Drawings and Notes -2026.pdf

SPECIAL NOTE FOR PREVENTIVE MAINTENANCE

1. DESCRIPTION.

Perform all work in accordance with the Kentucky Transportation Cabinet, Department of Highway’s Standard Specifications for Road and Bridge Construction and applicable Supplemental Specifications, the Standard Drawings, (current editions), this Note and Attached Detailed Drawings. Section references are to the Standard Specifications. This work consists of the following: (1) Furnish all labor, materials, tools, and equipment, (2) Bridge Cleaning, (3) Concrete Coatings (4) Bearing Lubrication (5) Any other work specified as part of this contract.

2. MATERIALS.

A. Wash Water

Use clean potable water for all pressure washing.

B. Concrete Coatings

See The Division of Material’s list of approved materials for concrete coatings and Section 821.

C. Rust Inhibitor Use the follow rust inhibitor or approve equivalent:

Manufacture Lubricant Rhomar, Black Max D. Bearing Lubricant

Use one of the lubricants from the following manufactures:

Manufacture Lubricant Bostik Inc., Never Seez - Mariner’s Choice Mobil Oil Mobil Centaur Moly NLGI Grades 1 or 2

Certified Labs Premalube #1 WG

3. CONSTRUCTION.

A. Bridge Cleaning.

All debris shall be removed from the bridge components. See attached detailed drawings addressing components having debris removal. Equipment for removing debris from the bridge components shall be determined by the Contractor, subject to the approval of the Engineer. The Contractor shall prevent any debris from entering any body of water, bridge drainage system, or traffic lanes. All debris removed shall be disposed of in a suitable off-site disposal facility. Prior to all cleaning work, the Contractor shall confirm that any bridge drainage system is not blocked by un-removable debris. A blocked drainage system is considered to be one from which debris cannot be removed using the means specified in this note. If the Engineer has been notified and concurs that the drainage system is blocked prior to performing other cleaning work, then proceed at the direction of the engineer. If the Contractor does not inspect the bridge drainage system and notify the engineer prior to beginning work any blocked drains will be considered to be the result of the Contractor’s operations, and all clearing and cleaning of the drainage system shall be done as part of the work of the specification. All vegetation present at areas of the bridge that are to be addressed in this proposal shall be removed as determined by the Engineer.

All cost to complete Debris Removal, Clean Deck Drains and Remove Vegetation shall as specified shall be incidental to the Lump Sum price for “Concrete Coatings”.

B. Stratified and Pact Rust Removal.

Stratified and pack rust shall be removed from all bearing devices and specified limits of beams. All existing bearing lubrication shall be removed. See attached detailed drawings for each bridge showing location and quantity of the bearing devices. Hand tools including wire brushes, scrapers or impact devices (hand hammers or power chisels) are to be used for removing stratified and pack rust. All surfaces to have stratified and pack rust removed shall be cleaned to an SSPC SP-2 level. All debris collected shall be disposed of in a suitable off-site disposal facility. All cost to complete Stratified and Pack Rust shall be considered incidental to the unit price bid for “Lubricate Bearing”.

C. Pressure Washing.

Specified bridge components shall be pressure washed. See attached detailed drawings addressing components to be pressure washed. All equipment for pressure washing shall be operated at a minimum pressure of up 4,000 psi with 0-degree spinner tip and/or fan tips as determined by the engineer at the working location with a minimum flow rate of 3.5 gal/minute provided that these pressures do not damage any components of the structure. Pressure and flow rates shall be reduced to a level satisfactory to the Engineer should any damage occur due to power washing procedures. Pressure washing shall be operated at distance of approximately six inches from and perpendicular to the surface. All pressure washing wands shall be equipped with a gauge to accurately determine the amount pressure used. Pressure washing of any bridge element will proceed from top of wash area to bottom of wash area. Wash water will not be released to a bridge element previously washed. Preform all pressure washing at temperatures above 40 degrees Fahrenheit. All cost to complete Pressure Washing as specified shall be incidental to the Lump Sum price for Lump Sum price for “Concrete Coatings”.

D. Concrete Coatings Application.

Specified bridge components shall have concrete coating applied to as specified after bridge cleaning. See attached detailed drawings for addressing the bridge components. Use compressed air to remove any loose debris from the surfaces that are to be coated after power washing. See concrete coating diagram. All coatings shall be applied within manufacturers recommended dry film thickness range. For recommended conditions for application, see Section

614.03.02 and coatings supplier specifications. Allow the surfaces to be coated to dry before any coating is applied. The coating must be applied to a clean and dry surface. All coating application shall be executed using brushes, rollers, etc. No spray application will be permitted. The Department requires acceptance testing of samples obtained on a per-lot basis per-shipment. The Division of Materials will perform acceptance testing. See Section 821.04. The finish coat shall be Light Gray for Concrete. See Section 821.02. All cost to complete Concrete Coating Application as specified shall be included in the Lump Sum price for “Concrete Coatings”.

E. Rust Inhibitor Application.

After all stratified rust is removed from the member surface. The specified rust inhibitor shall be applied to the rusted areas of the structural steel within 4 feet of the joint or centerline of pier. This includes all primary steel members (beams, stringers, floor beams, diaphragms, etc.) in the specified limits. All cost to complete Rust Inhibitor Application as specified shall be included in the unit price Each for “Bearing Lubrication”.

