IDOT 66N23-063.pdf

Letting June 12, 2026

Notice to Bidders, Specifications and Proposal

Contract No. 66N23 LIVINGSTON County Section (112)CR-2548 Route FAP 673 Project STP-KYYV(946) District 3 Construction Funds

Prepared by F

Checked by

(Printed by authority of the State of Illinois)

NOTICE TO BIDDERS

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

June 12, 2026 at which time the bids will be publicly opened from the iCX SecureVault.

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

Invitation for Bids as:

Contract No. 66N23 LIVINGSTON County Section (112)CR-2548 Project STP-KYYV(946) Route FAP 673 District 3 Construction Funds

Removal and replacement of the existing culvert structure (SN 053-2548) carrying IL 116 over_a stream located 5.6 miles west of I-55 in Livingston County. Additional work includes roadwayresurfacing, guardrail placement,_and slope and ditch grading.

3. INSTRUCTIONS TO BIDDERS. (a) This Notice, the invitation for bids, proposal and letter of award shall, together with all other documents in accordance with Article 101.09 of the Standard Specifications for Road and Bridge Construction, become part of the contract. Bidders are cautioned to read and examine carefully all documents, to make all required inspections, and to inquire or seek explanation of the same prior to submission of a bid.

(b) State law, and, if the work is to be paid wholly or in part with Federal-aid funds, Federal law requires the bidder to make various certifications as a part of the proposal and contract. By execution and submission of the proposal, the bidder makes the certification contained therein. A false or fraudulent certification shall, in addition to all other remedies provided by law, be a breach of contract and may result in termination of the contract.

4. AWARD CRITERIA AND REJECTION OF BIDS. This contract will be awarded to the lowest responsive and responsible bidder considering conformity with the terms and conditions established by the Department in the rules, Invitation for Bids and contract documents. The issuance of plans and proposal forms for bidding based upon a prequalification rating shall not be the sole determinant of responsibility. The Department reserves the right to determine responsibility at the time of award, to reject any or all proposals, to re-advertise the proposed improvement, and to waive technicalities.

By Order of the Illinois Department of Transportation

Gia Biagi, Secretary

FAP Route 673 (IL 116)

Section (112)CR-2548 Livingston County

FOR

SUPPLEMENTAL SPECIFICATIONS

AND RECURRING SPECIAL PROVISIONS

Adopted January 1, 2026

This index contains a listing of SUPPLEMENTAL SPECIFICATIONS, frequently used RECURRING SPECIAL PROVISIONS, and LOCAL ROADS AND STREETS RECURRING SPECIAL PROVISIONS.

ERRATA Standard Specifications for Road and Bridge Construction (Adopted 1-1-22) (Revised 1-1-26)

SUPPLEMENTAL SPECIFICATIONS

Std. Spec. Sec. Page No.

109 Measurement and Payment 202 Earth and Rock Excavation 204 Borrow and Furnished Excavation 207 Porous Granular Embankment 211 Topsoil and Compost 214 Grading and Shaping Ditches 406 Hot-Mix Asphalt Binder and Surface Course 407 Hot-Mix Asphalt Pavement (Full-Depth) 420 Portland Cement Concrete Pavement 502 Excavation for Structures 504 Precast Concrete Structures 509 Metal Railings 522 Retaining Walls 540 Box Culverts 542 Pipe Culverts 550 Storm Sewers 586 Granular Backfill for Structures 601 Pipe Drains, Pipe Underdrains, and French Drains 630 Steel Plate Beam Guardrail 632 Guardrail and Cable Road Guard Removal 644 High Tension Cable Median Barrier 665 Woven Wire Fence 701 Work Zone Traffic Control and Protection 781 Raised Reflective Pavement Markers 782 Reflectors 801 Electrical Requirements 821 Roadway Luminaires

1003 Fine Aggregates 1004 Coarse Aggregates 1010 Finely Divided Minerals 1020 Portland Cement Concrete ……… 1030 Hot-Mix Asphalt 1040 Drain Pipe, Tile, and Wall Drain 1042 Precast Concrete Products 1061 Waterproofing Membrane System 1067 Luminaire ……… 1097 Reflectors 1102 Hot-Mix Asphalt Equipment

Section (112)CR-2548

RECURRING SPECIAL PROVISIONS

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

CHECK SHEET # PAGE NO.

