IDOT 66T39-074.pdf

June 12, 2026 Letting

Notice to Bidders, Specifications and Proposal

Contract No. 66T39 LASALLE County Section (50-3,4,5,8)PP-2 Route FAI 39 District 3 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.

June 12, 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:

LASALLE County Section (50-3,4,5,8)PP-2 Route FAI 39 District 3 Construction Funds

Pavement patching and joint repair along I-39 at the following interchanges in LaSalle County: Tonica (SB only), IL 71, IL 251, Oglesby, I-80, and US 34. 3.06 miles gross length.

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

FAI Route 39 (I-39/US 51) Section (50-3,4,5,8)PP-2

LaSalle County

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 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 Concrete Mix Design – Department Provided 32 Station Numbers in Pavements or Overlays i

TABLE OF CONTENTS

LOCATION OF PROJECT

DESCRIPTION OF PROJECT

PAVEMENT PATCHING

PCC PAVEMENT PRESERVATION – CROSS STITCHING, 3/4" IN

PCC PAVEMENT PRESERVATION – PARTIAL DEPTH PATCHING

DRILL AND GROUT #6 OR #8 EPOXY COATED TIE BARS

TACK COAT

KEEPING ROADS OPEN TO TRAFFIC

CHANGEABLE MESSAGE SIGN

VEHICLE PARKING

PCC PAVEMENT PRESERVATION – FULL DEPTH LONGITUDINAL JOINT REPAIR

PLASTIC DRUMS

TEMPORARY INFORMATION SIGNING

MODIFIED URETHANE PAVEMENT MARKING – TWO APPLICATIONS

RESTORATION OF WORK AREA

BITUMINOUS MATERIALS COST ADJUSTMENTS (BDE)

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

COMPENSABLE DELAY COSTS (BDE)

HOT-MIX ASPHALT (BDE)

ILLINOIS WORKS APPRENTICESHIP INITIATIVE – STATE FUNDED CONTRACTS (BDE) ..36

PAVEMENT MARKING (BDE)

PAVEMENT PATCHING (BDE)

PERFORMANCE GRADED ASPHALT BINDER (BDE)

RAISED REFLECTIVE PAVEMENT MARKERS (BDE)

REMOVAL AND DISPOSAL OF REGULATED SUBSTANCES (BDE)

SHORT TERM AND TEMPORARY PAVEMENT MARKINGS (BDE)

SIGN PANELS AND APPURTENANCES (BDE)

SPEED DISPLAY TRAILER (BDE)

STEEL COST ADJUSTMENT (BDE)

SUBCONTRACTOR AND DBE PAYMENT REPORTING (BDE)

SUBCONTRACTOR MOBILIZATION PAYMENTS (BDE)

SUBMISSION OF BIDDERS LIST INFORMATION (BDE)

ii

SUBMISSION OF PAYROLL RECORDS – STATE CONTRACT (BDE)

SURVEYING SERVICES (BDE)

VEHICLE AND EQUIPMENT WARNING LIGHTS (BDE)

WORK ZONE TRAFFIC CONTROL DEVICES (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," 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 FAI Route 39 (I-39/US 51), Section (50-3,4,5,8)PP-2, LaSalle County, Contract No. 66T39 and in case of conflict with any part or parts of said Specifications, the said Special Provisions shall take precedence and shall govern.

LOCATION OF PROJECT

This project is located on I-39 entrance and exit ramps in LaSalle County at the following interchanges:

• CH 54 (TONICA) SOUTHBOUND ONLY

• IL 71

• IL 251

• WALNUT ST (OGLESBY)

• I-80

• US 34 (MENDOTA)

DESCRIPTION OF PROJECT

This project consists of Class A Pavement Patching, Partial Depth Patching, Cross Stitching, gore area resurfacing and pavement marking on interchange ramp tie-ins.

PAVEMENT PATCHING

(Effective April 11, 2016; Revised April 27, 2018)

Description. This work shall consist of the removal of the existing pavement, the necessary excavation and the replacement with the class and type of patch specified at designated locations.

This work shall be according to Section 442 of the Standard Specifications for Class A and Class B patching and as modified herein.

Materials. Materials shall be according to Article 442.02 of the Standard Specifications and as modified below.