F. Bearing Lubrication Application.

Bearing devices shall be lubricated as specified after all stratified rust and pack rust is removed and power washing is complete, bearing devices shall have lubricant applied to all surfaces of the bearing including bearing plates and points of movement. See attached detailed drawings for each bridge showing location and quantity of the bearing devices. Allow bearing devices to dry before lubricant is applied. Preform all bearing lubrication application at temperatures above 40 degrees Fahrenheit or in accordance with manufactures specifications. All cost to complete Bearing Lubrication Application as specified shall be included in the unit price Each for “Lubricate Bearing”

G. Sequence of Work.

Complete work in the sequence listed below:

1. Debris Removal

2. Stratified Rust Removal

3. Pressure Washing

4. Concrete Coating Application

5. Rust Inhibitor Application

6. Bearing Lubrication Application

H. Inspection.

The Cabinet will provide inspection for all items required in this contract.

Visual inspection will be required upon completion of each work item for each structure component or at the discretion of the Engineer at any time. All visual inspection shall be performed within arm’s length distance.

1. Debris Removal: Visual Inspection.

2. Stratified Rust or Pack Rust Removal: Visual Inspection and Scraper

Test any surface cleaned to SSPC SP2 will be inspected by a dull scraper test to ascertain adherence of existing coating and a hammer test for tightness of pact rust.

3. Pressure Washing: Visual Inspection.

4. Concrete Coating:

Prime Coat Application Check for wet film thickness*, and defects in the Paint.

Finish Coat Application Check for wet film thickness*, paint appearance, color and quality of application.

5. Rust Inhibitor Application: Visual Inspection. (054B00165N only)

6. Bearing Lubrication. Visual Inspection. (054B00165N only)

I. Verifying Field Conditions.

The Contractor shall be familiar with all conditions at each bridge site. The Cabinet will not consider any claims due to the Contractor having not familiarized themselves with requirements of this work.

J. Residual Lead.

Residual lead paint may still be on bridge. The Contractor is advised to take all necessary protective measures including worker safety and environmental regulations when performing surface preparation. The Department will not consider any claims based on residual lead paint.

K. Damage to the structure.

The Contractor shall bear all responsibility and expense for any and all damage to the structure during the repair work, even to the removal and replacement of a fallen span, should the fallen span result from the Contractors actions.

4. MEASUREMENT.

A. Concrete Coating.

The Cabinet will measure this item by Lump Sum, completed and accepted.

B. Bearing Lubrication:

The Cabinet will measure this item by Each, completed and accepted.

5. PAYMENT.

A. Concrete Coating (24982EC).

Payment at the contract unit price for “Lump Sum” is full compensation for applying the concreate coatings and all incidental items required to complete this work as specified in this note and attached detailed drawings.

B. Bearing Lubrication (24983EC): Payment at the contract unit price “Each” is full compensation for applying bearing lubrication and all incidental items required to complete this work as specified in this note and attached detailed drawings.

SPECIAL NOTE FOR CONCRETE SEALING

These Notes or designated portions thereof, apply where so indicated on the plans, proposals or bidding instruction.

I. DESCRIPTION. Perform all work in accordance with the Kentucky Transportation Cabinet, Department of Highway’s Standard Specifications for Road and Bridge Construction, and applicable Supplemental Specifications, the attached sketches, and these Notes. Section references are to the Standard Specifications.

This work consists of: (1) Furnish all labor, materials, tools, and equipment; (2) Clean the bridge deck; (3) Seal the bridge deck; (4) Maintain & control traffic; and, (5) Any other work specified as part of this contract.

II. MATERIALS.

A. Sealer. Use a sealer from the KYTC list of approved materials.

B. Coverage Rate: Follow all manufacturers recommendations for coverage rates except the application rate must not exceed the square footage coverage rate per gallon of sealer as given in the chart below. If the manufacturer recommends a coverage rate greater than given in the table below, apply sealer at the rate given in the table below for the chosen sealers silane percentage.

% Silane Coverage rate (ft2/gallon)

100 300 40 120 20 60

III. CONSTRUCTION.

A. Curing Compound. Contrary to Section 609.03.12 of the specifications, curing compound is not to be used on this deck due to potentially causing issues with the concrete sealer. During the deck pour, finishing, and tining operations the Class AA concrete shall be kept continuously moist with the use of a mister until burlap or curing blankets are applied to the surface. At no point should water be pooling or running off the surface or the surface of the concrete be allowed to become dry. After the burlap or curing blankets are installed, cure in accordance with the specifications. Include all costs in the unit price bid for Class AA concrete. Failure to properly cure the concrete in accordance with this note and the specifications may result in weakened or cracked concrete. If the concrete is weakened or cracked due to improper curing, the contractor will be responsible for providing alternates to fix the issues to the Engineer for review and the contractor will be solely responsible for all costs to do so, up to complete replacement. Do not begin any construction on fixing any issues without approval of the Engineer.