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

3 X EEO

4 Specific EEO Responsibilities Nonfederal-Aid Contracts 5 Required Provisions - State Contracts 6 Asbestos Bearing Pad Removal 7 Asbestos Waterproofing Membrane and Asbestos Hot-Mix Asphalt Surface Removal 8 X 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 X Temporary Portable Bridge Traffic Signals 19 Nighttime Inspection of Roadway Lighting 20 English Substitution of Metric Bolts 21 Calcium Chloride Accelerator for Portland Cement Concrete 22 Quality Control of Concrete Mixtures at the Plant 23 X Quality Control/Quality Assurance of Concrete Mixtures 24 Reserved 25 Reserved 26 Temporary Raised Pavement Markers 27 Restoring Bridge Approach Pavements Using High-Density Foam 28 Portland Cement Concrete Inlay or Overlay 29 Portland Cement Concrete Partial Depth Hot-Mix Asphalt Patching 30 Longitudinal Joint and Crack Patching 31 Concrete Mix Design – Department Provided 32 Station Numbers in Pavements or Overlays

Section (112)CR-2548 i

TABLE OF CONTENTS

LOCATION OF PROJECT

DESCRIPTION OF PROJECT

STATUS OF UTILITIES TO BE ADJUSTED:

AGGREGATE SHOULDERS TYPE B

AGGREGATE SURFACE COURSE FOR TEMPORARY ACCESS

SHOULDER STABILIZATION AT GUARDRAIL

TEMPORARY BRIDGE TRAFFIC SIGNALS (STANDARD 701316 OR 701321)

WIDTH RESTRICTION SIGN

PAINT PAVEMENT MARKING – TWO APPLICATIONS

LINEAR DELINEATION PANELS (TEMPORARY BARRIER WALL)

LINEAR DELINEATOR PANELS, 4 INCH

EXPLORATION TRENCH, (SPECIAL)

TEMPORARY INFORMATION SIGNING

ROCK FILL

TEMPORARY PAVEMENT

MEMBRANE WATERPROOFING SYSTEM FOR BURIED STRUCTURES

BAR SPLICERS, HEADED REINFORCEMENT

AUTOMATED FLAGGER ASSISTANCE DEVICES (BDE)

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

COMPENSABLE DELAY COSTS (BDE)

CONCRETE BARRIER (BDE)

EROSION CONTROL BLANKET (BDE)

GUARDRAIL (BDE)

HOT-MIX ASPHALT (BDE)

HOT-MIX ASPHALT – LONGITUDINAL JOINT SEALANT (BDE)

PAVEMENT MARKING (BDE)

PERFORMANCE GRADED ASPHALT BINDER (BDE)

RAISED REFLECTIVE PAVEMENT MARKERS (BDE)

REMOVAL AND DISPOSAL OF REGULATED SUBSTANCES (BDE)

SEEDING (BDE)

SHORT TERM AND TEMPORARY PAVEMENT MARKINGS (BDE)

Section (112)CR-2548 ii

SIGN PANELS AND APPURTENANCES (BDE)

SOURCE OF SUPPLY AND QUALITY REQUIREMENTS (BDE)

STEEL COST ADJUSTMENT (BDE)

SUBCONTRACTOR AND DBE PAYMENT REPORTING (BDE)

SUBCONTRACTOR MOBILIZATION PAYMENTS (BDE)

SUBMISSION OF BIDDERS LIST INFORMATION (BDE)

SUBMISSION OF PAYROLL RECORDS – FEDERAL AID CONTRACT (BDE)

SURVEYING SERVICES (BDE)

TEMPORARY CONCRETE BARRIER (BDE)

TEMPORARY RUMBLE STRIPS (BDE)

VEHICLE AND EQUIPMENT WARNING LIGHTS (BDE)

WOOD SIGN SUPPORT (BDE)

WORK ZONE TRAFFIC CONTROL DEVICES (BDE)

WORKING DAYS (BDE)

Section (112)CR-2548

STATE OF ILLINOIS

SPECIAL PROVISIONS

The following Special Provisions supplement the "Standard Specifications for Road and Bridge Construction," adopted January 1, 2022, the latest edition of the "Manual on Uniform Traffic Control Devices for Streets and Highways," and the "Manual of Test Procedures for Materials" in effect on the date of invitation for bids, and the Supplemental Specifications and Recurring Special Provisions indicated on the Check Sheet included herein which apply to and govern the construction of FAP Route 673 (IL 116), Project STP-KYYV(946), Section (112)CR-2548, Livingston County, Contract No. 66N23 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 FAP 673 (IL 116) over Morehouse Creek Tributary in the County of Livingston. The improvements include 370 feet of net and gross improvements to IL Route 116,

5.6 miles west of I-55.

DESCRIPTION OF PROJECT

The project consists of the removal of the existing 6’ x 3’ culvert (EX S.N. 053-2548) and replacing it with an 8’ x 3’ culvert (PR S.N. 053-2597) under IL Route 116 over Morehouse Creek Tributary.

This includes structure removal, installation of a box culvert, hot-mix asphalt paving, guardrail placement, slope and ditch grading, topsoil excavation and placement, landscaping, as well as all incidental and collateral work necessary to complete the project as shown on the plans and described herein.

