Special_Provisions_update_10-08-25 (1).pdf

SPECIAL PROVISIONS CONTRACT NO. ContNum

478 — JACKING BEAM OPERATIONS

CATEGORY 400

STRUCTURES

SECTION 478 — JACKING BEAM OPERATIONS

480.01 DESCRIPTION. Jack existing beams for repairs.

480.02 MATERIALS. Refer to Sections 430, 436, and 902.11.

DELETE 480.03 CONSTRUCTION in its entirety and ADD the following:

The contractor shall be responsible for the design and the construction of the jacking system using his/her own means and methods.

The scope of work shall be performed following the suggested sequence of construction and the suggested jacking sequence. Any modifications to the suggested sequences shall be submitted to the Engineer for review and approval prior to implementation.

Temporary support is required for beams when replacing the bearings at the abutments. Shop drawings and calculations signed and stamped by a licensed professional engineer in the state of Maryland shall be submitted for approval prior to ordering materials or beginning work for the jacking beam operations. Shims or jacks shall be used to ensure sufficient load transfer from the beam seat to the temporary support. The beams shall not be jacked higher than 1/16” above their existing elevation. During shimming and jacking, monitor the adjacent beams and stop procedure if damage is evident.

Use the shielded metal-arc process for all field welding. Adhere to all requirements of the Contract Documents except that for temporary installation, the requirements for radiographic and ultrasonic inspection will be waived if the Engineer’s visual inspection indicates the welds are satisfactory.

The Contractor shall submit jacking beam or method for review and approval. Jacking beams shall comply with the following restrictions:

(a) The material may be used but be in new condition.

(b) The temporary jacking system is to be designed at operating stress levels. A five percent increase to the dead load beam reaction is required for deck stiffness.

(c) Submit connection detail, stiffener plate detail, or jacking method plans and detailed calculations to the County for approval. These calculations shall be stamped by a professional engineer registered in the State of Maryland.

(d) Minimum stiffener and connection plate thickness shall be ½”.

(e) Avoid bent connection plates where possible.

Set jacking beams level unless otherwise specified in the Contract Documents. In no instances will it be permitted to chip away the concrete abutment to achieve a level jacking beam.

Thoroughly clean areas under the proposed jacks to provide a flat, clean jacking surface. When jacking surfaces are not level or have slightly deteriorated concrete areas, use nonshrink grout to repair them to a flat level surface. The minimum thickness of the grout shall be as recommended by the manufacturer.

If the Engineer determines that any jacking surface contains highly deteriorated concrete, delay all work at that location and initiate provisions for cast in place concrete repairs to restore the surface to full capacity for the jacking operations.

Do not remove any steel that has been welded to the existing bridge; it shall remain in place.

480.03.01 Jacking Requirements and Restrictions. Adhere to the following requirements and restrictions during the jacking sequences to provide for a safe repair of bearing assemblies.

The Engineer or his representative shall be present during all jacking operations to check all pertinent dimensions and to ensure conformance with all pertinent Contract requirements before commencement of the actual jacking.

The jack system shall be equipped with a direct reading gauge to directly read the jack force in pounds or kips. However, a gauge accompanied by a chart with which the dial reading can be converted into pounds may be used if approved by the Engineer.

Make test cylinders of the non-shrink grout or concrete used for bearing pedestal repairs. The beams shall not be lowered in place until the test specimens achieve 3000 psi minimum compressive strength.

The jack hydraulics shall not be used to support the load after jacking. However, a jack with a locking nut may be used if approved by the County.

In the event that any of the above requirements or restrictions cannot be met, the Engineer will notify the County.

The contractor shall be responsible for any damage to the structure caused by jacking. No structural elements, other than those indicated on the plans, shall be removed from the existing structure without prior approval from the Engineer.

DELETE SECTION 480.04 in its entirety and ADD the following:

480.04 MEASUREMENT AND PAYMENT. Design plans signed and sealed by a professional engineer registered in the state of Maryland, shop drawings, erecting and jacking, maintenance, removal, including all materials, labor, and equipment necessary for jacking the existing beams and removing the jacking beam assemblies will be measured and paid for at the Contract Lump Sum price on the Jacking Assembly item.

