be placed at access points to the park.

6. At the discretion of the Engineer, W20-1(MODIFIED CONSTRUCTION TRAFFIC ONLY) sign shall be placed on Hazlet Park Rd as shown in the plans.

7. At the direction of the Engineer, the contractor shall locate and cover all existing speed limit signs with the project limits and install temporary SPEED LIMIT (R2-1) signs displaying “15 MPH” in accordance with MUTCD PART 6.

8.

9. At the direction of the Engineer, the entire parking lot and site area shall be fully closed to complete the proposed work. Thirty days of notice shall be given to membership prior to closing any lot or road to coordinate boat and trailer removal.

Sequence of Construction: The following is a suggested sequence of construction for the site.

Once low bid is awarded, Contractor may request a change as needed and IDNR approves.

Trench in the erosion control barrier a minimum of 4” around the project site at locations shown in the plans Parking lot drainage improvements and sea wall outlet improvements & repairs Milling existing HMA pavement and parking areas Pavement removal (boat parking area, entry road) Establishing new parking area drainage structures Grading subgrade in parking areas Hot-mix asphalt binder and surface course on parking area PCC pavement on entrance road and main boat parking lot areas Installation of tie-down anchors and pavement markings Other work within the park can occur during the above noted work periods

As this project will be constructed while the site is closed to the public and members, the Contractor is expected to coordinate activities to facilitate site operations. The above sequence may be modified by the Engineer, and the Contractor may request modification with the approval of the Engineer at no additional cost to the project.

Measurement and Payment for Traffic Control and Protection: All traffic control and protection will be measured and paid for in accordance with the Traffic Control and Protection, (Special) special provision included herein.

TRAFFIC CONTROL AND PROTECTION (SPECIAL)

This item of work shall include furnishing, installing, maintaining, replacing, relocating, and removing all traffic control devices used for the purpose of regulating, warning, or directing vehicular and pedestrian traffic during the construction of this project and in accordance with the Traffic Control Plan. Traffic control and protection shall be provided as called for in these special provisions, applicable highway standards, applicable sections of the Standard Specifications, or as directed by the Engineer. No modification of these requirements will be allowed without prior written approval of the Engineer. Traffic control devices include signs and their supports, signals, barricades with sandbags, channelizing devices, warning lights, arrow boards, flaggers, or any other device used for the purpose of regulating, detouring, warning, or guiding traffic through or around the construction zone.

When directed by the Engineer, the Contractor shall remove all traffic control devices which were furnished, installed, and maintained under this contract, and such devices shall remain the property of the Contractor. Lane closures and the prohibition of access to portions of the site shall only be left in place as needed. At all other times, traffic control shall be removed unless directed by the Engineer. Failure to restore lanes to full width will result in a traffic control deficiency as specified in Article 105.03.

This work will be paid for at the contract unit price per LUMP SUM for TRAFFIC CONTROL AND PROTECTION (SPECIAL) with no additional compensation allowed.

BOAT PARKING LOT NUMBERING

This work shall include all materials, labor, and equipment necessary to layout and paint the boat parking lot numbers as shown and detailed in the plans according to Section 780 of the Standard Specifications, except as revised herein.

Add the following to Table 1 of Article 780.14(b).

LETTERS (SF)

SIZE A B C D E F G H I

1.5 FT 0.8 1.0 0.7 0.9 0.8 0.7 0.8 0.9 0.4

SIZE J K L M N O P Q R

1.5 FT 0.5 0.8 0.6 1.1 1.0 0.9 0.8 0.9 0.9

SIZE S T U V W X Y Z

1.5 FT 0.8 0.6 0.8 0.7 1.1 0.7 0.6 0.7

NUMBERS (SF)

SIZE 1 2 3 4 5

1.5 FT 0.4 0.8 0.8 0.7 0.9

SIZE 6 7 8 9 0

1.5 FT 0.9 0.6 1.0 0.9 0.9

Revise the second paragraph of Article 780.14(b) to read:

“Letters and symbols shall conform to the sizes and dimensions specified in the MUTCD, Standard 780001, and the details shown in the plans and will be measured based on the total areas indicated in Table 1 or as specified on the plans.”

CONCRETE PAD

Description – This work shall consist of building concrete pads for the trash dumpsters located throughout the sailing association area within Eldon Hazlet State Park. The concrete pad shall be class SI concrete according to Section 1020 and curing materials shall be according to Section 1021 of the Standard Specifications.