B. Contract Time. Concrete Sealing may need to be installed after contract time has elapsed in a separate mobilization and after the Engineer has declared the project otherwise complete. Liquidated damages shall not be charged provided Concrete Sealing is complete within 60 days after the last concrete pour on the structure. When the Contractor has not completed Concrete Sealing within the time frame allotted, Liquidated Damages shall be charged at 25 percent of the original contract daily charge from the expiration of the time allowed until the Contractor completes the work except the Department will not deduct liquated damages when weather limitations prohibit the Contractor from performing the work.

C. Cleaning the Deck. Dry clean the deck to remove all loose debris. Remove all visible hydrocarbons from the surface with detergent approved by the manufacturer of the deck sealant. Pressure wash all surfaces to be sealed at 2000 to 3000 psi. Install pressure gauges at each wand to verify pressure. Use 30° fan tip or as recommended by the manufacturer of the deck sealant. Hold pressure washing wand a minimum of 45° from the deck with a maximum stand-off distance of 12 inches.

D. Sealing the Deck. Allow new concrete to cure a minimum 28 days prior to application of sealer. Monitor weather conditions prior to sealer application. Refer to manufacturer’s recommendations for proper ambient conditions. Do not apply sealer if precipitation is anticipated within the time stated by the manufacturer. Allow the deck to dry 24 hours (after washing or rain event) before sealer application. The deck can be reopened to traffic while drying. Sealer must be applied within 48 hours of washing or the deck must be rewashed. Divide the deck into predefined areas of specific square footage to aid in determining usage. Comply with manufacturer’s usage recommendation. Using a low pressure pump, apply sealer and spread evenly with broom or squeegee; do not allow pooling to remain. When each predefined area is complete, measure the amount of sealer used to verify proper usage. After sealing, follow manufacturer’s recommended cure time before opening to traffic. On vertical surfaces, apply the sealer in a flooding application from the bottom up, so the material runs down 6 to 8 inches below the spray pattern.

E. Inspection: Monitor all aspects of the project to assure compliance to this specification.

Observe and document general conditions during the entirety of the project. Verify that each phase of work has been satisfactorily completed prior to beginning the next phase.

Phases are described as follows:

1. Dry cleaning to remove loose debris, verify and document:

a. All debris has been removed and disposed of properly.

2. Removal of hydrocarbons, verify and document:

a. The manufacturer’s recommended detergent is used for removal.

b. Hydrocarbons have been satisfactorily removed.

3. Pressure washing, verify and document:

a. Washing pressure at the wand.

b. Tip size used.

c. Wash angle and stand-off distance.

d. The deck is satisfactorily cleaned.

4. Sealer application, verify and document:

a. Proper cure time for new concrete.

b. Deck surface is dry.

1. Document time since washed.

2. Was deck opened to traffic after washing?

c. Ambient conditions.

1. Document ambient temperature, surface temperature, relative humidity, and dew point.

d. Application and distribution method.

e. Coverage to be complete and even.

f. Material is not allowed to remain pooled.

g. Monitor material usage.

h. No traffic until proper cure time is allowed.

IV. MEASUREMENT

A. Concrete Sealing. The Department will measure the quantity per square feet of each area sealed.

B. Mobilization – For Concrete Surface Treatment. The Department will pay the lump sum bid for an additional mobilization when Concrete Sealing must be performed after the Engineer has deemed the project complete except for Concrete Sealing, structure is opened to traffic, and Contractor has fully demobilized.

V. PAYMENT

A. 23378EC - Concrete Sealing – Sq. Ft. Payment at the contract unit price per square feet is full compensation for the following: (1) Furnish all labor, materials, tools, and equipment; (2) Clean the bridge deck; (3) Seal the bridge deck; (4) Maintain & control traffic; and, (5) Any other work specified as part of this contract.

B. 26233EC - Mobilization – For Concrete Surface Treatment – L.S. Payment at the contract lump sum price bid shall be full compensation for the Contractor to remobilize on the project to perform Concrete Sealing as detailed herein this special note.

SPECIAL NOTE FOR BRIDGE DECK WATERPROOFING

MEMBRANE AND ASPHALT OVERLAY ON BRIDGES

I. DESCRIPTION

Perform all work in accordance with the Kentucky Transportation Cabinet, Department of Highway’s Standard Specifications for Road and Bridge Construction, and Standard Drawings, except as hereafter specified. Article references are to the Standard Specifications. Furnish all materials, labor, equipment, tools, and incidentals necessary to complete the One Step Bridge Deck Waterproofing Membrane.

II. MATERIALS

A. Bridge Deck Waterproofing Membrane. See Section 808.05.

B. Surface Primer. Use surface primer material recommended by the manufacturer.

C. Asphalt Overlay. Pave the bridge with the same type and thickness of asphalt that is being placed on the adjacent roadway.

III. CONSTRUCTION METHODS

A. Surface Preparation. Thoroughly clean the entire surface area of the bridge deck prior to paving. Clean by either air blasting or water blasting. If water blasting is used, thoroughly dry area prior to placing the primer and membrane.

B. Prime Coating. Apply material to the bridge deck according to the Manufacturer's recommendations.

C. One Step Membrane. Apply the membrane to the entire surface of the bridge deck. Overlap the membrane a minimum of 1 foot onto the adjacent roadway approaches.