The payment will be full compensation for fabricated structural steel; removal, storage, and reinstallation of existing steel end diaphragms or cross frames where required; bolts; paint;

welding; jacking bearing plates; setting and resetting jacks, multiple adjustments to align bearings as required, hydraulic jacks; any temporary timber blocking; scaffolding; providing nonshrink grout leveling pads if necessary; and for all material, labor, equipment, tools, and incidentals necessary to complete the work.

SPECIAL PROVISIONS CONTRACT NO.

499 — WORKING DRAWINGS

CATEGORY 400

STRUCTURES

SECTION 499 — WORKING DRAWINGS

499.03 CONSTRUCTION.

499.03.02 Consultant Engineering Firm.

ADD: The following after the first paragraph, “When the Contract...to that firm.”

Working drawings for this Contract shall be sent to:

The Wilson T. Ballard Company 17 Gwynns Mill Court Owings Mills, Maryland 21117

Attn: Ignamara Petrowicz. P.E. Associate.

ITEM 4001 – REMOVAL OF PORTIONS OF EXISTING STRUCTURE

DESCRIPTION.

Refer to Section 405.01 of the Standard Specifications and the following:

This work shall consist of the removal and disposal of portions of the existing concrete end post, the abutment backwalls and cheekwalls, concrete bearing pads, and portions of the abutment beamseat. The existing end posts, abutment stems not being removed as indicated to the limits specified on the plans will remain in place.

Before commencing any work, the Contractor shall verify the conditions of the existing structures and any changes from the assumed conditions shall be brought to the attention of the

Engineer.

MATERIALS.

Not applicable.

CONSTRUCTION.

Refer to Section 405.03 of the Standard Specifications and the following:

The limits of removal shall be clearly marked before any demolition work begins and saw cutting shall be used to create a neat and straight line at the exposed faces of the members to be removed. All existing reinforcing steel exposed as a result of the concrete removal shall be salvaged and incorporated into the new concrete in accordance with these specifications and the plans. The interface between the old and new concrete shall be coated with an epoxy bonding compound before new concrete is poured.

Other materials removed from the bridge, under this item, shall be removed from the site and disposed of by the Contractor at the Contractor’s expense.

Concrete shall be removed with hand tools and up to 30 pound chipping hammers only.

The use of explosives is not permitted.

MEASUREMENT AND PAYMENT.

Refer to Section 405.04 of the Standard Specifications.

The removal of portion of the concrete deck, end diaphragm, and parapet wall at the deck joints will be paid separately under the Modifying Existing Bridge Roadway Joints item. 1 of 1

ITEM 4004 – SUPERSTRUCTURE CONCRETE FOR BRIDGE

Refer to Section 420 and 421 of the Standard Specifications and the following:

DESCRIPTION.

This work consists of constructing parapets end post for the bridge as specified in the

Contract Documents or as directed by the Engineer.

MATERIALS.

Reinforcing Steel. All new reinforcing steel shall conform to ASTM A 615, Grade 60. All new reinforcing steel shall be epoxy coated; the epoxy coating material used shall be an Epoxy Powder

Coating conforming to Section 917.02 of the Standard Specifications. The manufacturer shall furnish certification that the epoxy coating meets the above specification.

Dowel Bars. Drilled holes for grouting of dowel bars into the existing concrete shall conform to

Section 406 of the Standard Specifications.

Dowel bars, to be drilled and grouted into the existing concrete structure, shall be at least

6 inches from the face of any concrete surface. The diameter of the dowel holes shall be at least the dowel bar diameter plus ½”. Grout for dowels shall be a non-shrink epoxy grout consisting of sand and epoxy mixed by volume according to manufacturer's recommendations and capable of developing a minimum compressive strength of 6500 psi in 72 hours when tested in accordance with M.S.M.T. 501. Sand for epoxy grout shall conform to Section 901.01 of the Specifications.

CONSTRUCTION.