Section (112)CR-2548

STATUS OF UTILITIES TO BE ADJUSTED:

(Effective January 1, 2007; Revised January 24, 2011)

Name & Address of Utility

Type

Location

Estimated Date Relocation Complete

Ameren Illinois 340 Raccuglia Dr PO Box 1428 LaSalle, IL 61301

Electric Ameren has a pole located on the north side of IL 116 near station 691+45 left.

Since the current ROW will be widened from 40’ to 50’ wide and there will be a cut of approx. 1.6’ near the pole, Ameren plans to remove this existing pole and would like to add two new poles near stations 690+50 and 692+50.

Ameren’s pole is in conflict and they plan to remove it and replace it with two new poles.

A permit will be required for this work.

Enbridge Energy 222 Indianapolis Boulevard, Suite 100, Schererville, IN 46375

Pipeline Enbridge has a pipeline which crosses IL 116 just east of N 800 East Road. This is outside the project limits.

No conflicts.

Frontier Communications 109 E. Market Street Bloomington, IL 61701

Communicati ons

Frontier has fiber optic and copper cables along the south ROW of IL 116.

To avoid any conflicts, Frontier plans to relocate out to the new ROW line.

A permit will be required for this work.

The above represents the best information of the Department and is only included for the convenience of the bidder. The applicable provisions of Section 102 and Articles 105.07, 107.20, 107.37, 107.38, 107.39, 107.40, and 108.02 of the Standard Specifications for Road and Bridge Construction shall apply.

The estimated utility relocation dates should be part of the progress schedule submitted by the Contractor.

Above utility relocation information reflected as of March 16, 2026.

Section (112)CR-2548

AGGREGATE SHOULDERS TYPE B

(Effective July 1, 1990; Revised July 31, 2020)

The aggregate shoulder shall be constructed according to Section 481 of the Standard Specifications. The shoulder shall be constructed in two lifts. The first lift shall be placed and compacted flush with the top of the adjacent HMA shoulder or binder. Placement of the HMA surface course will not be allowed until the first lift of aggregate shoulder is constructed.

AGGREGATE SURFACE COURSE FOR TEMPORARY ACCESS

Revise Article 402.10 of the Standard Specifications to read:

“402.10 For Temporary Access. The contractor shall construct and maintain aggregate surface course for temporary access to private entrances, commercial entrances, field entrances and roads according to Article 402.07 and as directed by the Engineer.

The aggregate surface course shall be constructed to the dimensions and grades specified below, except as modified by the plans or as directed by the Engineer.

a) Private Entrance: The minimum width shall be 12 ft (3.6 m). The minimum compacted thickness shall be 6 in. (150 mm). The maximum grade shall be eight percent, except as required to match the existing grade.

b) Commercial and Field Entrances: The minimum width shall be 24 ft (7.2 m) for a commercial entrance and 20 ft (6.0 m) for a field entrance. The minimum compacted thickness shall be 9 in. (230 mm). The maximum grade shall be six percent, except as required to match the existing grade.

c) Road: The minimum width shall be 20 ft (6.0 m). The minimum compacted thickness shall be 9 in. (230 mm). The grade and elevation shall be the same as the removed pavement, except as required to meet the grade of any new pavement constructed.

Maintaining the temporary access shall include relocating and/or regrading the aggregate surface coarse for any operation that may disturb or remove the temporary access. The same type and gradation of material used to construct the temporary access shall be used to maintain it.

When use of the temporary access is discontinued, the aggregate shall be removed and utilized in the permanent construction or disposed of according to Article 202.03.”

Add the following to Article 402.12 of the Standard Specifications:

“Aggregate surface course for temporary access will be measured for payment per each for every private entrance, commercial entrance, or field entrance, and in square yards for roads constructed for the purpose of temporary access. If a residential drive, commercial entrance, field entrance or road is to be constructed under multiple stages, the aggregate needed to construct the second or subsequent stages will not be measured for payment but shall be included in the cost per each of the type specified.”

Revise the second paragraph of Article 402.13 of the Standard Specifications to read:

“Aggregate surface course for temporary access will be paid for at the contract unit price per each for TEMPORARY ACCESS (FIELD ENTRANCE).

Section (112)CR-2548

Partial payment of each amount bid for temporary access for private, commercial and field entrances will be paid according to the following schedule:

a) Upon construction of the temporary access, sixty percent of the contract unit price per each, of the type constructed, will be paid.

b) Subject to the approval of the Engineer for the adequate maintenance and removal of the temporary access, the remaining forty percent of the pay item will be paid upon the permanent removal of the temporary access.”

SHOULDER STABILIZATION AT GUARDRAIL

(Effective February 7, 2013)

Replace the last sentence of the second, third and fourth paragraphs of Article 630.06 with the following:

The void around each post shall be backfilled with earth or aggregate and capped with 3 in.

of grout.