Extend the membrane up the face of the curbs a minimum of 1½ inches. Overlap membrane as necessary to achieve 100% coverage of the bridge deck. Install as recommended by the manufacturer, straight and wrinkle free, with no curled or uplifted edges.

E. Pave Bridge with Asphalt Surface. Pave the bridge with asphalt overlay immediately after the one step membrane is in place.

IV. METHOD OF MEASUREMENT

A. One Step Membrane. The Department will measure this item in square yards.

The one step membrane area (A) will be calculated from the (L) length of the bridge plus 1 foot on each approach multiplied by the (W) width of the bridge curb to curb. A=((L+2) X

W)/9. This calculated area will be the area measured for payment; laps, cutoffs and waste will not be measured for payment.

V. METHOD OF PAYMENT

A. Waterproofing Membrane. Payment at the contract unit price per square yard shall be full compensation for all labor, equipment, materials and incidentals for surface preparation and furnishing and installing the surface primer and the one step membrane according to the Manufacturer's recommendations and these notes.

WATERPROOFING MEMBRANE

04/11/2019

SPECIAL NOTE FOR HOT-DIP GALVANIZING STEEL

These Notes or designated portions thereof, apply where so indicated on the plans, proposals or bidding instruction.

I . DESCRIPTION. This work shall consist of surface preparation and hot-dip galvanizing structural steel specified on the plans. An additional coating system as described in Section

607.03.23 of the Specifications is not required when this note is in the included in the contract.

II. MATERIALS.

A. Steel. Use steel specified in the plans; however, fabricator must confirm that the steel material has silicon content either below 0.4% or between 0.15% and 0.22% to ensure galvanizing will perform and bond as required. Steel material out of this range shall be rejected. This specification can only be utilized for rolled steel beam bridges (no plate girders) and associated hardware.

B. Zinc. In accordance with AASHTO M111.

III. HOT-DIP GALVANIZING.

A. Application.

Steel members, fabrications and assemblies shall be galvanized by the hot-dip process in the shop according to AASHTO M111 (Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products).

Bolts, nuts, washers and steel components shall be galvanized in the shop according to AASHTO M232 (Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware).

B. Safeguarding against embrittlement, distortion, and cracking All steel shall be safeguarded against embrittlement according to ASTM A143 (Standard Specification for Safeguarding against Embrittlement of Hot-Dip Galvanized Structural Steel Products and Procedure for Detecting Embrittlement). Water quenching or chromate conversion coatings shall not be used on any steel work that is to be painted.

All galvanized steel work shall be handled in a manner to avoid mechanical damage and minimize distortion. Members shall be supported during galvanization to prevent permanent distortion. The contractor/fabricator/galvanizer must propose changes to the element prior to preparing shop drawings if necessary to minimize the chances of permanent distortion or cracking during hot-dip galvanizing. Pre-heating must be utilized if necessary to minimize the chance of permanent distortion or cracking.

The contractor is required to inspect each element for distortion following hot-dip galvanizing prior to dipping the next element. Consult the Engineer is distortion is detected before proceeding to the next element.

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

To insure 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.

All welded attachments shall be connected prior to hot dip galvanization, including shear studs.

Beams 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 during galvanizing to prevent permanent distortion.

D. Surface Preparation The Contractor/Fabricator shall consult with the galvanizer to insure proper removal of grease, paint and other deleterious materials prior to galvanizing. The members shall be abrasive blasted/cleaned to SSPC SP6/NACE 3 to remove all mill scale.

E. Coating Requirements Coating weight, surface finish, appearance and adhesion shall conform to requirements of ASTM A385 (Standard Practice for Providing High-Quality Zinc Coatings (Hot-Dip)) and AASHTO M111 or AASHTO M232, as appropriate.

F. Testing Requirements 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 M111 or AASHTO M232 as applicable, with the target coating thickness of 152 microns (6 mils). Coating thickness shall be measured according to AASHTO M111, for magnetic thickness gage measurement and AASHTO M232 as appropriate. The Cabinet may elect to conduct testing in addition to the Standards required testing.

All galvanized steel will be visually inspected for finish and appearance.

Bolts, nuts, washers, and steel components shall be packaged according to AASHTO M232. 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.

G. Connection Treatment After galvanizing and prior to shipping, contact surfaces for any bolted connections shall be roughened by hand wire brushing or according to SSPC-SP7 (Brush-Off Blast Cleaning). Power wire brushing is not allowed.

All bolt holes shall be reamed or drilled to their specified diameters after galvanizing.

All bolts shall be installed after galvanizing.

H. Repair of Hot-dip Galvanized Coating Surfaces with inadequate zinc thickness will be repaired using zinc based solder in accordance to ASTM A780 (Standard Practice for Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings) Section 4.2.1 and AASHTO M111. Any fins or slivers present after galvanizing will be removed and repaired ASTM A780 (Standard Practice for Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings) Section 4.2.1 and AASHTO M111.

Surfaces of galvanized steel that are damaged after the galvanizing operation shall be repaired according to ASTM A780. 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. Any drips or runs in the galvanizing will be removed by grinding to match the surrounding surface.

All bolt holes shall be reamed or drilled to their specified diameters after galvanizing.