Prior to construction of a concrete pad, the Engineer will coordinate the final layout and locations with park staff. Pad size will be per the schedule in the plans. Excavation required for the construction of the pad may require removal of existing concrete or asphalt. The excavated area shall be compacted to the satisfaction of the Engineer. A minimum of 6 in. of CA 6 according to Article 1004.04 of the Standard Specifications shall be placed and compacted. The concrete pad shall be 5 1/2 in. thick. Forming and concrete placement shall be according to Section 420 of the Standard Specifications. The concrete pad shall be left in a broom clean condition.

Method of Measurement Concrete pad shall be measured for payment in square yards.

Basis of Payment This work will be paid for at the contract unit price per SQUARE YARD for CONCRETE PAD, which price shall include all equipment, labor, and materials necessary to install the concrete pads.

CONCRETE STEPS

Description: This work shall consist of constructing cast-in-place concrete steps according to Sections 501 and 503 of the Standard Specifications and the details in the plans. The new steps shall be constructed per the plan detail in conjunction with the new PCC sidewalk. The Contractor shall submit shop drawings of all new steps to the Engineer for review and approval.

This work will be measured for payment, and the volume computed in cubic yards. In computing the volume of concrete for payment, the dimensions used will be those ordered in writing by the Engineer. Increased quantities resulting from over-excavation will not be measured for payment.

Reinforcement bars as shown in the plan detail are included in the cost of this work.

Basis of Payment: This work will bel be paid for at the contract unit price per CUBIC YARD for

CONCRETE STEPS.

FILLING EXISTING STORM SEWERS

Description: This work shall consist of filling existing storm sewers as shown on the plans and as directed by the Engineer. This work shall be completed in accordance with applicable portions of Sections 593 and 605 of the Standard Specifications, except as modified herein.

Material: Material for plugging the existing storm sewers shall be CLSM in conformance with the applicable portions of Section 593 of the Standard Specifications. For the seawall outlet pipe locations, a special admixture shall be added to the CLSM to aid in the curing process since these filled outlets will be exposed to the lake water after completion.

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

FILLING EXISTING STORM SEWERS.

PAINT CURB

This work shall include all materials, labor, and equipment necessary to paint the concrete curb and metal sea wall cap as shown in the plans and to the satisfaction of the Engineer. Surface preparation and painting application shall be in accordance with Section 780 of the Standard Specifications.

Basis of Payment. This work will be paid for at the contract unit price per FOOT for PAINT CURB.

PIPE DRAINS 4” (SPECIAL)

Description: This work will be in accordance with Section 601 of the Standard Specifications, details in the plans, and as specified herein. Pipe elbows will be required. Pipe drains shall be PVC pipe in accordance with Article 1040.03 of the Standard Specifications.

Method of Measurement: Method of measurement shall be in accordance with Article 601.07.

Basis of Payment: This work will be paid for in accordance with Article 601.08.

PIPE HANDRAIL

Description: This item of work shall consist of furnishing all materials, labor and equipment necessary to construct the pipe handrail at the locations shown in the plans. This work shall be in accordance with Section 509 of the Standard Specifications and according to the details shown in the plans.

Materials: The pipe handrail and posts shall be galvanized steel. The posts shall be set into non-shrinkable grout. The Contractor shall submit shop drawings of the pipe handrail and connection details to the Engineer for approval.

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

HANDRAIL.

PORTLAND CEMENT CONCRETE SIDEWALK 4 INCH, SPECIAL

Description - This work shall include all materials, labor, and equipment necessary to construct the PCC sidewalk, excavation, aggregate base 6”, 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 1A seed mixture in accordance with Section 250. Mulch, method 2 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 4 INCH (SPECIAL). Price shall include all earth excavation, aggregate base, fertilizing, seeding and mulch.

REMOVE EXISTING PARKING BLOCKS

This work shall consist of the removal and disposal of existing parking blocks at the locations shown in the plans, in accordance with Section 440 of the Standard Specifications, and as herein specified. The parking blocks and steel pins that anchor the existing parking blocks shall be pulled out and disposed of by the Contractor in accordance with Article 440.06 of the Standard Specifications.

Basis of Payment - This work will be paid for at the contract unit price per EACH for REMOVE EXISTING PARKING BLOCKS, which price shall include removal and disposal of parking blocks and pins.

REMOVE TIE-DOWN ANCHOR

Description: This work shall consist of removing existing boat tie-down anchors, including anchor hardware, footings, and any associated concrete or asphalt. If needed fill the void area with compacted CA-7 aggregate to match the surrounding pavement. All work shall be performed in accordance with this provision, Article 202.03, and as directed by the Engineer.

Anchor Removal. Saw-cut asphalt around each anchor to create neat, vertical edges. Remove asphalt, concrete footing (if applicable), and anchor hardware entirely. All removed materials shall become the property of the Contractor and be disposed of off-site.