TEMPORARY BRIDGE TRAFFIC SIGNALS (STANDARD 701316 OR 701321)

(Effective July 1, 1999; Revised January 1, 2022)

Description. This work shall be done according to Sections 701 and 862 of the Standard Specifications, Standard 701316 or 701321, and modified as described herein.

Microwave detectors shall be installed instead of the induction loop detectors shown on Standard 701316 or Standard 701321.

Materials. The controller shall provide actuated operation for the number of phases required with full menu driven format for ease of data entry. The controller shall show all the timers operating simultaneously.

A standard uninterruptable power supply (UPS) shall be required for the traffic signal cabinet with controller.

All signal heads shall be LED’s.

The microwave detector shall be a motion and presence sensor that provides vehicle detection that is not affected by temperature, humidity, color, or background variations and shall meet the approval of the Engineer. It shall be capable of tracking multiple moving and stationary vehicles.

It shall have an adjustable hold time on stationary objects from 0 to 15 minutes. The microwave detector shall be designed to detect moving vehicles at a maximum range of 300 ft. The microwave detector shall have an ability to accurately discriminate between vehicles arriving and departing. The Contractor shall supply the type of lead-in cable recommended by the manufacturer for his microwave detector.

Section (112)CR-2548

Construction Requirements. The Contractor shall mount a metal arm to each near right signal post (an arm for a light fixture would be acceptable). The arm shall be reasonably stationary to prevent false calls on the microwave sensor. The final mounting height of the microwave detector shall be 17.5 ft plus or minus 0.5 ft. The microwave detector shall be horizontally positioned somewhere between the center of the driving lane and 2 ft from the edge of the driving lane. The microwave detector shall be aimed to a 6 ft height at the stop bar at the center of the driving lane.

The microwave detector voltage shall be the highest allowed by the manufacturer.

At the time of inspection and programming of the controller, one of the Contractor's employees or representatives at the inspection shall be capable of doing all cabinet wiring or controller programming necessary to accomplish the type of operation desired or to modify the cabinet for any unusual conditions.

The UPS shall be installed adjacent to the controller cabinet and mounted according to Article 701.18(b)(2)d.

No vehicle, trailer, or other large object may be parked between the microwave detector and 500 ft in the direction of approaching traffic.

Where there is an intersecting street or driveway within the limits of the stage construction stop bars, the following specifications shall also apply:

Material. Each signal for an intersecting street or driveway shall consist of one red ball section, one yellow ball section, one green left arrow section, and one green right arrow section with backplate.

Construction Requirements. Signal heads shall be located as shown on the plans.

Detection for the side road and driveway shall consist of a microwave detector. The microwave detector shall be mounted 14 to 18 ft high on the near right post for the side road and driveway.

Each approach of a side road and driveway shall be a separate phase.

When the green proceeds from one side of the bridge to the other, the controller shall time a programmable long all red period. Approaches on the same side of the bridge shall be able to cycle between each other without incurring the long all red time but a shorter programmable time.

The Contractor shall supply and install two (one near right; one far left) NO TURN ON RED signs for each sideroad and driveway approach.

The Contractor shall supply and install two (one near right; one far left) STOP HERE ON RED signs for each sideroad and driveway approach to be placed adjacent to the stop bar.

The Contractor shall be required to remove and store or securely cover any conflicting existing signs.

Section (112)CR-2548

The Contractor shall supply and erect a SIGNAL AHEAD sign for each side road.

The Contractor shall be required to restore all original traffic control when the temporary bridge signals are removed.

Basis of Payment. This work, including the UPS, will be included in the contract unit price each for TEMPORARY BRIDGE TRAFFIC SIGNALS.

WIDTH RESTRICTION SIGN

(Effective April 24, 2017)

Width restriction signs, as shown in Standard 701901 – Traffic Control Devices, shall be used on this project. They shall be placed as follows:

MAX WIDTH MILES AHEAD SIGN LOCATION

14’-6” 500 FEET Graymont Street (CH 13) 14’-6” 4 ½ Miles N 300 E Road (CH 16) 14’-6” 5 ½ Miles IL 116 & I55 14’-6” 13 Miles IL 116 and IL 251

The cost of supplying, installing, maintaining, and removing width restriction signs shall be included in the cost of the traffic control and protection pay items.

PAINT PAVEMENT MARKING – TWO APPLICATIONS

(Effective: November 1, 2011)

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

Materials. Each application shall meet the requirements of Article 780.06 of the Standard Specifications.

General. The first application shall be allowed to dry 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.

Section (112)CR-2548

LINEAR DELINEATION PANELS (TEMPORARY BARRIER WALL)

(Effective March 30, 2023)

Description. This work shall consist of placing linear delineation panels on temporary concrete barrier wall.

