ILDOT 78989-088.pdf

Letting September 18, 2026

Notice to Bidders, Specifications and Proposal

Contract No. 78989 ALEXANDER County Section 17B-4 Route FAS 1907 Project BR-7R3X(313) District 9 Construction Funds

Prepared by F

Checked by

(Printed by authority of the State of Illinois)

NOTICE TO BIDDERS

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

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

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

Invitation for Bids as:

Contract No. 78989 ALEXANDER County Section 17B-4 Project BR-7R3X(313) Route FAS 1907 District 9 Construction Funds

Replacement of SN 002-0027 carrying IL 127 over Hartline Creek northeast of Elco.

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

FAS ROUTE 1907 (IL 127)

PROJECT BR-7R3X(313)

SECTION 17B-4

ALEXANDER COUNTY

CONTRACT NO.78989

INDEX

FOR

SUPPLEMENTAL SPECIFICATIONS

AND RECURRING SPECIAL PROVISIONS

Adopted January 1, 2026

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

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

SUPPLEMENTAL SPECIFICATIONS

Std. Spec. Sec. Page No.

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

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

SECTION 17B-4

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

SECTION 17B-4

i

TABLE OF CONTENTS

LOCATION OF PROJECT

DESCRIPTION OF PROJECT

UTILITIES

TRAFFIC CONTROL PLAN

NOTIFICATION PRIOR TO STARTING WORK

CHANGEABLE MESSAGE SIGNS

3D MODEL – CONTRACTOR SUPPLIED

AVAILABILITY OF ELECTRONIC FILES

FURNISHED EXCAVATION

GRANULAR BACKFILL FOR STRUCTURES

VERTICAL ADJUSTMENT OF GUARDRAIL

TEMPORARY SUPPORT SYSTEM

TRAFFIC SIGNAL BATTERY BACKUP SYSTEM

BRIDGE DECK CONSTRUCTION

HOT DIP GALVANIZING FOR STRUCTURAL STEEL

PREFORMED PAVEMENT JOINT SEAL

BAR SPLICERS, HEADED REINFORCEMENT

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

COMPENSABLE DELAY COSTS (BDE)

DISADVANTAGED BUSINESS ENTERPRISE PARTICIPATION (BDE)

EROSION CONTROL BLANKET (BDE)

FUEL COST ADJUSTMENT (BDE)

GUARDRAIL (BDE)

HOT-MIX ASPHALT (BDE)

HOT-MIX ASPHALT – LONGITUDINAL JOINT SEALANT (BDE)

LONGITUDINAL TINING (BDE)

PAVEMENT MARKING (BDE)

PERFORMANCE GRADED ASPHALT BINDER (BDE)

REMOVAL AND DISPOSAL OF REGULATED SUBSTANCES (BDE)

SEEDING (BDE)

SHORT TERM AND TEMPORARY PAVEMENT MARKINGS (BDE)

SIGN PANELS AND APPURTENANCES (BDE)

SOURCE OF SUPPLY AND QUALITY REQUIREMENTS (BDE)

STEEL COST ADJUSTMENT (BDE)

SUBCONTRACTOR AND DBE PAYMENT REPORTING (BDE)

SECTION 17B-4

ii

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)

TRAINING SPECIAL PROVISIONS (BDE)

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

VEHICLE AND EQUIPMENT WARNING LIGHTS (BDE)

WEEKLY DBE TRUCKING REPORTS (BDE)

WORK ZONE WIDTH RESTRICTION (BDE)

WORK ZONE TRAFFIC CONTROL DEVICES (BDE)

WORKING DAYS (BDE)

404 PERMIT

SECTION 17B-4

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 "Illinois 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 FAS Route 1907 (IL 127), Project BR-7R3X(313), Section 17B-4, Alexander County, Contract No.78989, and in case of conflict with any part or parts of said specifications, the said Special Provisions shall take precedence and shall govern.

FAS Route 1907 (IL 127) Project BR-7R3X(313)

Section 17B-4 Alexander County Contract No.78989

LOCATION OF PROJECT

The project is located on IL 127 over Hartline Creek which is located on the northeast edge of Elco in Alexander County.