Revise the first paragraph of Article 1020.05(d)(2)b(2) to read:

(2) Class C Fly Ash. For cement aggregate mixture II, Class PV, RR, BS, PC, PS, DS, SC, and SI concrete, Class C fly ash shall be a minimum of 25.0 percent by weight (mass) of the cement and finely divided minerals summed together. For PP-1 and PP-2 concrete, Class C fly ash shall be a minimum of 15.0 percent by weight (mass) of the cement and finely divided minerals summed together.

Revise the first paragraph of Article 1020.05(d)(2)b(3) to read:

(3) When GGBF slag is used in Class PV, RR, BS, PC, PS, DS, SC, and SI concrete, ground granulated blast-furnace slag shall be a minimum of 25.0 percent by weight (mass) of the cement and finely divided minerals summed together. For PP-1 and PP-2 concrete, Ground Granulated Blast-Furnace Slag shall be a minimum of 15.0 percent by weight (mass) of the cement and finely divided minerals summed together.

CONSTRUCTION REQUIREMENTS

Pavement Removal. Pavement removal shall be according to Article 442.05 of the Standard Specifications and as modified herein.

Revise Article 442.05(a) to read:

(a) Class A Patches. Two transverse full depth saw cuts shall be made perpendicular to the centerline at each end of the patch, except that the saw cuts may be skewed slightly if necessary to maintain a minimum distance of 18 inches from the end of the patch to the nearest transverse crack in the pavement to remain in place. When approved by the Engineer, this minimum distance may be reduced to 6 inches in areas of close crack spacing where the pavement otherwise appears to be sound. The longitudinal edges of the patch shall be formed by full-depth saw cuts. Saw cut extensions into pavement which is to remain in place will not be permitted. All saw cuts shall be made with an approved concrete saw. After the transverse saw cuts have been made, intermediate cuts as shown on plan details may be made to make pressure relief cuts or to reduce the pavement length to a size that accommodates removal and hauling operations. The saw cutting operations shall be controlled to limit subbase penetration to a maximum of 1/2 inch.

The shoulder between the full-depth saw cut and the pavement edge shall be removed using a handheld hammer and hand tools prior to pavement removal. If available, the Contractor may use an approved wheel saw to make the shoulder cut and removal.

When the patch is adjacent to a portland cement concrete shoulder, a saw cut shall be made at the shoulder-pavement joint sufficiently deep to sever the tie bars. A second full-depth saw cut shall be made in the pavement a minimum of 4 inches from the edge of the shoulder. The pavement between the full-depth saw cut and the shoulder edge shall be removed using a hand held hammer and hand tools prior to removal of the remaining pavement.

The pavement between the saw cuts shall be removed by lifting. Sufficient care shall be taken to minimize subbase disturbance and prevent spalling of the pavement that is to remain in place.

Any subbase or stabilized subbase material disturbed during pavement removal operations or determined unsuitable by the Engineer shall be removed and replaced with patch material.

If the Engineer determines that the concrete has deteriorated to the extent that it is not practical to lift, the pavement may be broken into small pieces and removed. The breaking equipment shall not transfer impact energy greater than 3,000 foot/pound per blow to the pavement surface.

Should the Contractor's operations cause a spall having a width or depth greater than 1 inch in the pavement to remain in place or cause excessive shattering or underbreaking of the existing slab to remain in place, a new saw cut shall be made extending the patch to remove the spall or underbreaking. After pavement removal, the pavement structure will be inspected by the Engineer to determine if it is sufficiently sound. If determined unsound, the Contractor shall extend the patch as directed by the Engineer.

Revise Article 442.06(a)(1) to read:

(a) Reinforcement, Dowel Bars, and Joints. Reinforcement, dowel bars, and joints shall be according to the following.

(1) Class A Patching. The reinforcement shall be constructed according to Articles

508.03 through 508.09. Patches more than 20 feet in length, including half-lane patches, shall be tied to the adjacent pavement, portland cement concrete shoulders, and curb and gutter with No. 6 transverse epoxy coated tie bars, 24 inch long, embedded 8 inch at 36 inch centers according to Article 420.05(b).

Patch reinforcement (longitudinal) shall be tied to No. 6 epoxy coated tie bars, 32 inch long drilled and grouted 8 inch into existing pavement at a spacing that matches that of the existing pavement reinforcement.

The Contractor shall tie the steel together, using at least two secure ties for each lap splice according to Article 508.08(a)(1).

Reinforcement steel shall be placed and supported on chairs according to Article 508.06, and the placement tolerance for individual reinforcement bars shall be ±1 inch horizontally and vertically.