The Cabinet’s Project Team must inspect and approve the galvanized steel prior to the subsequent Phase of Work.

V. PAYMENT

The cost of all surface preparation, galvanizing, and all other work described herein shall be the considered as included in the unit price bid for the applicable pay item to be hot-dip galvanized.

The Department will consider payment as full compensation for all work required by these notes and detail drawings.

SPECIAL NOTE FOR REPLACING EXPANSION JOINTS AND/OR

INSTALLING ARMORED EDGES FOR CONCRETE ON BRIDGES

1. DESCRIPTION. Perform all work in accordance with the Kentucky Transportation Cabinet, Department of Highway’s Standard Specifications for Road and Bridge Construction and applicable Supplemental Specifications, the Standard Drawings (current editions), this Note, and the attached detail drawings. Section references are to the Standard Specifications. This work consists of the following: (1) Furnish all labor, materials, tools, and equipment, (2) Remove existing concrete and expansion joint(s) and/or bridge ends, (3) Install armored edges, modular expansion joint assembly and new concrete as specified and in accordance with the attached detail drawings, (4) Install new joint seals (where required) and (5) Any other work specified as part of this contract.

2. MATERIALS.

A. Class “M” Concrete. Use either “M1” or “M2”. See Section 601.

B. Structural Steel. Use new, commercial grade steel suitable for welding. The

Engineer will base acceptance on visual inspection. See attach detailed drawings

C. Stud Anchors. The armored edge stud anchors are ¾” x 6” embedded stud shear connectors conforming to ASTM A108, Grade 1015

D. Epoxy Coated Steel Reinforcement. Use Grade 60. See Section 602.

E. Epoxy Bond Coat. See Section 511.

F. Joint Seals.

Pre-compressed Silicon and Hybrid Foam Joint Seals (Parapet and Median). See The Division of Material’s list of approved materials for preformed compression joint seal designs.

4” Neoprene Strip Seals (Bridge Deck). See Section 807.03.03.

3. EQUIPMENT.

A. Hammer. Provide Power driven hammers lighter than nominal 45 lb. class.

B. Sawing Equipment. Sawing equipment shall be a concrete saw capable of sawing concrete to the specified depth.

C. Hydraulic Impact Equipment. Hydraulic Impact/Skid Steer Type

Equipment with a maximum rated striking Energy of 360 ft-lbs. are permitted only in areas of concrete removal more than 6 inches away from boundaries of surface areas to remain in service. The Contractor is to provide data information to the engineer on the equipment they wish to utilize to ensure compliance with this note.

4. CONSTRUCTION.

A. Remove Existing Materials. Remove existing expansion joints, existing modular expansion join assembly, bridge end armored edges and specified areas of concrete as shown on the attached detailed drawings. Remove debris and/or expansion joint filler as directed by the Engineer. Clean and leave all existing steel reinforcement encountered in place. Damaged steel reinforcement will be repaired/replaced as directed by the Engineer at no additional cost to the Department. Dispose of all removed material entirely away from the job site. This work is incidental to the contract unit price for "Expansion Joint Replacement" or “Armored Edge for Concrete”.

B. Place New Concrete and Armored Edges. After all specified existing materials have been removed; place new armored edges to match the original grade (See attached detail drawings). Place the new Class “M” concrete to the original grade and finish with broom strokes drawn transversely from curb to curb. All new structural steel shall be cleaned and painted in accordance with requirements of Section 607.03.23, except that surfaces to come in contact with concrete are not to be painted. Blast clean all areas of existing concrete and structural steel to come in contact with new concrete until free of all laitance and deleterious substances immediately prior to the placement of the Class "M" Concrete. The surface areas of existing concrete to come in contact with the new Class "M" Concrete are to be coated with an epoxy bond coat immediately prior to placing new concrete in accordance with Section 511.

The interfaces of the new and old concrete shall be as nearly vertical and horizontal as possible. Shop drawings will not be required.

C. Additional Steel Reinforcement. Furnish for replacement, as directed by the Engineer, 200 linear feet each joint of #4 steel reinforcing bars in 20’ lengths.

Place these bars in areas deemed by the Engineer to require additional reinforcement. Field cutting and bending is permitted. Do not place any additional steel reinforcement above the height of the top row of Nelson Studs on the armored edges. Ensure that all exposed steel reinforcement is tied in accordance with Section 602.03.04 prior to pouring the new Class “M” concrete. Deliver unused bars to the Local County Maintenance Barn.

Payment will be made in accordance with Section 602.

D. Stage Construction. Installation of concrete, armored edges, and modular expansion joint assembly in two (or more if specified) stages is necessary.

Join the armored edges and modular expansion joint assembly at or near the centerline of the roadway or lane line, field weld and grind smooth.

E. Preformed Neoprene Joint Seal. Place the preformed joint seal in one continuous, unbroken length. Place neoprene strip seals as recommended by the manufacturer and in accordance with Section 609.03.04 except that shop drawings will not be required.

F. Pre-compressed Silicone and Foam Hybrid Seals. Place pre-compressed silicone and foam Hybridge seals as recommended by the manufacturer. Shop drawings will not be required.

G. Residual Lead. Residual lead paint may still be on bridge. The Contractor is advised to take all necessary protective measures including worker safety and environmental regulations when performing surface preparation. The Department will not consider any claims based on residual lead paint.