DESCRIPTION OF PROJECT

This proposed improvement on IL 127 consists of the removal and replacement of the existing three-span haunched concrete structure (SN 002-0027) on solid reinforced concrete piers and open reinforced concrete abutments over Hartline Creek. The new structure will be a three-span reinforced concrete deck on steel I-beam structure with integral abutments and solid reinforced concrete piers. The structure will have a back-to-back abutment length of 128’-9-3/8” (SN 002- 0039), an out-out deck width of 35’-11” and will be skewed 40° left forward. The work on IL 127 will include an entrance relocation, installation of HMA pavement and shoulders, earthwork, guardrail and traffic barrier terminals, pavement marking, seeding, and any other miscellaneous work necessary to complete this portion of the project. This project will be built under stage construction. The gross length of the improvement is 710 feet.

SECTION 17B-4

UTILITIES

Effective 1984 Revised 2/15/23

Add the following after the first paragraph of Article 105.07:

Underground utilities have been plotted from available surveys and records, and, therefore, their locations must be considered approximate only. There also may be utilities for which the locations are unknown. Verification of locations of underground utilities, shown or not shown, will be the responsibility of the Contractor. The following utility companies have facilities within the project limits which may require adjustment:

Name and Address of Utility

Type

Location

Estimated Adjustment

Status

AT&T

1420 Frontage Rd O'fallon, IL 62269 ATTN: Dean Litzenburg Tel: (618) 624-4004 Cell: (618) 402-9819 Email: dl6686@att.com

COMMUNICATION THROUGHOUT PRIOR TO

CONSTRUCTION

Clearwave Fiber Two North Vine St.

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

COMMUNICATION THROUGHOUT PRIOR TO

CONSTRUCTION

Liberty Utilities 611 N. Main Harrisburg, IL. 62946 ATTN: Deon Scott Cell: (618) 841-7979 Email: deon.scott@libertyutilities.com

GAS THROUGHOUT PRIOR TO

CONSTRUCTION

South Water District 27183 Sandy Creek Rd.

Tamms, IL 62988 ATTN: Ricky L. McGovern Tel: (618) 776-6045 Email: southwater.management@gmail.com

WATER THROUGHOUT PRIOR TO

CONSTRUCTION

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

SECTION 17B-4

TRAFFIC CONTROL PLAN

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

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

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

(c) The road shall be kept open over one lane of the existing or new bridge during construction of the opposite lane of the structure.

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

The temporary rumble strips shown on Standard 701321 in the plans will be required on this project.

At all locations where the Contractor's equipment is required to cross the traffic lanes, traffic control and protection in accordance with Standard 701201 shall be used. The "One Lane Road Ahead" signs indicated on this standard shall be replaced with "Road Machinery Ahead" signs [W21-3(0)-48]. The cost of furnishing, erecting, maintaining, and removing the required signs shall be included in the contract.

NOTIFICATION PRIOR TO STARTING WORK

Revise the first sentence of Article 107.09 Public Convenience and Safety to the following: “The Contractor shall notify the Engineer at least 14 days in advance of starting any construction work.

For projects involving width or height restrictions or complete closures of the roadway or ramp, an additional seven days of notice (21 days total) will be required.”

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

The cost of performing this work shall be considered included in the contract.

SECTION 17B-4

CHANGEABLE MESSAGE SIGNS

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

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

This work will be paid for at the contract unit price per CALENDAR DAY as CHANGEABLE

MESSAGE SIGN.

3D MODEL – CONTRACTOR SUPPLIED

If the Contractor develops a 3D model of the project site, then it shall be provided to the Engineer at no additional cost to the Department.

AVAILABILITY OF ELECTRONIC FILES

Electronic files of this project will be made available to the Contractor after contract award.

Contractor shall coordinate obtaining electronic files through the Engineer. If there is a conflict between the electronic files and the printed contract plans and documents, the printed contract plans and documents shall take precedence over the electronic files. The Contractor shall accept all risk associated with using the electronic files and shall hold the Department harmless for any errors or omissions in the electronic files and the data contained therein. Errors or delays resulting from the use of the electronic files by the Contractor shall not result in an extension of time for any interim or final completion date or shall not be considered cause for additional compensation.

The Contractor shall not use, share, or distribute these electronic files except for the purpose of constructing this contract. Any claims by third parties due to use or errors shall be the sole responsibility of the Contractor. The Contractor shall include this disclaimer with the transfer of these electronic files to any other parties and shall include appropriate language binding them to similar responsibilities.

SECTION 17B-4

FURNISHED EXCAVATION

In addition to the requirements of Article 107.22 and Section 204, a Contractor’s request for approval of the furnished excavation material source shall contain an 8 1/2" x 11" topographic map or sketch containing the dimensions of the area proposed and the locations of pertinent landmarks, the name(s) of the property owner, and the proposed depth of cut. Copies of this map may also be used for subsequent submittal required for the archeological survey of the borrow site.