Tying New Concrete into Existing Concrete. Where portions of the existing superstructure unit are to be used in the final structure and existing concrete is to be removed, the following applies:

1. Existing reinforcing steel to be incorporated in the final structure shall be straightened and cleaned. Care shall be taken not to damage these bars.

2. Any existing reinforcing steel, which is to be incorporated into the final structure:

a. And in the opinion of the Engineer has lost 20% or more of its original cross-sectional area, shall be cut out. A new bar of same diameter shall be provided and placed so as to have the minimum required lap at each end of the new bar, or modified as per Item c below.

b. Where the required lap length is available, shall be used as a dowel.

c. Where the required bar lap is not available or limits of concrete removal to achieve bar lap would be too great, a welded or approved mechanical splice shall be provided. See MDOT-SHA Detail No. REBAR-ER-101.

3. All existing reinforcing steel which extends into an area in which epoxy coated reinforcing steel is required shall be cleaned and epoxy coated.

4. If expected reinforcing steel is missing, or a pattern differing from that shown on the existing Plans is uncovered, then the Engineer shall be contacted for evaluation.

5. A 1" deep saw cut shall be made into the exposed face of existing concrete to establish a neat line at the limit of removal. Formed concrete or mortar adjacent to existing concrete shall produce a smooth surface

A final visual inspection of the coated steel at the construction site will be made by the

Engineer after the steel is in place and immediately prior to placing the concrete. Any areas designated by the Engineer, which meet the criteria above necessitating repair, shall have the epoxy patched in conformance with Section 465.03.05 of the Standard Specifications. No concrete shall be poured on a patched area until the patched material has been allowed to cure for one (1) hour.

MEASUREMENT AND PAYMENT.

Superstructure Concrete for Bridge will not be measured for payment but the cost thereof will be included in the Contract Lump Sum price bid for Superstructure Concrete for Bridge.

The payment will be full compensation for drilling for dowel bars, dowels, epoxy bonding compound, grout, and for all material, labor, equipment (including safety equipment), tools, forms, concrete, reinforcing bars, epoxy reinforcing bars, forming and form removal, curing and misting, and incidentals necessary to complete the work.

Epoxy coated reinforcing steel in superstructure will not be measured and payment will be incidental to the Contract Lump Sum price for the Superstructure Concrete for Bridge item.

Waterproofing membrane, epoxy bonding compound and their placement will not be measured but the cost will be incidental to the Superstructure Concrete for Bridge item. No deduction in concrete quantities will be made for reinforcement steel, anchors or any other appurtenances.

ITEM 4006 – CRACK REPAIR BY PRESSURE INJECTION

DESCRIPTION

This work shall consist of repairing cracks in the concrete abutment, wingwalls, and piers using the pressure injection method as shown on the contract plans or as directed by the Engineer.

The pressure injection method shall be used for repairing cracks 1/16” wide or greater.

MATERIAL

Injection ports Per Manufacturer Epoxy for setting injection ports FX-7631 Low Modulus Hydro Ester as manufactured by Simpson Strong- Tie or approved equal

Epoxy Repair Material CI-LV Low-Viscosity Structural Injection Epoxy as manufactured by Simpson Strong-Tie or approved equal

The epoxy resin for injection shall conform to 921.04, C 881, Type I. Submit the grade for approval after the Contractor’s analysis of areas to be injected.

The system shall be moisture insensitive and shall not be used when the ambient or concrete temperature is 50 F or below, nor temperatures lower than recommended by the manufacturer.

The expiration date of acceptance of this material shall be one year after the date of manufacture. Any unauthorized tampering or breaking of the seals on the containers between the time of sampling and delivery to the job site will be cause for rejection of the material.

CONSTRUCTION

The repair material shall be installed and cured in accordance with the manufacturer’s recommendations.

Prior to the commencement of any work, the Contractor and the Engineer shall determine the location and size of the cracks to be repaired as well as whether the crack is a full or partial depth crack.