H. Verifying Field Conditions. The Contractor shall field verify all joint openings, locations, and manufacture before ordering any material. New material that is unsuitable due to variation in existing structure shall be replaced at the Contractors expense.

I. Damage to the Structure. The Contractor shall bear all responsibility and expense for any and all damage to the structure during the repair work even to removal and replacement of a fallen span, should the fallen span result from the Contractor’s actions.

5. MEASUREMENT.

A. Expansion Joint Replace 1 In. The Department will measure the quantity in linear feet from gutter line to gutter line along the centerline of the joint.

B. Expansion Joint Replace 4 In. The Department will measure the quantity in linear feet from gutter line to gutter line along the centerline of the joint.

C. Armored Edge for Concrete. The Department will measure the quantity in linear feet from gutter line to gutter line along the face of the bridge end.

D. Epoxy Coated Steel Reinforcement. See Section 602.

6. PAYMENT.

A. Expansion Joint Replace 1 In. (03293) Payment at the contract unit price per linear foot is full compensation for removing specified existing materials, furnishing, and installing the new armored edges, concrete, joint seal, and all incidental items necessary to complete the work within the specified pay limits as specified by this note and as shown on the attached detail drawings.

B. Expansion Joint Replace 4 In. (03298) Payment at the contract unit price per linear foot is full compensation for removing specified existing materials, furnishing, and installing the new armored edges, concrete, neoprene strip seal (bridge deck), Pre-compressed Silicone and Foam Hybrid Seals (parapets) and all incidental items necessary to complete the work within the specified pay limits as specified by this note and as shown on the attached detail drawings.

C. Armored Edge for Concrete (03299). Payment at the contract unit price per linear foot is full compensation for placing new armored edge and any approach pavement repair, traffic striping repair and all incidental items necessary to complete the work within the specified pay limits as specified by this note and as shown on the attached detailed drawings.

D. Epoxy Coated Steel Reinforcement (08151). See Section 602.

SPECIAL NOTE FOR BRIDGE CONCRETE CURB REPAIR

I. DESCRIPTION. Contrary to Section 606.03.03, "Concrete Curb Repair" is to be completed as per the attached detail drawing(s) and in accordance with this Note. Sidewalk patching shall still be completed in accordance with Section 606.03.03.

Perform all work in accordance with the Kentucky Transportation Cabinet, Department of Highway’s Standard Specifications for Road and Bridge Construction and applicable Supplemental Specifications, the Standard Drawings, this Note, and the attached detail drawings. Section references are to the Standard Specifications.

This work consists of the following: (1) Furnish all labor, materials, tools, and equipment;

(2) Remove existing concrete curb marked by engineer; (3) Form and place new concrete curb as specified by this note and as shown on the attached detail drawing(s); (4) Finish and cure the new curb; and (5) Any other work specified as part of this contract.

II. MATERIALS.

A. Latex Concrete. See Section 606.03.17.

B. Class M Concrete. See Standard Specifications.

C. Steel Reinforcement. Use Grade 60. See Section 602.

D. Epoxy Bond Coat. See Section 511.

III. CONSTRUCTION.

A. Remove Existing Materials. Remove existing concrete curb 6 inches across the front face and down to the original deck using hammers weighing 40 pounds or less. Dispose of all removed material entirely away from the job site as approved by the Engineer.

Clean and leave existing steel reinforcement in place. This work is incidental to the contract unit price for "Concrete Curb Repair". Clean and leave all existing steel reinforcement encountered in place. Damaged steel reinforcement will be repaired/replaced as directed by the Engineer at no additional cost to the Department.

Protect the plinths from damage throughout the life of the project.

B. Placing New Concrete and Armored Edges. After removing the existing curb face, repair and/or re-tie existing steel reinforcement as directed by the

Engineer and form the curb to the original dimensions. Blast clean all areas of existing concrete and structural steel to come in contact with new concrete until free of all laitance and deleterious substances immediately prior to the placement of the new curb. The interfaces of the new and old concrete shall be as nearly vertical and horizontal as possible. The surface areas of existing concrete to come in contact with the new Class "M" Concrete are to be coated with an epoxy bond coat immediately prior to placing new concrete in accordance with Section 511. Place latex concrete or Class M Concrete for the curb in accordance with Section 606.03.17 and as shown on the attached detail drawing(s).

C. Additional Steel Reinforcement. Replace any damaged steel reinforcement as directed by the Engineer at no additional cost to the Department. Furnish for replacement, as directed by the Engineer, #4 epoxy steel reinforcing bars. Place these bars in areas deemed by the Engineer to require additional reinforcement. Ensure that all exposed steel reinforcement is tied in accordance with Section 602.03.04 prior to pouring the new Class "M" concrete. Deliver unused bars to the Local County

Maintenance Barn. Field cutting and bending is permitted. Payment will be made in accordance with Section 602.

D. Curb Finish. Finish and cure in accordance with Section 606.03.17.

IV. MEASUREMENT.

A. Concrete Curb Repair. The Department will measure the quantity in linear feet of curb repaired. The Department shall NOT measure the lengths of curb that fall into the pay limits of the pay items "Eliminate Transverse Joint".