The Contractor shall provide access for truck mounted drilling equipment, if required, to and from and in all areas where he/she requests material investigations.

Furnished excavation which is to be used in the roadway embankment without restrictions must have more than 35% of the total sample passing the No. 200 sieve. The soil must have a liquid limit valued of 50.0 or less and a plasticity index value of 12.0 or more as defined by the AASHTO Classification System. These soils shall be capable of obtaining the required design embankment strengths. Soils proposed by the Contractor for furnished excavation or borrow which do not meet the aforementioned requirements will be assigned varying degrees of restrictions up to and including complete rejection depending on the nature and engineering properties of the material.

These restrictions, if any, will be set forth in the proposed borrow material report.

It is anticipated that, depending upon the workload at the time, this field and laboratory investigation may take up to 15 days.

GRANULAR BACKFILL FOR STRUCTURES

This work shall consist of placing granular backfill for structures according to the applicable portions of the Standard Specifications, the details in the plans, and the following. The material used for the backfill shall be either gradation CA-07 or CA-11.

The granular backfill for structures will be measured for payment in cubic yards.

This work will be paid for at the contract unit price per CUBIC YARD for GRANULAR BACKFILL

FOR STRUCTURES.

VERTICAL ADJUSTMENT OF GUARDRAIL

This work shall consist of vertically adjusting guardrail according to Section 633 of the Standard Specifications and all labor and equipment to adjust the guardrail and as modified herein.

The existing steel block-outs will be replaced with wooden block-outs or plastic block-outs during the vertical adjustment of steel plate beam guardrail. The block-outs shall be according to the current standard applicable to the type of guardrail being vertically adjusted. The existing steel posts may be drilled to match the bolt pattern for the block-outs as shown on Standard 630001, or a new steel post may be provided by the Contractor.

SECTION 17B-4

The Contractor may use the following method for the vertical adjustment in lieu of removing the posts:

• Remove the rail element from the posts.

• Remove the existing blockouts.

• Raise the posts to an elevation 6 inches above the required final height.

• Drive the posts back down to the required grade.

• Reinstall blockouts or new blockouts as required.

• Reinstall the rail elements.

If the Contractor chooses to utilize an alternative method rather than according to Section 633 of the Standard Specifications, the Contractor shall submit the alternative method to the Engineer for approval.

Payment for the replacement of the existing block-outs with new block-outs and the modification of the existing steel posts or new replacement posts will not be made separately but will be included in the contract unit price per FOOT for VERTICAL ADJUSTMENT OF GUARDRAIL.

TEMPORARY SUPPORT SYSTEM

This work shall consist of fabricating, furnishing, constructing, maintaining ,and subsequent removal and disposal of the temporary support system at the location shown on the plans.

The Contractor shall submit plans and calculations prepared and sealed by an Illinois licensed structural engineer to the Engineer for the temporary support system. The temporary support systems shall be designed to support a load of 75 kips distributed uniformly across the length of the existing piers to remain in stage I construction prior to stage I pier removal. The plans shall provide full details, dimensions, and types of material proposed for use. The temporary support system shall not be installed until approval and authorization to proceed is given by the Engineer.

Removal of the existing piers shall not commence until the temporary support system is in place and in conformity with the approved plans.

Upon completion of the stage I construction, the temporary support system shall be removed.

This work will be paid for at the contract unit price per EACH for TEMPORARY SUPPORT SYSTEM at the locations shown in the plans.

SECTION 17B-4

TRAFFIC SIGNAL BATTERY BACKUP SYSTEM

The battery back-up system (BBS) shall include, but not be limited to, the following:

inverter/charger, power transfer relay, batteries, battery cabinet, a separate failsafe automatic bypass switch ,and all necessary hardware and interconnect wiring. The BBS shall provide reliable emergency power to a traffic signal in the event of a power failure or interruption. The transfer from utility power to battery power and vice versa shall not interfere with the normal operation of traffic controller, conflict monitor/malfunction management unit, or any other peripheral devices within the traffic controller assembly.

Additional information for the BBS:

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

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

• Electrical inputs:

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

• Electrical outputs:

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

• Display:

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

• Dimensions:

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

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

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

• An automatic transfer switch shall be provided.