Materials. Each panel shall not be less than 34 inches in length and 6 inches in width. The panels shall be constructed of cube-corner retroreflective material in standard highway colors permanently bonded to an aluminum substrate. The lateral edges of each panel shall be hemmed. The panel assembly shall have a repeating raised lateral ridge every 2.25 inches. Each ridge shall be 0.34 inches high with a 45° profile and a 0.28 inch radius top.

Daytime color requirements shall be determined from measurement of the retroreflective sheeting applied to aluminum test panels. Daytime color shall be measured instrumentally using a spectrophotometer employing annular 45/0 (or equivalent 0/45) illuminating and viewing geometry. Measurements shall be made in accordance with ASTM E1164 for ordinary colors or ASTM E2153 for fluorescent colors. Chromaticity coordinates shall be calculated for CIE Illuminant D65 and the CIE 1931 (2o) Standard Colorimetric Observer in accordance with ASTM E308 for ordinary colors or ASTM E2152 for fluorescent colors.

Chromaticity Limits for White x y x y x y x y Limit Y (%) Min Max

White 0.303 0.287 0.368 0.353 0.340 0.380 0.274 0.316 40 -

Chromaticity Limits for Fluorescent

Orange

Total Luminanc e x y x y x y x y Factor Y

Min

Fluor. 0.595 0.351 0.645 0.355 0.583 0.416 0.542 0.403 30 Orange

Construction Requirements. Two (2) panels shall be placed on each section of temporary concrete barrier wall 24 inches up from the bottom of the wall to the top of the panel. These panels shall be alternating white and fluorescent orange and have a spacing of 28 inches apart and centered horizontally on each section of barrier wall. These panels shall be used in lieu of the Type C reflectors shown on Standard 704001.

Each panel shall be attached to the temporary concrete barrier wall according to the manufacturer’s specifications.

Section (112)CR-2548

Basis of Payment. The Linear Delineation Panels will not be paid for separately but shall be considered included in the cost of the Temporary Concrete Barrier.

LINEAR DELINEATOR PANELS, 4 INCH

(Effective January 1, 2022)

Description. This work shall consist of furnishing and installing linear delineators on steel plate beam guardrail at locations shown in the plans.

CONSTRUCTION REQUIREMENTS

General. Linear delineator panels shall be attached to steel plate beam guardrail as shown on plan details and as directed by the Engineer. These panels shall be either white or yellow, matching the color of the adjacent pavement marking edge line. They should be spaced at a minimum of 80 ft centers horizontally, with a minimum of two linear delineator per guardrail run.

Linear delineators shall not be placed on guardrail terminal sections. Linear delineator spacing through horizontal curves where the normal speed limit is reduced, the spacing of the linear delineators shall be reduced to 40 ft centers. Existing steel plate beam guardrail that contain existing linear delineator panels shall have any damaged or missing panels removed and replaced as directed by the Engineer.

When securing the linear delineator panels to steel plate beam guardrail, the Contractor may use a linear delineation system panel and bracket mounting method approved by the Engineer. Linear delineation system panel and bracket including installation methods shall be according to the manufacture’s recommendations.

The Contractor shall be responsible for testing the durability and strength of the method used to ensure permanent adhesion of the linear delineator panel to the bridge rail. Drilling into metal bridge rail or other metal surfaces to secure the linear delineator panels will not be permitted.

When removing and replacing missing or damaged linear delineator panels, the existing linear delineator panels and any adhesive or bracket when used to secure the existing linear delineator panels shall be removed to the satisfaction of the Engineer. All cost and labor associated with the removal and cleanup of the existing linear delineator panels shall not be paid for separately but shall be included in the cost of this work.

Each panel shall not be less than 34 in. in length and 4.0 in. in width. The panels shall be constructed of cube-corner retroreflective material in standard highway colors permanently bonded to an aluminum substrate. The lateral edges of each panel shall be hemmed. The panel assembly shall have a repeating raised lateral ridge every 2.25 in. Each ridge shall be 0.34 in.

high with a 45° profile and a 0.28 in. radius top.

Daytime color requirements shall be determined from measurement of the retroreflective sheeting applied to aluminum test panels. Daytime color shall be measured instrumentally using a spectrophotometer employing annular 45/0 (or equivalent 0/45) illuminating and viewing geometry. Measurements shall be made in accordance with ASTM E1164 for ordinary colors or ASTM E2153 for fluorescent colors. Chromaticity coordinates shall be calculated for CIE Illuminant D65 and the CIE 1931 (2o) Standard Colorimetric Observer in accordance with ASTM E308 for ordinary colors or ASTM E2152 for fluorescent colors.

Section (112)CR-2548

Chromaticity Limits for White x y x y x y x y Limit Y (%) Min Max

White 0.303 0.287 0.368 0.353 0.340 0.380 0.274 0.316 40 -

Chromaticity Limits for Fluorescent Yellow

Total

Luminance x Y x Y x y x y Factor YT

Min

Fluor.