Method of Measurement: This work will be measured for payment per each tie-down anchors removed.

Basis of Payment: This work will be paid at the contract unit price per EACH for REMOVE TIE- DOWN ANCHOR and will include all labor, materials, equipment, to complete the work.

RETAINING WALL (SPECIAL)

Description. This item of work shall consist of removing and repairing portions of existing sea retaining wall at the storm sewer outlet locations indicated and detailed in the plans and directed by the Engineer per Articles 209, 503, 505, and 522 of the Standard Specification.

Suggested sequence. Excavate behind the wall at the outlet locations. Cut the existing sheet pile wall at the sewer outlet locations as indicated on the plans. Install new RCP pipe and plate, seal gaps, pour concrete even to the top of the steel plate, remove associated form work after cure time, and backfill.

During the removal, repair, and construction activities associated with the seawall outlet locations, the Contractor shall coordinate all work operations with IDNR and take all necessary precautions to prevent debris, sediment, concrete waste, or other contaminants from entering the lake. The Contractor shall actively mitigate debris generated from both the removal process and the construction process, including but not limited to excavation, demolition, cutting of sheet pile, pipe installation, and concrete placement operations.

All construction debris and contaminants that enter or have the potential to enter the lake shall be immediately removed and properly disposed of off-site in accordance with applicable regulations.

The use of containment measures such as turbidity barriers, debris curtains, or other approved methods shall be employed as necessary to protect the lake from contamination. Any debris resulting from the work that accumulates in the lake shall be removed prior to final acceptance of the work at no additional cost to the Department.

All costs associated with debris mitigation, environmental protection, and removal of contaminants from the lake shall be considered included in this work.

Method of Measurement. Retaining wall special will be measured for payment in place in square feet using the outside dimensions of the steel plate. Plate fabricated to dimensions other than those shown in the plans without the permission of the Engineer will not be measured for payment.

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

RETAINING WALL (SPECIAL).

TIE-DOWN ANCHOR

Description: This work shall consist of furnishing and installing flush-mount tie-down anchors for securing boats within the marina concrete parking lot. The installation shall include drilling pavement, installation of corrosion-resistant hardware, and surface restoration in accordance with this provision and as shown on the drawings.

Materials:

Anchor Hardware: Zink plated steel, type 316 stainless steel or hot-dip galvanized ASTM A153 steel, rated for a minimum working load of 3,000 lbs. (UTS - 10,000 lbf.) per anchor. Anchor type shall be flush mount steel plate with hinged D-ring, fold-down with finished concrete surface.

Construction Requirements:

Layout and Spacing: Anchor locations shall be as indicated on the parking lane detail drawings or approved by the Engineer, generally spaced 2 per parking space and clear of vehicle traffic lanes.

Load Testing: The Contractor shall load test permanent tie-down anchors as follows. The first 100 permanent tie-down anchors installed shall be load tested. Each anchor shall be subjected to a 3,000-pound test load applied in the direction of the intended service load. The test load shall be held for a minimum duration of one minute. After successful completion of the initial testing, 25% of the remaining installed anchors shall be randomly selected and load tested, as directed by the Engineer.

Subsequent testing shall be performed to the same 3,000-pound test load and hold duration.

Acceptance Criteria: An anchor shall be considered satisfactory when all of the following conditions are met:

• No visible cracking, spalling, or distress of the surrounding concrete or substrate.

• No measurable displacement, loosening, or pull-out of the anchor.

• The anchor remains serviceable following removal of the test load.

Failed Anchors: Any anchor that fails to meet the acceptance criteria shall be removed and replaced at no additional cost to the Department. Replacement anchors shall be load tested in accordance with this special provision. If more than 10% of the tested anchors fail, the Engineer may require additional testing, up to and including load testing all remaining installed anchors.

Equipment and Personnel: Load testing shall be performed using calibrated testing equipment capable of accurately applying and measuring the specified load. Calibration documentation shall be furnished to the Engineer upon request. Testing shall be performed by personnel experienced in anchor load testing.

Documentation The Contractor shall submit written documentation of load testing to the Engineer, including:

• Anchor identification and location

• Test load applied

• Test duration

• Test results

• Date of testing

Method of Measurement: This work will be measured for payment per each unit installed, load-tested, and accepted.

Basis of Payment: This work will be paid at the contract unit price per EACH for TIE-DOWN ANCHOR and shall include all labor, materials, equipment, and testing necessary to complete the work.

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.

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”

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)

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.”

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.*

(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 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

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…