B. Steel Reinforcement. See Section 602.

V. PAYMENT.

A. Concrete Curb Repair. Payment at the contract unit price per linear foot is full compensation for removing and disposing of specified existing materials, blast cleaning, concrete, steel reinforcement, and all incidental items necessary to complete the work within the specified pay limits as specified by this note and as shown on the attached detail drawing(s).

B. Steel Reinforcement. See Section 602.

The Department will consider payment as full compensation for all work required by this note and the attached detail drawing(s).

Special Note for Concrete Patching

Special Note for Concrete Patching

The following sections provide the requirements for concrete patching. This includes the preparation of the site area, the removal of concrete within the repair area, cleaning and repair of the reinforcing steel, restoration of the concrete section, and quality control after the repair concrete is cured.

References to the “Department” refer to the Kentucky Department of Highways and/or consultants acting on behalf of the Department. All section references are to the KYTC Standard Specifications.

In all cases, the Department reserves the right to request raw data, field notes and/or other available information that may be necessary to evaluate the results of testing specified in this Special Provision. Upon request, provide any available information at no additional cost to the Department.

In all cases, the Department reserves the right to perform testing to obtain independent results of testing specified in this Special Provision. Upon request, provide any assistance required for Department personnel to perform such testing at no additional cost to the Department.

At the request of the Engineer, personnel representing the Contractor (including testing subcontractors) and the Department may be required to attend a pre-test meeting to discuss procedures related to testing, reports, reviews, etc. This meeting will be at no additional cost to the Department.

Unless noted otherwise, the Department will respond to the Contractor regarding acceptability of submittals referenced in this Special Provision within 6 (six) business days. A “Business Day” is defined as any day except Saturdays, Sundays and Holidays, as defined in Section 101.03 of the Standard Specifications.

Each Contractor submitting a bid for this work shall make a thorough inspection of the site prior to submitting his bid and shall thoroughly familiarize himself with existing conditions so that the work can be expeditiously performed after a contract is awarded. Submission of a bid will be considered evidence of this inspection having been made. Any claims resulting from site conditions will not be honored by the Department. Quantities given are approximate. The quantity for “Concrete Patching Repair” shall be bid with the contingency that quantities may be increased, decreased, or eliminated by the Engineer. Dispose of all removed materials entirely away from the job site as approved by the Engineer. This work is incidental to the contract unit price for “Concrete Patching Repair”.

1.0 Description

This work shall consist of furnishing all materials, labor, equipment and supervision necessary for the patching of concrete, at repair areas shown in the contract plans and as directed by the Engineer.

1.1 Materials

Concrete patching materials listed in the LAM are approved for use. Where specifically called out in the plans, Class A or AA concrete as specified in Section 601 may be used.

1.2 Equipment

Furnish all labor, materials, tools, equipment, and incidental items necessary to complete the work.

1.3 Delivery, Storage, and Handling

The products shall be delivered and stored in original, unopened containers. Containers must be clearly marked with legible and intact labels listing the Manufacturer’s name, brand name, product identification and batch number.

2.0 Contractor Submittals

Contractor shall submit the following documentations and obtain approval 7 days before work commences.

1. The manufacturer’s product literature for all proprietary products. This includes technical information, safety data sheets and instructions for mixing, placement and curing.

2. A project safety plan that includes at minimum: any personal protective equipment to be used by the contractor’s staff and procedures for emergencies and accidents.

3.0 Construction Requirements

3.1 Preparation of Site Area

Perform all work in accordance with the Kentucky Transportation Cabinet, Department of Highways 2026 Standard Specifications for Road and Bridge Construction and applicable Supplemental Specifications, the Standard Drawings, and the Contract Plans. Before work starts, safe access to the bridge must be provided. In accordance with Section 107.01.01, this must be provided for the Engineer to sound possible repair areas and for workers to complete the construction.

3.2 Removal of concrete within Repair Area

Deteriorated and delaminated concrete should be identified and marked by the Engineer before starting the removal process. Sounding, thermal imaging or other suitable methods should be used for identification (e.g. ASTM D4580).

If the concrete cannot be removed due to structural reasons, the structural capacity should always take precedence over the durability of the member. A structural engineer should be consulted when removing concrete where compressive stresses exist (e.g. columns). The sequence of concrete removal described in the contract document shall be followed. When a sequence is not described, the contractor shall obtain a sequence from the engineer prior to start of work. Unless specifically directed by the Engineer, depth of removal shall not exceed 4 inches.

The repair area should extend to a minimum of 3 inches beyond the deteriorated or delaminated concrete. The configuration of the repair area should be kept simple. Having a rectangular area with square corners is preferred. Reentrant corners should be avoided due to their susceptibility to cracking. The perimeter of the repair area should be saw cut to 1.0 inch depth to provide a vertical edge for the repair material.

Use abrasive blasting or high-pressure water cleaning where possible or other mechanical means to remove residual dust, debris, fractured concrete, and other contaminants that prevent proper bonding. Blowing with oil-free compressed air is necessary if dirt is still present after blasting. The final surface texture should be rough with a 1/8 to ¼ inch of amplitude.