When the existing reinforcement is welded wire reinforcement, the longitudinal reinforcement bars shall be the same size and spacing as the existing longitudinal reinforcement.

Revise the sixth paragraph of Article 442.06(a)(2) of the Standard Specifications to read:

“Patches more than 20 feet in length shall be tied to the adjacent lane of pavement, portland cement concrete shoulders, and curb and gutter with No. 6 tie bars, 24 inch long, embedded 8 inch at 36 inch centers according to Article 420.05(b).”

Add the following sentence to the first paragraph of Article 442.06(d):

The patch material shall match the elevation of the existing concrete pavement or hot-mix asphalt surface.

PCC PAVEMENT PRESERVATION – CROSS STITCHING, 3/4" IN.

Description. This work shall consist of drilling and grouting epoxy coated tie bars into holes drilled across a joint or nonworking crack at angles of 35 degrees to 45 degrees as measured to the concrete pavement surface. The overall goal of this work method is to strengthen longitudinal cracks in slabs to prevent slab migration, tie centerline longitudinal joints that are starting to fault, and to tie roadway lanes or shoulders that are separating and causing maintenance problems.

Materials. Materials shall be according to the following Articles of the Standard Specifications:

(a) Grout………...………………………………………………………Article 1024.02

(b) Epoxy Coated Rebar…………………………………..……Article 1006.10(a)(2)

(c) Chemical Adhesive……………………………………..………….Article 1027.01

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

(a) Drilling Equipment: The drilling equipment used for drilling holes in the surface of the existing PCC pavement shall be capable of drilling the size and depth of the holes as shown on the plans. The machine shall be equipped with a positive stop to control the depth of the hole. A jig or a frame mounted drill rig shall be used to control the drilling angle specified. The drilling equipment used shall be selected such that it minimizes damage to the surrounding concrete surface. The diameter of the drill bit shall not be more than 3/8 inches larger than the diameter of the required tie bar.

(b) Air Compressor: The air compressor shall be of adequate size and capacity as to clean all dust, drilling residue, and other debris from the hole completely. The pneumatic tool lubricator shall be bypassed and a filter installed on the discharge valve to keep water and oil out of the lines.

CONSTRUCTION REQUIREMENTS:

The construction sequence for the cross stitching operation shall be as follows:

(a) Layout of Holes: Hole locations shall be marked according to Table 1:

Table 1: Cross Stitching Bar Dimensions and Angles/Locations

Values falling between values shown in Table 1 shall be calculated via linear interpolation and rounded up to the nearest quarter of an inch.

Holes shall be spaced twenty-four inches longitudinally and alternate on either side of the longitudinal. Holes shall not be drilled any closer than twenty-four inches to a transverse joint.

(b) Drilling of Holes: Holes shall be drilled at an angle to the pavement so that they intersect the joint or crack at mid-depth of the existing pavement slab. Drilling shall terminate when the drill bit is one inch from the bottom of the existing pavement slab.

All drilled holes shall be cleaned using compressed air so that the holes are completely free of dust, drilling residue, and other debris.

(c) Installation of Tie Bars: Tie bars shall be grouted according to Paragraphs 3 and 4 of Article 442.06(a)(2) except that a non-shrink grout or chemical adhesive may be used for the grouting material and that tie bars shall be used in place of dowel bars.

The top of the tie bar shall be ½ in. to ¾ in. below the top of the existing pavement surface.

Excess grouting material shall be removed and the hole finished flush with the existing pavement surface.

Offset W

(in.)

5.75 6.00 6.50 6.75 6.00 6.25 6.50 6.75 6.00 6.25 6.50 6.75 7.00 7.25 7.50

DIMENSIONS FOR TIE BAR INSERTION

Slab Thickness

D (in.)

Angle Φ

(deg.)

Bar Diameter d (in.)

Length of Bar

L (in.)

Depth of Hole a (in.)

Min.Depth to Bar c (in.)

8.00 35 0.75 9.00 12.50 3.00

8.50 35 0.75 9.50 13.00 3.00

9.00 35 0.75 10.50 14.00 3.00

9.50 35 0.75 11.50 15.00 3.00

10.00 40 0.75 11.00 14.00 2.50

10.50 40 0.75 12.00 15.00 2.50

11.00 40 0.75 12.50 15.50 2.50

11.50 40 0.75 13.50 16.50 2.50

12.00 45 0.75 13.00 15.75 2.25

12.50 45 0.75 13.50 16.25 2.25

13.00 45 1.00 14.00 17.00 2.50

13.50 45 1.00 14.50 17.50 2.50

14.00 45 1.00 15.50 18.50 2.50

14.50 45 1.00 16.00 19.00 2.50

15.00 45 1.00 17.00 20.00 2.50

(d) Opening to Traffic.