Yellow 0.521 0.424 0.557 0.442 0.479 0.520 0.454 0.491 40

Inspection of Linear Delineator Panels. The linear delineator panels installed under this contract will be inspected following installation. In addition, they will be inspected following a winter performance period that extends 180 days from December 30th.

Within 15 calendar days after the end of the winter performance period, a final performance inspection will be made. If this inspection discloses any work which is not visibly intact and serviceable, the Contractor shall, within 30 calendar days, completely repair or replace such work to the satisfaction of the Engineer.

Measured in its entirety, the work shall be 97 percent intact.

Upon completion of the final performance inspection, or after satisfactory completion of any necessary corrections, the Engineer shall notify the Contractor in writing of the date of such final performance inspection and release him/her from further performance responsibility.

This delay in performance inspection and performance acceptance of the linear delineator panels shall not delay acceptance of the entire project and final payment due if the contractor requires and receives from the subcontractor a third party “performance” bond naming the Department as obligee in the full amount of all linear delineator panels listed in the contract, multiplied by the contract unit price. The bond shall be executed prior to acceptance and final payment of the non-linear delineator panel items and shall be in full force and effect until final performance inspection and performance acceptance of the linear delineator panels. Execution of the third-party bond shall be the option of the Contractor.

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

DELINEATOR PANELS, 4 INCH.

Section (112)CR-2548

EXPLORATION TRENCH, (SPECIAL)

Description: This work shall consist of constructing a trench for the purpose of locating existing drain tiles and/or utility facilities. The exploration trench shall be constructed at the locations indicated in the plans and as directed by the Engineer in accordance with Section 213 of the Standard Specifications and as modified herein.

General: The depth of the trench shall be variable. The width of the trench shall be sufficient to allow proper investigation of the entire trench.

After the trench has been inspected by the Engineer, the excavated material shall be used to backfill the trench in a manner satisfactory to the Engineer. Any excess materials shall be disposed of according to Article 202.03 of the Standard Specifications.

Method of Measurement: The exploration trench will be measured for payment in feet of actual trench constructed.

Basis of Payment: This work will be paid for at the contract unit price per foot for EXPLORATION TRENCH, (SPECIAL). Payment shall include all labor, materials, equipment, tools, transportation, and appurtenances necessary to complete this work as detailed in the plans and specified herein.

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.

Section (112)CR-2548

ROCK FILL

(Effective January 1, 2010; Revised April 1, 2014)

Description. This work shall consist of the furnishing and placement of rock fill where unstable and/or unsuitable materials have been removed below the plan bedding grade of proposed cast-in-place and/or precast concrete box culverts. This work shall be done as shown on the plans and as directed by the Engineer.

Materials. Materials shall meet the following requirements of the Standard Specifications:

Item Article/Section

(a) Coarse Aggregate………………….1004

(b) Rock fill……………………………...1005

(c) Geotextile Fabric……………………1080.02

The gradation of rock fill shall be selected based on the following table:

Total Rock Fill Layer Thickness

Rock Fill Gradation

Less than 3 feet (0.9 meter)

CS 01 or CS 02 (Note 1)

3 feet (0.9 meter) or Greater

Primary Crusher Run or Shot Rock (Note 2)

Note 1. CS 01 and CS 02 shall be crushed stone, crushed slag, crushed gravel, or crushed concrete and shall consist of sound durable particles reasonably free of deleterious materials.

Note 2. Primary Crusher Run and Shot Rock shall not exceed 18 in.

COARSE AGGREGATE SUBGRADE GRADATIONS

Grad No. Sieve Size and Percent Passing 8” 6” 4” 2” #4

CS 01 100 97 ± 3 90 ± 10 45 ± 25 20 ± 20

CS 02 100 80 ± 10 25 ± 15

COARSE AGGREGATE SUBGRADE GRADATIONS

Grad No. Sieve Size and Percent Passing 200 mm 150 mm 100 mm 50 mm 4.75 mm

CS 01 100 97 ± 3 90 ± 10 45 ± 25 20 ± 20

CS 02 100 80 ± 10 25 ± 15

If gradation CS 02 is used, geotextile fabric shall be used as a separation layer between the soil and the aggregate.

Section (112)CR-2548

Construction Requirements. Rock fill shall be placed following the excavation of unstable and/or unsuitable material. The rock fill shall be seated to the satisfaction of the Engineer. The top surface of the rock fill shall consist of 3 in. of aggregate gradations CA 07 or CA 11.

Geotextile fabric, if required, shall be installed according to the applicable portions of Section 210 of the Standard Specifications.

Method of Measurement. Rock fill will be measured for payment in cubic yards.

Geotextile fabric used with gradation CS 01 will be measured for payment according to Article

210.05 of the Standard Specifications. Geotextile fabric used with gradation CS 02 will not be measured for payment.