When removing concrete with exposed reinforcing steel, remove concrete around the exposed reinforcement to allow for cleaning and bonding with the repair material around the circumference of the reinforcement. Pneumatic, electric or other impact breakers, hydro demolition or other suitable method that does not exceed 20 pounds can be used to remove concrete. A minimum clearance of ¾ inch between the exposed reinforcing steel and the concrete or ¼ inch larger than the coarse aggregate in the repair material, whichever is greater should be provided. If the coarse aggregate size is not known, coarse aggregate size of ¾ inch should be used when determining clearance. Sound concrete may have to be removed to provide adequate clearance around the reinforcing steel. The removal of concrete should extend along the reinforcing steel until there is no more delamination and cracking of concrete or significant corrosion on the reinforcing steel

3.3 Cleaning of Reinforcing Steel

Use oil-free abrasive or high-pressure water blasting to remove all bond inhibiting material such as rust, dirt, concrete slurry and loosely bonded concrete. Coat all exposed rebar with cold galvanizing compound and follow the manufacturer's recommendations for steel surface preparation. If shown in the contract documents, add cathodic protection to the reinforcing steel based on the Manufacturer's recommendations.

3.4 Repair of Reinforcing Steel

Consult the Engineer if reinforcing steel has corroded and lost more than 10% of cross-sectional area. Reinforcing steel may be repaired by adding supplemental reinforcing within the damaged steel area. Loose reinforcement should be secured in its original position to prevent movement during placement of the repair material. Ensure that all exposed steel reinforcement is tied in accordance with Section 602.03.04. Supplemental reinforcing should be lap spliced and extend beyond the deteriorated concrete area. All added reinforcement to supplement deteriorated steel is incidental to Concrete Patching Repair.

3.5 Restoration of Concrete Section

The concrete substrate and any exposed reinforcing steel should be clean, sound and free of surface moisture and frost before placement of patching material. Final blast cleaning shall be completed within twelve (12) hours prior to placement of concrete. The patching material shall have a compressive strength equal to or greater than that of the original concrete. The patching material should be approved by the engineer. Bond strength of the repair material to the existing concrete should be a minimum of 200 psi. When compatible with the patching material, a Type V epoxy bonding agent shall be used in accordance with Section 826 of the specifications.

Cracks within the existing concrete should be stabilized by epoxy injection. Engineer shall determine areas of cracks to epoxy inject. Follow all requirements of the Special Note for Epoxy Injection of Cracks. Substrate saturation may be needed depending on the repair material.

Portland cement-based materials should have a saturated surface-dry condition met prior to application of the repair mortar. Polymer bonding agents should not use a saturated surface-dry condition and should follow the manufacturer’s surface preparation directions.

Application of the repair material on small areas of repair shall be completed by the following process. Scrub a thin bond coat of the repair material into the substrate and ensure pores are filled. Apply adequate pressure to the repair material and thoroughly consolidate the repair material into the corners of the patched area and around any exposed reinforcement to ensure full encapsulation. If a second lift is required, roughen the surface of the first lift to maintain a bond between the two lifts. Cure the repair according to the manufacturer’s recommendations. For cement-based repair materials, perform fogging, wetting, and/or any appropriate method approved by the Engineer. For large repair areas, formwork may be used and placed around the damaged section. The formwork should be mortar tight when vibrated. Formwork should be removed only when the repair material has gained sufficient strength.

4.0 Field QC/QA

After completion of the curing, tensile bond testing shall be performed. The testing shall be in accordance with ICRI Technical Guideline 210.3R and ASTM C1583/C1583M. Up to one location per substructure unit and one location per span shall be performed, as directed by the Engineer.

5.0 Measurement

Concrete patching areas shall be measured by the horizontal or vertical square foot of exposed face, regardless of depth patched.

6.0 Payment

The Department will make payment for the completed and accepted quantities of concrete patching under the following:

Code Pay Item Pay Unit

22146EN Concrete Patching Repair Square Feet

The Department will consider payment as full compensation for all work required herein.

SPECIAL NOTE FOR BRIDGE OVERLAY APPROACH PAVMENT

I. DESCRIPTION. Perform all work in accordance with the Kentucky Transportation Cabinet, Department of Highway’s Standard Specifications for Road and Bridge Construction and applicable Supplemental Specifications, the Standard Drawings, this

Note, and the attached detail drawings. Section references are to the Standard

Specifications.

This work consists of the following: (1) Furnish all labor, materials, tools, and equipment; (2) Complete asphalt approach pavement; and (3) Any other work specified as part of this contract.

All construction will be in accordance with Section 606 unless otherwise specified.

II. MATERIALS.

A. Bituminous Asphalt. Use CL2 ASPH SURF 0.38D PG 64-22.

III. CONSTRUCTION.

A. Asphalt Approach Pavement. Mill each existing asphalt approach for a distance of

50’ from the bridge end. Remove the bituminous material uniformly by making an edge key, so as to provide a smooth transition to the finished bridge when a new bituminous overlay of compacted depth of approximately 1½” is added to the approaches. The grinding depth may vary depending of the condition of the existing approach and final elevation of bridge end. Dispose of all removed material away from the site.

IV. MEASUREMENT. See Section 606 and the following:

A. Asphalt Approach Pavement.