Ensure that the epoxy manufacturer’s technical representative will be present initially for the start of the injection process and then be available throughout the work if requested, and submit details of the proposed method of repairs and the injection procedure for approval.

Inject the epoxy with a positive displacement pump system having a suitable mixing chamber where the epoxy components are accurately metered and thoroughly mixed immediately prior to injection. A clear, legible, and accurate pressure gauge shall be located in the supply line adjacent to the mixing chamber.

The equipment shall also be capable of providing a continuous and uninterrupted pressure head to continually force the injection of epoxy into the cracks. Epoxy flow shall be capable of being fully controlled by the operator controls at the mixing chamber.

Ensure that all working personnel are familiar with the equipment, materials, and procedures to be used during the operation.

All materials and equipment, including backup equipment, shall be at the work site before injection operations begin. All equipment shall be in proper calibration and in good working order as determined by the Engineer.

Epoxy shall be injected only by the use of the automatic mechanical pumping, metering, and mixing equipment described above. Pressure pot systems and caulking guns or grease guns will not be permitted.

Mix the two components in accordance with the manufacturer’s recommendations.

Maintain the ratio of the components within a tolerance of five percent.

Acceptable solvents used for cleaning include mineral spirits, methyl ethyl ketone, acetone, low boiling naphtha, xylene, and any other non-chlorinated solvent.

Port Installation. Prior to injection of the epoxy in the crack, apply a surface seal material to the face of the crack to prevent the liquid resin from leaking out. The surface seal material shall be useable on vertical, horizontal, and overhead applications and completely bridge the crack when applied to the face of the crack.

Establish openings to inject the epoxy through the surface seal material along the entire length of the crack and provide entry ports. The holes shall be 3/4 in. diameter, spaced 6 to 12 in.

apart and be of sufficient depth to ensure maximum dissemination of the pressure of the epoxy throughout this area.

Set inserts in drilled holes that are cleaned to remove any dust or debris left by drilling operations. Exercise special care to ensure that oil or other contaminants are not introduced into the air feed hoses, or deposited on any air blown surfaces.

Injection. Force the epoxy into the internal voids and cracks by means of hydraulic pressure to completely fill all internal voids. If the surface seal material has insufficient strength and adhesion to confine the injected epoxy until it has cured, remove the surface seal material and furnish and place a new surface seal material at no additional cost to the Administration.

Before injecting any epoxy, activate the automatic mixing and metering pump and discharge approximately 1 pt. of the mixed epoxy into a disposable container. The Engineer will observe this trial operation to determine that the equipment is working properly. If the equipment is not working properly, immediately repair it to full working condition or replace with the backup equipment. If the backup equipment is used, additional and fully operable equipment shall be provided as its backup equipment.

Ensure that the feed line from the mixing equipment is securely held or properly attached to the port. Then initiate the epoxy injection in conformance with the manufacturer’s recommendations.

Start the injection at the lowest row of holes and at the hole nearest the center line of structure. Continue injection at the first port until the epoxy begins to flow out of the port at the next highest elevation. Then plug the first port and start injection at the second port until the epoxy flows from the next port. Continue this sequence until the entire crack is repaired.

Monitor the injection procedure to ensure the epoxy flow does not cease before the injection epoxy exudes from the adjacent port. If the epoxy flow stops before epoxy appears at the adjacent port, move the feed line to the adjacent port and seal the port just used.

During the course of all operations, ensure extreme care to observe for breaking out of epoxy. When breaking out occurs, stop the injection and move the line to another crack. Resume injecting in the original location after a minimum elapse of 24 hours.

Accomplish a continuous injection operation by replenishing the epoxy supply tanks in the mixing equipment before they are exhausted. Thoroughly stir each epoxy component before adding it to its respective storage tank in the mixing equipment. No discontinuity of epoxy flow through the feed lines of either component shall be permitted.

Any work stoppage permitting mixed epoxy to remain in the injection equipment more than 15 minutes requires cleaning the mixing chamber and all equipment in contact with the mixed epoxy. Quantities of epoxy purged from the injection equipment shall not be included for payment.