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

SECTION 17B-4

BRIDGE DECK CONSTRUCTION

Effective: October 22, 2013 Revised: December 21, 2016

When Diamond Grinding of Bridge Sections is specified, hand finishing of the deck surface shall be limited to areas not finished by the finishing machine and to address surface corrections according to Article 503.16(a)(2). Hand finishing shall be limited as previously stated solely for the purpose of facilitating a more timely application of the curing protection. In addition the requirements of 503.16(a)(3)a. and 503.16(a)(4) will be waived.

Revise the Second Paragraph of Article 503.06(b) to read as follows.

“When the Contractor uses cantilever forming brackets on exterior beams or girders, additional requirements shall be as follows.”

Revise Article 503.06(b)(1) to read as follows.

“(1) Bracket Placement. The spacing of brackets shall be per the manufacturer’s published design specifications for the size of the overhang and the construction loads anticipated.

The resulting force of the leg brace of the cantilever bracket shall bear on the web within 6 inches (150 mm) of the bottom flange of the beam or girder.”

Revise Article 503.06(b)(2) to read as follows.

“(2) Beam Ties. The top flange of exterior steel beams or girders supporting the cantilever forming brackets shall be tied to the bottom flange of the next interior beam. The top flange of exterior concrete beams supporting the cantilever forming brackets shall be tied to the top flange of the next interior beam. The ties shall be spaced at 4 ft (1.2 m) centers.

Permanent cross frames on steel girders may be considered a tie. Ties shall be a minimum of 1/2 inch (13 mm) diameter threaded rod with an adjusting mechanism for drawing the tie taut. The ties shall utilize hanger brackets or clips which hook onto the flange of steel beams. No welding will be permitted to the structural steel or stud shear connectors, or to reinforcement bars of concrete beams, for the installation of the tie bar system. After installation of the ties and blocking, the tie shall be drawn taut until the tie does not vary from a straight line from beam to beam. The tie system shall be approved by the Engineer.”

Revise Article 503.06(b)(3) to read as follows.

“(3) Beam Blocks. Suitable beam blocks of 4 in x 4 in (100 x 100 mm) timbers or metal structural shapes of equivalent strength or better, acceptable to the Engineer, shall be wedged between the webs of the two beams tied together, within 6 inches (150 mm) of the bottom flange at each location where they are tied. When it is not feasible to have the resulting force from the leg brace of the cantilever brackets transmitted to the web within 6 inches (150 mm) of the bottom flange, then additional blocking shall be placed at each bracket to transmit the resulting force to within 6 inches (150 mm) of the bottom flange of the next interior beam or girder.”

SECTION 17B-4

Delete the last paragraph of Article 503.06(b).

HOT DIP GALVANIZING FOR STRUCTURAL STEEL

Effective: June 22, 1999 Revised: June 28, 2024

Description. This work shall consist of surface preparation and hot dip galvanizing all structural steel specified on the plans and painting of galvanized structural steel when specified on the plans.

Materials. Fasteners shall be ASTM F 3125, Grade 325, Type 1, High Strength bolts with matching nuts and washers.

Fabrication Requirements. Hot-dip galvanizing shall be indicated on the shop drawings. The fabricator shall coordinate with the galvanizer to incorporate additional steel details required to facilitate galvanizing of the steel. These additional details shall be indicated on the shop drawings.

Additional temporary stiffeners may be added at the contractor’s expense as necessary to prevent distortion of the girders during galvanizing. The contractor shall coordinate with the fabricator and the galvanizer to determine if additional stiffeners are necessary, and where these shall be placed.

Any proposed changes shall be submitted to the Engineer for approval prior to making any changes and documented on the shop drawings.

Temporary stiffener angles shall be bolted to each side of the splice ends of each girder segment to prevent distortion during galvanizing. Temporary stiffener angles shall bolt or fit tight against top and bottom flanges and include spacer tubes to minimize damage to galvanizing during removal.

To ensure identification after galvanizing, piece marks shall be supplemented with metal tags for all items where fit-up requires matching specific pieces.

After fabrication (cutting, welding, drilling, etc.) is complete, all holes shall be deburred and all fins, scabs or other surface/edge anomalies shall be ground or repaired per ASTM A6. The items shall then be cleaned per Steel Structures Painting Council's Surface Preparation Specification SSPC-SP1 (Solvent Cleaning) and SSPC-SP6 (Commercial Blast Cleaning). All surfaces shall be inspected to verify no fins, scabs or other similar defects are present.

The Contractor shall consult with the galvanizer to ensure proper removal of grease, paint and other deleterious materials prior to galvanizing.