No traffic or construction equipment will be permitted on the pavement until after the specified cure period as per the manufacturer’s specifications or until approval is given by the Engineer.

Method of Measurement. Cross stitching will be measured for payment and computed as each, which will include the entire work effort and all materials including tie bars.

Basis of Payment. Cross stitching will be paid for at the contract unit price per each for CROSS

STITCHING ¾”.

PCC PAVEMENT PRESERVATION – PARTIAL DEPTH PATCHING

Description. This work shall consist of replacing deteriorated concrete in the top one-third to one-half of the slab thickness. Concrete distresses may include spalling caused by poor consolidation, inadequate curing, improper finishing practices, reinforcing steel located too close to the surface, inadequate air void system, intrusion of incompressible material into joints, or other areas of deterioration that are of sufficient size and depth to warrant repair. Selected areas shall be saw cut to a specified depth and unsound concrete shall be removed. Corroded reinforcing steel encountered in the patch area shall be removed as deemed necessary by the Engineer.

Materials. Materials shall be according to the following Articles of the Standard Specifications:

(a) Portland Cement Concrete (Note 1)……………………………… Article 1020

(b) Grout (Note 2)………………………………………………………Article 1024.01

(c) R1, R2, or R3 Concrete (Note 3)

Note 1: Class PP-1concrete shall be used. If an accelerator is used, it shall be the non- chloride type.

Note 2: The grout shall be proportioned as follows: 2 parts Type I cement, 1 part water, 1 part sand.

Note 3: The R1, R2, or R3 concrete shall be from the Department’s qualified product list of Packaged, Dry, Rapid Hardening, Cementitious Materials for Concrete Repairs. The R1, R2, or R3 concrete shall comply with the air content and strength requirements for Class SI concrete as indicated in Note 1. Mixing shall be per the manufacturer’s recommendations, except the water/cement ratio shall not exceed the value specified for Class SI concrete as indicated in Note 1. A high range water-reducing admixture shall be used to obtain a 5-7 in (125-175 mm) slump, and a retarder may be required to allow time to perform the required field tests. The admixtures shall be per the manufacturer’s recommendation, and the Department’s qualified product list of Concrete Admixtures shall not apply.

(a) Sawing Equipment: The concrete sawing equipment shall be equipped with a diamond blade of sufficient size to saw pavements to the required depth and shall be capable of accurately maintaining cutting depth and alignment.

(b) Jackhammers: The maximum weight of the jackhammer shall not be greater than 15 pounds although a 30-pound jackhammer may be utilized if it does not cause damage to the sound concrete and is approved by the Engineer.

(c) Air Compressor: The air compressor shall be of adequate size and capacity as to clean all dust, debris, and other contaminants from the patch completely. The pneumatic tool lubricator shall be bypassed and a filter installed on the discharge valve to keep water and oil out of the lines.

The construction sequence for the partial depth patching operation shall be as follows:

(a) Marking Repair Boundaries: Repair boundaries shall extend a minimum of 3 in. beyond the visible deterioration.

(b) Concrete Removal: A diamond bladed saw shall be used to saw cut and outline the repair area to the depth specified. For larger patches, the interior of the patch may also be saw cut in a crisscross pattern to facilitate removal of the unsound concrete. After saw cutting is complete, a lightweight jackhammer shall be used to remove the unsound concrete.

Concrete shall be removed from the inside of the repair area and progress toward the saw cut edges. The chisel point on the jackhammer shall always be directed towards the center of the patch. The saw cut edges of the patch shall be chipped outwards a minimum of 2 in.

at an angle of 30° to 60°. This will roughen the saw cut edge and will promote bonding of the repair material to the existing concrete. Care shall be taken to avoid fracturing the sound concrete below the repair area. Any corroded reinforcement or reinforcement that is not at an adequate depth below the existing concrete surface shall be removed from the patch area as determined by the Engineer.

(c) r Area Preparation: Upon removal of all unsound concrete from the patch area, the surface of the patch shall be cleaned by sandblasting and air blasting. Prior to placement of the repair material, the surface of the patch area shall be checked for any laitance. No repair material shall be placed without approval of the Engineer.