After the injection process has been completed and the epoxy allowed to fully cure, remove the injection ports and surface seal from all surfaces. Cut or knock off ports, and grind off the surface seal and any spillage flush with the original surface.

Repair any damage to the concrete due to these operations in a manner satisfactory to the Engineer at no additional cost to the Administration.

The cured injected epoxy shall have penetrated a minimum of 90 percent of the visible crack. Acceptance will be based upon drilling cores of the repaired concrete to determine the depth of penetration from representative locations selected by the Engineer. If the penetration is less than 90 percent of the visible crack along the sides of the core, the crack from which the core was taken will be deemed unsatisfactory and will not be included for payment. A minimum of three 4 in.

diameter core samples for the full crack depth of the member or area being repaired shall be required for each 100 ft. or fraction thereof per job site. Fill the cored holes with epoxy grout.

MEASUREMENT AND PAYMENT

The Crack Repairs by Pressure Injection item will be measured and paid for at the Contract unit price per linear foot, regardless of depth. The payment will be full compensation for surface preparation, chipping, installation and removal of injection ports, drilling, cleaning, sealing, testing of repairs, repairing of cored holes, pressure injection of epoxy repair material, containment of waste material, weather protection, and for all material, labor, equipment, tools, and incidentals necessary to complete the work for the Crack Repairs by Pressure Injection item.

The epoxy material used for repairs shall not be included in this item but will be measured and paid for separately at the Contract unit price per quart for the pertinent Material for Crack Repair by Pressure Injection item.

ITEM 4007 – FABRICATED STRUCTURAL STEEL

Refer to Sections 430, 435 and 909 of the Standard Specifications and the following:

DESCRIPTION.

This work shall include the furnishing and installing of new abutment bearings and anchor bolts as indicated in the Contract Documents or as directed by the Engineer.

MATERIALS.

Refer to Section 430.02

CONSTRUCTION.

Refer to Section 430.03.10 for Anchor Bolt Installation

MEASUREMENT AND PAYMENT.

Refer to Section 430.04.02. The cost of the anchor bolts shall be included in the Fabricated

Structural Steel pay item. The cost of the drilling and grouting used for the installation of the anchor bolts shall be incidental to the Fabricated Structural Steel pay item. Payment at the unit price bid will be full compensation for partial removal of existing anchor bolts, preparation of existing concrete surfaces, cleaning, drilling, grouting, welding, furnishing and installing new anchor bolts, new bearing assemblies, angles, and plates, fasteners, all adjustments, any method to stablish and check centerline of bearings, and for all materials, labor, tools, equipment and incidentals necessary to complete the work as shown on the Contract Documents or as directed by the engineer.

ITEM 4008 – MODIFYING EXISTING BRIDGE ROADWAY JOINTS

DESCRIPTION.

This work shall consist of removing the existing joints, joint headers and deck end diaphragms, parapets at the bridge joints, and installing new joint headers, deck end diaphragms, preformed strip seal expansion joints, angles and studs as shown on the plans.

MATERIALS.

Strip Seal 911.05

Structural Steel Section 909, A709, Grade 36

Anchor Studs. Conform to ASTM A108. Electric arc end-welded anchor studs with complete fusion.

Welding. Perform all shop welding in accordance with the bridge welding code

ANSI/AASHTO/ AWS D1.5. Do not weld to surfaces in contact with the elastomeric seal or the top surface (riding surface) except as shown. Do not weld inside seal cavity.

Hot-dip galvanize edge rail assemblies after shop fabrication in accordance with the specifications and manufacturer's recommendations.

Field vulcanization is not permitted

Refer to Sections 420.02 and 460.02 of the Standard Specifications

CONSTRUCTION.

Refer to Sections 420.03 and 460.03 of the Standard Specifications, the Contract

Documents, and the following:

The limits of removal shall be clearly marked before any demolition work begins and saw cutting shall be used to create a neat and straight line at the exposed faces of the members to be removed. All existing reinforcing steel exposed as a result of the concrete removal shall be salvaged and incorporated into the new concrete in accordance with these specifications and the plans. The interface between the old and new concrete shall be coated with an epoxy bonding compound before new concrete is poured.