Surface Preparation and Hot Dip Galvanizing

General. Surfaces of the structural steel specified on the plans shall be prepared and hot dip galvanized as described herein.

Cleaning Structural Steel. If rust, mill scale, dirt, oil, grease or other foreign substances have accumulated prior to galvanizing, steel surfaces shall be cleaned by a combination of caustic cleaning and cleaning according to SSPC-SP8 (Pickling).

SECTION 17B-4

Special attention shall be given to the cleaning of corners and reentrant angles.

Surface Preparation. A flux shall be applied to all steel surfaces to be galvanized. Any surfaces which will receive field-installed stud shear connectors shall not be galvanized within 2 in. (50

mm) of the stud location. Either the entire area receiving studs or just individual stud locations may be left ungalvanized. The following steel surfaces of bearings shall not be galvanized:

stainless steel surfaces, surfaces which will be machined (except for fixed bearing sole plates), and surfaces which will have TFE, elastomer, or stainless steel parts bonded to them.

The cleaned surfaces shall be galvanized within 24 hours after cleaning, unless otherwise authorized by the Engineer.

Application of Hot Dip Galvanized Coating. Steel members, fabrications and assemblies shall be galvanized by the hot dip process in the shop according to AASHTO M 111.

Bolts, nuts, and washers shall be galvanized according to ASTM F 2329.

All steel shall be safeguarded against embrittlement according to ASTM A 143. Water quenching or chromate conversion coating shall not be used on any steel work that is to be painted. All galvanized steel work shall be handled in such a manner as to avoid any mechanical damage and to minimize distortion.

Beams and girders shall be handled, stored and transported with their webs vertical and with proper cushioning to prevent damage to the member and coating. Members shall be supported and externally stiffened during galvanizing to prevent permanent distortion.

Hot Dip Galvanized Coating Requirements. Coating weight, surface finish, appearance and adhesion shall conform to requirements of ASTM A 385, ASTM F2329, AASHTO M 111 or AASHTO M 232, as appropriate.

Any high spots of zinc coating, such as metal drip lines and rough edges, left by the galvanizing operation in areas that are to be field connected or in areas that are to be painted shall be removed by cleaning per SSPC-SP2 (Hand Tool Cleaning) or SSPC-SP3 (Power Tool Cleaning). The zinc shall be removed until it is level with the surrounding area, leaving at least the minimum required zinc thickness.

Shop assemblies producing field splices shall provide 1/8 in. (3 mm) minimum gaps between ends of members to be galvanized. At field splices of beams or girders, galvanizing exceeding 0.08 in.

(2 mm) on the cross-sectional (end) face shall be partially removed until it is 0.04 in. to 0.08 in. (1 to 2 mm) thick.

Testing of Hot Dip Galvanized Coating. Inspection and testing of hot dip galvanized coatings shall follow the guidelines provided in the American Galvanizers Association publication “Inspection of Products Hot Dip Galvanized After Fabrication”. Sampling, inspection, rejection and retesting for conformance with requirements shall be according to AASHTO M 111 or AASHTO M 232, as applicable. Coating thickness shall be measured according to AASHTO M 111, for magnetic thickness gage measurement or AASHTO M 232, as applicable.

SECTION 17B-4

All steel shall be visually inspected for finish and appearance.

Bolts, nuts, washers, and steel components shall be packaged according to ASTM F 2329.

Identity of bolts, nuts and washers shall be maintained for lot-testing after galvanizing according to Article 505.04(f)(2) for high strength steel bolts.

A notarized certificate of compliance with the requirements listed herein shall be furnished. The certificate shall include a detailed description of the material processed and a statement that the processes used met or exceeded the requirements for successful galvanizing of the surface, where applicable. The certificate shall be signed by the galvanizer.

Repair of Hot Dip Galvanized Coating. Surfaces with inadequate zinc thickness shall be repaired in the shop according to ASTM A 780 and AASHTO M 111.

Surfaces of galvanized steel that are damaged after the galvanizing operation shall be repaired according to ASTM A 780 whenever damage exceeds 3/16 in. (5 mm) in width and/or 4 in. (100

mm) in length. Damage that occurs in the shop shall be repaired in the shop. Damage that occurs during transport or in the field shall be repaired in the field.

Connection Treatment. All bolt holes shall be reamed or drilled to their specified diameters after galvanizing. All bolts shall be installed after galvanizing.