Basis of Payment. Rock fill will be paid for at the contract unit price per cubic yard for ROCK

FILL.

Geotextile fabric will be paid for according to Article 210.06 of the Standard Specifications.

Box culverts, removal and disposal of unstable and unsuitable materials, porous granular bedding material, and the excavation required for bedding will be paid for according to Section 540 of the Standard Specifications.

TEMPORARY PAVEMENT

Description. This work shall consist of constructing a temporary pavement at the locations shown on the plans or as directed by the engineer.

General. The contractor shall use either Portland cement concrete according to Sections 353 and 354 of the Standard Specifications or HMA according to Sections 355, 356, 406 of the Standard specifications, and other applicable HMA special provisions as contained herein. The HMA mixtures to be used shall be specified in the plans. The thickness of the Temporary Pavement shall be as described in the plans. The contractor shall have the option of constructing either material type if both Portland cement concrete and HMA are shown in the plans.

Articles 355.08 and 406.11 of the Standard Specifications shall not apply.

The removal of the Temporary Pavement, if required, shall conform to Section 440 of the Standard Specification.

Method of Measurement. Temporary pavement will be measured in place and the area computed in square yards (square meters).

Basis of Payment. This work will be paid for at the contract unit price per square yard (square meter) for TEMPORARY PAVEMENT. Removal of temporary pavement will be paid for at the contract unit price per square yard (square meter) for PAVEMENT REMOVAL. Payment shall include all labor, materials, equipment, tools, transportation, and appurtenances necessary to complete this work as detailed in the plans and specified herein.

Section (112)CR-2548

MEMBRANE WATERPROOFING SYSTEM FOR BURIED STRUCTURES

Effective: October 4, 2016 Revised: March 1, 2019

Description. This work shall consist of furnishing and placing a membrane waterproofing system on the top slab and sidewalls, or portions thereof, for buried structures as detailed on the contract plans.

All membrane waterproofing systems shall be supplied by qualified producers. The Department will maintain a list of qualified producers.

Materials. The materials used in the waterproofing system shall consist of the following.

(a) Cold-applied, self-adhering rubberized asphalt/polyethylene membrane sheet with the following properties:

Physical Properties Thickness ASTM D 1777 or D 3767 60 mils (1.500 mm) min.

Width 36 inches (914 mm) min.

Tensile Strength, Film ASTM D 882 5000 lb./in2 (34.5 MPa) min.

Pliability [180° bend over 1” inch (25 mm) mandrel @ -20 °F (-29 °C)] ASTM D 146 (Modified) or D1970 No Effect

Puncture Resistance-Membrane ASTM E 154 40 lb. (178 N) min.

Permeability (Perms) ASTM E 96, Method B 0.1 max.

Water Absorption (% by Weight) ASTM D 570 0.2 max.

Peel Strength ASTM D 903 9 lb./in (1576 N/m) min.

(b) Ancillary Materials: Adhesives, Conditioners, Primers, Mastic, Two-Part Liquid Membranes, and Sealing Tapes as required by the manufacturer of the membrane and film for use with the respective membrane waterproofing system.

Construction. The areas requiring waterproofing shall be prepared and the waterproofing shall be installed in accordance with the manufacturer’s instructions. The Contractor shall not install any part of a membrane waterproofing system in wet conditions, or if the ambient or concrete surface temperature is below 40° (4° C), unless allowed by the Engineer.

Surfaces to be waterproofed shall be smooth and free from projections which might damage the membrane sheet. Projections or depressions on the surface that may cause damage to the membrane shall be removed or filled as directed by the Engineer. The surface shall be power washed and cleaned of dust, dirt, grease, and loose particles, and shall be dry before the waterproofing is applied.

The Contractor shall uniformly apply primer to the entire area to be waterproofed, at the rate stated in the manufacturer’s instructions, by brush, or roller. The Contractor shall brush out primer that tends to puddle in low spots to allow complete drying. The primer shall be cured according to

Section (112)CR-2548 the manufacturer’s instructions. Primed areas shall not stand uncovered overnight. If membrane sheets are not placed over primer within the time recommended by the manufacturer, the Contractor shall recoat the surfaces at no additional cost to the Department.

The installation of the membrane sheet to primed surfaces shall be such that all joints are shingled to shed water by commencing from the lowest elevation of the buried structure’s top slab and progress towards the highest elevation. The membrane sheets shall be overlapped as required by the manufacturer. The Contractor shall seal with mastic any laps that were not thoroughly sealed. The membrane shall be smooth and free of wrinkles and there shall be no depressions in horizontal surfaces of the finished waterproofing. After placement, exposed edges of membrane sheets shall be sealed with a troweled bead of a manufacturer's recommended mastic, or two-part liquid membrane, or with sealing tape.

Sealing bands at joints between precast segments shall be installed prior to the waterproofing system being applied. Where the waterproofing system and sealing band overlap, the installation shall be planned such that water will not be trapped or directed underneath the membrane or sealing band.