(d) Bonding Agent Application: Just prior to the placement of the concrete, the surface of the patch shall be coated with a grout bonding agent. The bottom and sides of the repair area shall be thoroughly coated. Excess grout shall not be allowed to collect in pockets. The grout shall not set before it comes in contact with concrete. Any grout that has set prior to the concrete being poured shall be removed by sandblasting at no additional cost to the Department. Any grout left in the mixer after 1 hour from initial mixing shall be discarded.

(e) Placement and Consolidation of Concrete: Concrete shall be consolidated using internal vibrators or by the use of a vibrating screed. If using a vibrator, the vibrator will not be allowed to move material from one place to another. Patches shall be finished using a straightedge of sufficient stiffness. Materials shall be worked toward the perimeter of the repair area to establish contact and enhance bonding to the existing pavement. The surface finish of the patch shall match the surrounding pavement.

(f) Curing: Concrete curing shall be according to Article 1020.13.

(g) Opening to Traffic: Opening the patches to traffic shall be according to Article 701.17(e)(3).

Method of Measurement. The quantity shall be the actual patch area as marked by the Engineer measured in square yards (SQ YD). The cost shall include removal, surface preparation, and material used.

Basis of Payment. Payment for completed work shall be made at the contract unit price per Square Yard for PARTIAL DEPTH PATCHING at the specified thickness.

DRILL AND GROUT #6 OR #8 EPOXY COATED TIE BARS

(Effective April 5, 2024; Revised May 28, 2025)

Description. This work consists of furnishing, drilling and grouting #6 or #8 epoxy coated tie bars into existing concrete pavement, concrete shoulders or concrete curb and gutter at the locations shown on plan details.

Materials. Materials shall be according to the following Articles/Sections of the Standard Specifications:

Item Article/Section

(a) Epoxy Coated Reinforcement Bars .............................................................................1006.10

(b) NonShrink Grout ........................................................................................................ 1024.02

(c) Chemical Adhesive…………………………………………………………………………..1027

General. Bar holes shall be drilled as shown on the plans and parallel to the grade with a vertical tilt tolerance of 1/8” in 12”. The drilling operations shall not crack or spall the existing concrete.

Holes shall be blown clean and dry prior to placing the grout or adhesive. If compressed air is used, the pneumatic tool lubricator shall be bypassed and a filter installed on the discharge valve to keep water and oil out of the lines. The installation shall be with methods and tools conforming to the grout or adhesive manufacturer’s recommendations. The minimum required pull-out strength of the installed tie bars shall be 11,000 lb.

(a) Longitudinal Construction Joint. The #6 epoxy coated tie bars shall be installed at a spacing of 36”.

(b) Transverse Construction Joints. The #8 epoxy coated tie bars shall be installed at a spacing equal to twice the spacing of the existing longitudinal reinforcement.

(c) The grout shall be of a consistency such that the bar may be easily inserted into the hole with flow surrounding the bar and without appreciable runout of grout after the bar is fully inserted to the depth as described in plan details.

The grout shall be injected to the back of the hole to eliminate air pockets prior to inserting the bar. The quantity of material used shall be such that the grout is dispersed along the entire length of the bar and voids are filled. After the material has been positioned at the back of the hole, the bar shall be fully inserted, using a back-and-forth twisting motion, leaving the proper length exposed as shown on the plans.

Method of Measurement. This work will be measured for payment as follows:

(a) Contract Quantities. The requirement for use of contract quantities shall be according to Article 202.07(a) of the Standard Specifications.

(b) Measured Quantities. This work will be measured for payment as each.

Basis of Payment. This work will be paid for at the contract unit price per each for DRILL AND GROUT #6 TIE BARS or DRILL AND GROUT #8 TIE BARS, which price shall include all labor, materials, and equipment to satisfactorily complete the work.

TACK COAT

(Effective December 10, 2025)

Replace the application rate table in Article 406.05 (c)(1) of the Standard Specifications with the following:

Type of Surface to be Tacked Residual Asphalt Rate lb/sq ft Concrete, Existing HMA, and Milled HMA .05 New HMA and Brick .05

KEEPING ROADS OPEN TO TRAFFIC

(Effective December 1, 1999; Revised December 14, 2009)

All lanes shall be open to traffic during the legal holiday periods according to Article 107.09 of the Standard Specifications, Fridays and Sundays from 12:00 p.m. Friday to 7:00 p.m., and at the end of each workday, with the following exception:

Lane closures for pavement patching will be allowed overnight except on weekends and legal holiday periods as defined above.