Prior to the removal of the concrete end diaphragms, the contractor shall install galvanized concrete anchors through the SIP forms to remain adjacent to the limit of concrete and SIP form removal as shown on the plans.

Materials removed from the bridge, under this item, shall be removed from the site and disposed of by the Contractor at the Contractor’s expense.

Strip Seal Joint

Submittals. Submit the following qualifications, drawings, plans, and information for accomplishing the work. Do not proceed with the work until all submittals are approved by the

County.

Manufacturer shall have a minimum ten (10) years experience specializing in the design and manufacture of expansion control systems.

Working Drawings Submittal. The strip seal expansion joint manufacturer shall submit shop drawings for approval prior to fabrication. The shop drawings shall detail all dimensions, anchorages, welding procedures, seal movement range and other data necessary to fabricate the joint. The shop drawings shall explicitly set forth the recommended means by which the strip seal expansion joint is to be aligned and set to grade. The contractor shall strictly follow the manufacturer’s recommendation as set forth in the shop drawings for setting the joint.

Installation. Install the edge rail assemblies at proper grade and alignment before or after finishing concrete surfaces following the manufacturer's instructions. When installed after deck placing, install the edge rail assemblies in the blockouts on a profile in tangent between the ends of the deck to within a 0 inch and 1/4" variation. When installed before finishing concrete surfaces, install the edge rail assemblies 3/8" ±1/16" below the top surface of the deck to compensate removal during finishing concrete surfaces.

Bolt, weld or clamp edge rail assemblies in positions using temporary or sacrificial brackets as required.

For installation temperatures other than 70°F, adjust the opening of the joint (dim "a") by the amount of the adjustment per 10°F shown in the expansion joint data table. For temperatures above

70°F decrease the opening, for temperatures below 70°F increase the opening.

Do not weld to, or within 2" of, edge rail surfaces that will be exposed in the completed structure.

Do not weld expansion joint components to or electrically ground to reinforcing steel or structural steel. Seal field butt joints and empty shipping and erection holes with caulk before placing deck concrete.

Protect galvanized edge rail assemblies during screeding or concrete placement operations per manufacturer's recommendations, provide temporary blocking material in the edge rail seal cavities to prevent concrete intrusion during deck pour and finishing.

Loosen any temporary or sacrificial support brackets, bolts clamps, etc. that span across the joint after initial set of concrete, but not later than two hours after conclusion of concrete placement.

Install elastomeric seal after completion of deck casting. Remove all joint form material and blocking material prior to installing elastomeric seal. Field install elastomeric seal in accordance with manufacturer's recommendations. Thoroughly coat all contact surfaces between the elastomeric seal and the edge rail seal cavities with an adhesive lubricant before setting elastomeric seal in place.

MEASUREMENT AND PAYMENT.

Modifying Existing Bridge Roadway Joints will not be measured for payment but the cost thereof will be included in the Contract Lump Sum price bid for Modifying Existing Bridge

Roadway Joints. Payment at the price bid will be full compensation for removing portion of existing concrete deck and parapet, removing existing joint assembly, new concrete deck and parapets, new epoxy coated steel reinforcement, cleaning and tying into existing reinforcement, epoxy coating existing reinforcement as required, furnishing and installing new structural steel joint assemblies, furnishing and installing new strip seal and for all material, labor, equipment, tools, and incidentals necessary to complete the work as shown on the contract documents or as directed by the engineer.

The cost for removing, salvaging, storing, cleaning, and reinstalling the metal railing and anchor bolts, saw cutting, fastening, and cutting the SIP forms shall be incidental to the Modifying

Existing Bridge Roadway Joints pay item.

The cost of removing the backwalls, beam seats, and end posts shall be included in the

Removal of Portions of Existing Structure pay item.

ITEM 4009 – DRAINAGE TROUGH FOR EXISTING BRIDGE

DESCRIPTION.

This work shall consist of furnishing and installing drainage troughs and catch basins at the bridge roadway joints on the existing bridge abutments.