Care shall be taken to protect and to prevent damage to the waterproofing system prior to and during backfilling operations. The waterproofing system shall be removed as required for the installation of slab mounted guardrails and other appurtenances. After the installation is complete, the system shall be repaired and sealed against water intrusion according to the manufacturer’s instructions and to the satisfaction of the Engineer.

Replace the last paragraph of Article 540.06 Precast Concrete Box Culverts and replace with:

Handling holes shall be filled with a polyethylene plug. The plug shall not project beyond the inside surface after installation nor project above the outside surface to the extent that may cause damage to the membrane. When metal lifting inserts are used, their sockets shall be filled with mastic or mortar compatible with the membrane.

Method of Measurement. The waterproofing system will be measured in place, in square yards (square meters) of the concrete surface to be waterproofed.

Basis of Payment. This will work will be paid for at the contract unit price, per square yard (square meter) for MEMBRANE WATERPROOFING SYSTEM FOR BURIED STRUCTURES.

BAR SPLICERS, HEADED REINFORCEMENT

Effective: September 2, 2022 Revised: October 27, 2023

Add the following to Article 508.08(b):

When bar splicers are epoxy-coated, all damaged or uncoated areas near the threaded ends shall be coated with a two-part epoxy according to ASTM D 3963 (D 3963M). All threaded ends of Stage II construction threaded splicer bars shall be coated according to ASTM D 3963 or dipped in an epoxy-mastic primer prior to joining the Stage II construction threaded splicer bar to the threaded coupler.

Section (112)CR-2548

Add the following Article 508.02 (d)

Bar Terminators …………………………………………………………………………1006.10(a)(1)h

Add the following paragraph after Article 508.08 (c):

Bar terminators are threaded, headed attachments to reinforcement to form headed reinforcement. When specified on the plans, a bar terminator shall be attached to the designated reinforcement for development.

Add the following 4th paragraph to Article 508.11:

Bar Terminators will be paid for at the contract unit price per each for BAR TERMINATORS.

Add the following to Article 1006.10(a)(1)g:

For bar splicers with welded connections between the threaded coupler and threaded rod, the Stage I construction threaded splicer bar shall be welded to the threaded coupler using an all-around fillet weld.

Add the following Article 1006.10(a)(1)h:

Bar Terminators. Designated bars shall use a bar terminator to form headed reinforcement.

Headed reinforcement shall conform to ASTM A970 with threaded attachment; Class HA; and reinforcement bars conforming to ASTM A706, except the connection strength of the bar terminator to the reinforcement bar shall meet, in tension, at least 125 percent of the specified yield strength of the reinforcement bar. The bar terminator shall be on the Department’s qualified product list.

When the reinforcement bar to receive the bar terminator is epoxy coated, the bar terminator shall also be epoxy coated according to ASTM A 775 (A 775M)

AUTOMATED FLAGGER ASSISTANCE DEVICES (BDE)

Effective: January 1, 2008 Revised: April 1, 2023

Description. This work shall consist of furnishing and operating automated flagger assistance devices (AFADs) as part of the work zone traffic control and protection for two-lane highways where two-way traffic is maintained over one lane of pavement in segments where no sideroads or entrances require deployment of additional flaggers. Use of these devices shall be at the option of the Contractor.

Equipment. AFADs shall be the STOP/SLOW or Red/Yellow Lens type mounted on a trailer or moveable cart meeting the requirements of the MUTCD and NCHRP 350 or MASH 2016, Category 4.

General. AFADs shall be placed at each end of the traffic control, where a flagger is shown on the plans. The AFAD shall be setup within five degrees of vertical.

Section (112)CR-2548

Flagger symbol signs as shown on the plans shall be replaced with “BE PREPARED TO STOP” signs when the AFAD is in operation.

Personal communication devices shall not be used to operate the AFAD.

Flagging Requirements. Flaggers and flagging requirements shall be according to Article 701.13 of the Standard Specifications and the following.

Each AFAD shall be operated by a flagger trained to operate the specific AFAD to be deployed.

A minimum of two flaggers shall be on site at all times during operation. Each flagger shall be positioned outside the lane of traffic and near each AFAD’s location.

Flagging equipment required for traditional flagging shall be available near each AFAD location in the event of AFAD equipment malfunction/failure.

For nighttime flagging, the AFAD and flagger shall be illuminated according to Article 701.13 of the Standard Specifications.

When not in use, AFADs will be considered non-operating equipment and shall be stored according to Article 701.11 of the Standard Specifications.

Basis of Payment. This work will not be paid for separately but shall be considered as included in the cost of the various traffic control items included in the 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)

Section (112)CR-2548

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.”

Section (112)CR-2548

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.”

Section (112)CR-2548

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) ..................................................................................