In order to minimize the length of lane closures during work operations, the following are required:

Lane closures shall be limited to one half mile ahead of the work operation.

Priming is also limited to one half mile in advance of the paving machine.

During HMA paving when the HMA lift has hardened to the satisfaction of the

Engineer, the Contractor shall advance the lane closure taper and signing in one mile increments.

This work will not be paid for separately but shall be included in the cost of the applicable traffic control items.

CHANGEABLE MESSAGE SIGN

(Effective December 1, 1999; Revised January 26, 2026)

In addition to any changeable message signs shown in the traffic control standards, the Contractor shall furnish 13 Changeable Message Signs for this project. The signs shall be operational two weeks prior to any lane closure and shall be located as directed by the Engineer. Any relocation of the signs directed by the Engineer during construction will not be paid for separately but shall be included in the cost of the Changeable Message Sign.

Each ramp where work is taking place shall have one changeable message sign for 14 days. The I-80 cloverleaf ramps do not have work being done, however one sign per ramp, for 14 days each, is included.

Basis of Payment. This work will be paid for at the contract unit price per calendar DAY for each sign as CHANGEABLE MESSAGE SIGN.

VEHICLE PARKING

(Revised January 1, 2007)

Parking of personal vehicles within the interstate right of way will be strictly prohibited. Parking of construction equipment within the right of way will be permitted only at locations approved by the Engineer and never within median area or overnight on any roadway area.

PCC PAVEMENT PRESERVATION – FULL DEPTH LONGITUDINAL JOINT REPAIR

Description. This work shall consist of resizing, cleaning and backfilling longitudinal joints in Portland cement concrete pavements that have separated.

Materials: Materials shall be according to the following Articles of the Standard Specifications:

(a) Portland Cement Concrete (Note 1)……………………………… Article 1020

(b) R1, R2, or R3 Concrete (Note 3)

Note 1: Class PP-1 or PP-2 concrete shall be used except that the coarse aggregate gradation shall be CA 16. If an accelerator is used, it shall be the non-chloride type.

Note 2: The R1, R2, or R3 concrete shall be from the Department’s Qualified

Product List of Packaged, Dry, Rapid Hardening, Cementitious Materials for Concrete Repairs. The R1, R2, or R3 concrete shall comply with the air content and strength requirements for Class SI concrete as indicated in Note

1. Mixing shall be per the manufacturer’s recommendations, except the water/cement ratio shall not exceed the value specified for Class SI concrete as indicated in Note 1. A high range water-reducing admixture shall be used to obtain a 5-7 in. slump, and a retarder may be required to allow time to perform the required field tests. The admixtures shall be per the manufacturer’s recommendation, and the Department’s qualified product list of Concrete Admixtures shall not apply.

(a) Sawing Equipment: The concrete sawing equipment shall be equipped with a diamond blade of sufficient size to saw pavements to the required depth and shall be capable of accurately maintaining cutting depth and alignment.

(b) Wheel Saw: The wheel saw shall be equipped with carbide tipped rotating cutters and be capable of accurately maintaining cutting depth and alignment.

(c) Jackhammers: The maximum weight of the jackhammer shall not be greater than 15 pounds although a 30 pound jackhammer may be utilized if it does not cause damage to the sound concrete and is approved by the Engineer.

(d) Air Compressor: The air compressor shall be of adequate size and capacity as to clean all dust, debris, and other contaminants from the joint completely. The pneumatic tool lubricator shall be bypassed and a filter installed on the discharge valve to keep water and oil out of the lines.

(e) Hydro-Demolition Equipment. The hydro-demolition equipment shall consist of filtering and pumping units operating with a remote-controlled robotic device. The equipment shall use water according to Section 1002. The equipment shall be capable of being controlled to saw cut the pavement full depth.

The construction sequence for the joint repair operation shall be as follows:

(a) Marking Repair Boundaries: Repair boundaries shall extend a maximum of ½” in. beyond the visible deterioration.