Surface Preparation and Painting

Surface Preparation. When galvanized steel surfaces are specified to be painted they shall be clean and free of oil, grease, and other foreign substances. Surface preparation necessary to provide adequate adhesion of the coating shall be performed according to ASTM D6386. Surface preparation shall include, but not be limited to the following:

• All galvanized steel surfaces that are to be painted shall be cleaned according to SSPC-SP1

(Solvent Cleaning). After cleaning, all chemicals shall be thoroughly rinsed from the surface with a suitable solvent. The steel shall be allowed to completely dry prior to coating application.

• All galvanized steel surfaces that are to be painted shall be checked for the presence of chromate conversion coating according to ASTM D 6386 Appendix X1. Surfaces where chromate conversion coating is found shall be cleaned according to the same appendix and blown down with clean, compressed air according to ASTM D 6386 Section 6.1.

• All galvanized steel surfaces that are to be painted shall be checked for the presence of wet storage stain. Surfaces where wet storage stain is found shall be cleaned, rinsed and completely dried according to ASTM D 6386 Section 6.2.

• Following galvanizing, thickness readings shall verify the acceptable thickness of the galvanizing according to AASHTO M111/ASTM A123.

Paint Requirements. The paint materials (epoxy intermediate coat and aliphatic urethane finish coat) shall meet the requirements of the Articles 1008.05(d) and (e) of the Standard Specification.

SECTION 17B-4

All paint materials for the shop and field shall be supplied by the same manufacturer, and samples of components submitted for approval by the Department, before use.

Paint storage, mixing, and application shall be according to Section 506 of the Standard Specifications and the paint manufacturer’s written instructions and product data sheets. In the event of a conflict the Contractor shall advise the Engineer and comply with the Engineer’s written resolution. Until a resolution is provided, the most restrictive conditions shall apply.

Shop Application of the Paint System. The areas to be painted shall receive one full coat of an epoxy intermediate coat and one full coat of an aliphatic urethane finish coat. The film thickness of each coat shall be according to Article 506.09(f)(2).

Construction Requirements. The contact surfaces of splice flange connections (mating flange faces and areas under splice bolt heads and nuts) shall be free of paint prior to assembly. If white rust is visible on the mating flange surfaces, the steel shall be prepared by hand wire brushing or brush-off blasting according to SSPC-SP7. Power wire brushing is not allowed.

After field erection, the following areas shall be prepared by cleaning according to SSPC-SP1 (Solvent Cleaning), tie- or wash-coated if applicable, and then painted or touched up with the paint specified for shop application (the intermediate coat and/or the finish coat):

• exposed unpainted areas at bolted connections

• areas where the shop paint has been damaged

• any other unpainted, exposed areas as directed by the Engineer.

Special Instructions. Painting Date/System Code. At the completion of the work, the Contractor shall stencil in contrasting color paint the date of painting the bridge and the paint type code from the Structure Information and Procedure Manual for the system used according to Article 506.10(i). The code designation for galvanizing is “V”. If painting of the structural steel is not specified then the word “PAINTED” may be omitted, the month and year shall then correspond to the date the stencil is applied.

Basis of Payment. The cost of all surface preparation, galvanizing, painting and all other work described herein shall be considered as included in the unit price bid for the applicable pay items to be galvanized and painted, according to the Standard Specifications.

PREFORMED PAVEMENT JOINT SEAL

Effective: October 4, 2016 Revised: March 24, 2023

Description. This work shall consist of furnishing all labor, equipment and materials necessary to prepare the joint opening and install pavement joint seal(s) at the locations specified. Unless otherwise detailed on the plans, the joint shall be sized for a rated movement of 2 inches (50 mm).

Materials: Unless otherwise specified, one of the following prefabricated joint seals will be permitted.

(a) Preformed Elastomeric Joint Seal. This material shall be according to Section 1053.01.

SECTION 17B-4

(b) Preformed Pre-compressed, Silicone Coated, Self-Expanding Sealant System. This Sealant system shall be comprised of three components: 1) cellular polyurethane foam impregnated with hydrophobic 100% acrylic, water-based emulsion, factory coated with highway-grade, fuel resistant silicone; 2) field-applied epoxy adhesive primer, 3) field-injected silicone sealant bands.

The preformed, pre-compressed silicone joint seal shall, as a minimum, be according to the following:

• The joint seal shall be held in place by a non-sag, high modulus silicone adhesive.

• The joint seal shall be compatible with the epoxy and header material.

• The joint seal shall withstand the effects of vertical and lateral movements, skew movements and rotational movement without adhesive or cohesive failure.