(b) Concrete Removal shall follow one of the following methods.

a. Concrete Removal Method 1: A diamond bladed saw shall be used to saw cut and outline the repair area to a depth of 3”. After diamond sawing is complete, a wheel saw shall be used to resize the joint to the specified depth and width shown in the plans. The wheel saw cut shall be straight and not deviate from the alignment of the existing longitudinal joint. Concrete and all deleterious material shall be removed from the inside of the repair area. Care shall be taken to avoid cutting into the stabilized subbase below the repair area. Any corroded reinforcement or reinforcement that is not at an adequate depth below the existing concrete surface shall be removed from the patch area as determined by the Engineer.

b. Concrete Removal Method 2: A diamond bladed saw shall be used to resize the joint to the specified depth and width shown in the plans. The concrete saw cut shall be straight and not deviate from the alignment of the existing longitudinal joint. Concrete and all deleterious material shall be removed from the inside of the repair area. Care shall be taken to avoid cutting into the stabilized subbase below the repair area.

c. Concrete Removal Method 3: Hydro-Demolition Equipment. The hydro-demolition equipment shall consist of filtering and pumping units operating with a remote-controlled robotic device. The equipment shall use water according to Section 1002.The equipment shall be capable of being controlled to cut the concrete to the specified depth and width shown in the plans.

(c) Repair Area Preparation: Upon removal of all unsound concrete from the joint, the surfaces of the joint shall be cleaned by sandblasting (if method 1 for removal is chosen) and air blasting. Prior to placement of the repair material, the surfaces of the joint shall be checked for any laitance. No repair material shall be placed without approval of the Engineer.

(d) Placement and Consolidation of Concrete: Concrete shall be consolidated using internal vibrators. If using a vibrator, the vibrator will not be allowed to move material from one place to another. The joint shall be finished flush with the adjacent pavement using a straightedge of sufficient stiffness. Materials shall be worked toward the perimeter of the repair area to establish contact and enhance bonding to the existing pavement. The surface finish of the concrete shall match the surrounding pavement.

(e) Curing: Concrete curing shall be according to Article 1020.13.

(f) Opening to Traffic: Opening the joint to traffic shall be according to Article

701.17(e)(3)(b).

Method of Measurement. Full Depth Longitudinal Joint Repair will be measured for payment in feet, measured along the joint.

The quantity shall be the actual length as marked by the Engineer measured in feet. The cost shall include removal, surface preparation, and material used.

Basis of Payment. Payment for completed work shall be made at the contract unit price per foot for FULL DEPTH LONGITUDIAL JOINT REPAIR.

PLASTIC DRUMS

(Effective August 15, 2005; Revised April 27, 2018)

Plastic drums according to Standard 701901 shall be used in lieu of cones, Type I and Type II barricades, and vertical barricades throughout lane closures.

TEMPORARY INFORMATION SIGNING

(Effective September 24, 2013; Revised July 31, 2020)

Description. This work shall consist of the furnishing, installation, maintenance, and removal of temporary information signs.

Materials. Materials shall be according to the applicable portions of Section 701 of the Standard Specifications and as shown on the plans.

Construction Requirements. The temporary information signs shall be in place at least one week prior to the beginning of construction activities that impact traffic flow and shall remain in place until the completion of the project. If all lanes are open for an extended period of time during the project, the Contractor shall cover the signs until lane closures resume. If the project is shut down for the winter, the signs shall read “Road Work Resumes Spring XXXX.”

Signs shall be installed according to the requirements of Section 701.

Method of Measurement. This work will be measured for payment in square feet in place. The auxiliary sign panel will not be measured for payment.

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

TEMPORARY INFORMATION SIGNING.

MODIFIED URETHANE PAVEMENT MARKING – TWO APPLICATIONS

(Effective March 30, 2023)

Description. This work consists of furnishing and applying modified urethane pavement marking according to Section 780 of the Standard Specifications except that the modified urethane shall be applied in two applications.

Materials. Each application shall meet the requirements of Article 780.12 of the Standard Specifications.

General. The first application shall be allowed to cure for a minimum of 14 days prior to placing the second application over the first. The Contractor shall not place one thick application in lieu of two regular applications.

Basis of Payment. Each application will be measured and paid for.

RESTORATION OF WORK AREA

(Effective April 1, 2003; Revised July 31, 2020)

The Contractor shall restore the work area as specified in Article 104.06 of the Standard Specifications. All damage to mowed lawns shall be replaced with an approved sod, and all damage to unmowed fields shall be seeded. Restoration of the work area will not be paid for separately but shall be included in the cost of the associated pay items.

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…