• The joint seal shall be designed so that, the material is capable of movement of +50%, -50% (100% total) of nominal material size.

• The gland shall not contain any open, unsealed joints along its length in its final condition.

• Changes in plane and direction shall be executed using factory fabricated 90 degree transition assemblies. The transitions shall be watertight at the inside and outside corners through the full movement of the product.

• The depth of the joint shall be recessed 3/4 in. (19 mm) below the riding surface throughout the normal limits of joint movement.

• The joint seal shall be resistant to ultraviolet rays.

• The joint seal shall be resistant to abrasion, oxidation, oils, gasoline, salt, and other materials that may be spilled on or applied to the surface.

• The manufacturer shall certify that the joint composition shall be free of any waxes or wax compounds; asphalts or asphalt compounds.

The joint material shall meet the following physical properties:

Property Requirement Test Method

Tensile Strength of Silicone Coating (min)

140 psi ASTM D 412

UV Resistance of Joint System No Changes--2000 Hours ASTM C793

Density of Cellular Polyurethane Foam

4.0 lb/ cu ft (200kg/cu m)

ASTM D545

Heat Aging Effects (Silicone Coating)

No cracking, chalking ASTM C 792

Joint System Operating temp range (min)

-40o F to 185o F ASTM C 711

The adhesive shall be a two-component, 100% solid, modified epoxy meeting the requirements of ASTM C881, Type I, Grade 3, Class B & C. The adhesive shall also have the following properties:

SECTION 17B-4

Property Requirement Test method Tensile Strength 2,500 psi (24 MPa) min. ASTM D638

Compressive Strength 7000 psi (48 MPa) min. ASTM D695

Bond Strength (Dry Cure) 2000 psi (28MPa) min ASTM C882

Water Absorption 0.1% by weight ASTM D570

The silicone band adhesive shall have the following properties:

Movement Capability +50/-50% ASTM C 719

Elongation at Break >600% ASTM D 5893

Slump ≤=0.3" ASTM D 2202

Hardness (Shore A) max. 20 ASTM C 661 Tack free time (max) 60 minutes ASTM C 679 Heat Aging Effects No cracking, chalking ASTM C 792

Resilience ≥ 75% ASTM D5329

Bond 0% Adhesive or Cohesive Failure after 5 cycles @100%extension ASTM D 5329

(c) Performed Silicone Joint Seal. The preformed silicone joint seal used for this item shall conform to the following specifications:

Table 1 Physical Properties of Preformed Silicone Gland Property Requirement Test Method

Rated Movement Capability +2 ¼ inch total N/A

Tensile Strength, psi. 1000 min ASTM D 412

Elongation 400% min ASTM D 412

Tear (die B) 100 ppi. min ASTM D 624 Hardness Durometer (Shore A). 55 +/- 5 max ASTM D 2240

Compression set at 212°F, 70 hrs 30% max ASTM D 395

Heat Aged Properties 5pt max loss on Durometer

ASTM D 573

Tensile and Elongation % Loss 10 % max

The color of the preformed silicone seal shall be black, made by the addition of Carbon Black fillers which increases UV resistance, tensile strength, and abrasion wear properties.

SECTION 17B-4

The locking adhesive shall be non-sag, high modulus silicone adhesive conforming to the following specifications:

Table 2

Physical Properties of the Silicone Locking Adhesive Property Requirement Test Method

Tensile Strength, psi. 200 min ASTM D 412

Elongation, % 450 min ASTM D 412

Tack Free Time, minutes. 20 max. ASTM C 679 Cure Time ¼” bead, hrs 24 max ASTM C 679

Resistance to U.V. No cracking, chalking,or degradation

ASTM C793

VOC (g/L) 0 ASTM D 3960

Any rips, tears, or bond failure will be cause for rejection.

The two part epoxy primer shall be supplied for application to the vertical faces of the joint opening. The supplied primer shall be equally as effective when bonded to concrete or steel.

This primer shall meet the following criteria:

Table 3

Physical Properties of Preformed Silicone Joint System Primer Property Requirement Test Method

Viscosity (cps) 44 ASTM D 2196 Color Light Amber Visual Solids (%) 41 ASTM D 4209 Specific Gravity 0.92 ASTM D 1217 Product Flash Point (◦F, T.C.C.) 48 ASTM D 56

Package Stability N/A One year in tightly sealed containers

Cleaning N/A Mineral Spirits VOC (g/L) 520 ASTM D 3960

Preformed Inverted EPDM Joint Seal. The preformed inverted EPDM joint seal used for this item shall conform to the following specifications:

SECTION 17B-4

Table 1 Physical Properties of Preformed Silicone Gland

Rated Movement Capability

Up To 5 inch total

N/A

Tensile Strength, psi. 1200 psi min ASTM D 412

Elongation 400 % min ASTM D 412 Tear (Die C) 150 pli. min ASTM D 624 Durometer Content 50 +/- 5 max ASTM D 2240

Water Resistance (70 hrs @ 100c) 10% max ASTM D 471

Ozone Resistance 100 min ASTM D 1171

V-Epoxy-R adhesive meets the requirements of ASTM C881 Type III, Grade 2. The adhesive shall also have the following properties:

Table 2

Physical Properties of the V-Epoxy-R Property Requirement Test Method

Color Gray Visual

Viscosity 45,000 CP (typ.) N/A

Gel Time (minutes) 30 min. ASTM C 881 Shelf Life (Separate Sealed Containers)

12 Months N/A

Resistance to U.V. No cracking, chalking,or degradation

ASTM C793

VOC (g/L) 0 ASTM D 3960

Any rips, tears, or bond failure will be cause for rejection.

(e) Bonded Preformed Joint Seal. This joint system shall consist of preformed elastomeric seal bonded to the side walls of the joint opening using an adhesive as specified by the Manufacturer of the joint seal.

The bonded preformed joint seal shall be according to Table 1 of ASTM D2628 with the following exceptions: Compression set shall not be over 40 percent when tested according to Method B (Modified) of ASTM D 395 after 70 hours at 212 ºF (100 ºC). The Compression- Deflection requirement will not apply to the bonded preformed joint seal.

The adhesive shall be epoxy base, dual component, which resists salt, diluted acids, alkalis, solvents, greases, oils, moisture, sunlight and weathering. Temperatures up to 200 ºF (93 ºC) shall not reduce bond strength. At 68 ºF (20 ºC), the bond strength shall be a minimum of 1000 psi (6.9 MPa) within 24 hours.

SECTION 17B-4

Any primers or cleaning solutions used on the faces of the joint or on the profile of the sides of the bonded preformed joint seal shall be supplied by the manufacturer of the bonded preformed joint seal.

Any additional installation materials and adhesive for splicing joint sections shall be as supplied by the manufacturer of the preformed joint seal.

The Contractor shall submit the Manufacturer’s material certification documentation stating that their materials meet the applicable requirements of this specification for the joint seal(s) installed.

CONSTRUCTION REQUIREMENTS

General. The Contractor shall furnish the Engineer with the manufacturer’s product information and installation procedures at least two weeks prior to installation.

The minimum ambient air temperature in which the joint seal can be installed is 40° F (4.4° C) and rising, except for bonded preformed joint seals which shall not be installed when temperatures below 50 ºF (10 ºC) are predicted within a 48 hour period.

The joint surface shall be completely dry before installing the Joint Seal. For newly placed concrete, the concrete shall be fully cured and allowed to dry out a minimum of seven additional days prior to placement of the seal. Cold, wet, inclement weather will require an extended drying time.

The Joint Seal shall not be installed immediately after precipitation or if precipitation is forecasted for the day. Joint preparation and installation of Joint Seal shall be done during the same day.

Surface Preparation. Surface preparation shall be according to the joint seal manufacturer’s written instructions.

After surface preparation is completed, the joint shall be cleaned of debris using compressed air with a minimum pressure of 90 psi (620 kPa). The air compressor shall be equipped with traps to prevent the inclusion of water and/or oil in the air line. The compressed air shall be according to the cleanliness requirements of ASTM D 4285.

When priming is required per the manufacturer’s instruction, this operation shall immediately follow cleaning.

Joint Installation. The Joint installation shall be per the manufacturer’s instructions; special attention shall be given to ensure the joint seal is properly recessed below the top of the riding surface as recommended by the manufacturer.

For bonded joint seals the seal shall be inserted into the joint and held tightly against both sides of the joint until sufficient bond strength has been developed to resist the expected expansion forces.

Opening to traffic. As these joint systems are supposed to be recessed below the top of the riding surface, there should be no restriction, based on the joint seal installation, on when these joints can be reopened to traffic.

SECTION 17B-4

Method of Measurement. The installed prefabricated joint seal will not be measured for payment.

Basis of Payment. The prefabricated joint seal will not be paid for separately but shall be considered included in the cost of the adjacent concrete work involved.

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.

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)

SECTION 17B-4

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…