MATERIALS.

Refer to Section 460.02 of the Standard Specifications.

CONSTRUCTION.

Refer to Section 460.03 of the Standard Specifications.

MEASUREMENT AND PAYMENT.

Drainage Trough for Existing Bridge shall be measured and paid for at the contract unit price per linear foot. Payment at the unit bid price will be full compensation for furnishing and placing the drainage trough including catch basins, downspouts for catch basins, structural steel, hardware, fasteners, pipe, cleaning, surface preparation, protection, and for all material, labor, equipment, tools, and incidentals necessary to complete the work.

ITEM 4012 – CLEANING AND PAINTING PORTIONS OF EXISTING BRIDGE

Refer to Section 436 of the Standard Specifications and the following.

DESCRIPTION.

This work shall consist of cleaning and painting portions of the existing bridge superstructure to the limits as indicated on the Contract Plans. Cleaning and Painting portions of the existing bridge shall include only existing superstructure members that will be salvaged.

Cleaning of the existing steel members shall be such to properly remove corrosion, debris and soils and to adequately prepare the surface to receive the paint coat.

MATERIALS.

CONSTRUCTION.

Cleaning and Painting Existing Structural Steel. Existing steel members designated to be cleaned and painted shall be cleaned and painted in accordance with Section 436 of the Standard

Specifications. The paint system and cleaning methods shall be in accordance with the above specification for paint system “C” or “D” conforming to Section 912 of the Standard

Specifications. The color of the finish coat shall be as directed by the County. Existing structural steel members to be cleaned and painted are shown on the plans and the following:

Beam bearing areas as directed by the Engineer.

MEASUREMENT AND PAYMENT.

Cleaning and Painting Portions of Existing Bridge will not be measured for payment but the cost thereof will be included in the Contract lump sum price bid for Cleaning and Painting

Portions of Existing Bridge.

The payment will be full compensation for all paint coats, cleaning, containment systems, waste collection and storage, quality control and testing, disposal and for all material, labor, equipment, tools, and incidentals necessary to complete the work.

ITEM 4014 – DOWNSPOUTS REPLACEMENT

DESCRIPTION.

This work shall consist of furnishing and installing downspout pipes to the existing drainage scuppers on the bridge deck. This work also include furnishing and installing downspout support brackets as required. The replacement of all damaged scupper grating bolts will be included in this item.

MATERIALS.

Per MDOT SHA Structural Detail SUP-SC-102 and SUP-SC-201.

CONSTRUCTION.

Per MDOT SHA Structural Detail SUP-SC-102 and SUP-SC-201.

The Contractor and the Engineer shall evaluate the condition of the existing support brackets and hardware and determine if replacement is necessary.

MEASUREMENT AND PAYMENT.

Downspouts Replacement shall be measured and paid for at the Contract unit price per Linear Foot of downspout installed and accepted. Payment at the unit bid price will be full compensation for furnishing and installing pipe downspouts, support brackets, hardware, fasteners, removal and disposal of existing material, cleaning, temporary access, coatings, and for all material, labor, equipment, tools, and incidentals necessary to complete the work.

The cost of replacing all damaged scupper grating bolts will be included in this pay item.

ITEM 4015 – CONCRETE SPALL REPAIR

DESCRIPTION

Refer to Sections 420.02, 421.02 of the MSHA Standard Specifications for Construction and Materials

This work shall include the removal of existing concrete, placement of epoxy coated reinforcing steel, and placement of repair material as directed by the Engineer.

This work also includes furnishing and applying an epoxy bonding compound and epoxy touch up system to existing reinforcing steel used in concrete repairs as directed by the Engineer.

This work also includes the removal of existing concrete on the bridge deck and the placement of repair material as directed by the Engineer.

MATERIALS

Refer to Sections 420.02, 421.02 of the MSHA Standard Specifications for Construction and Materials, any applicable MSHA Special Provisions Insert contained elsewhere in these Specifications.

All additional reinforcing steel bars shall be A615, Grade 60 epoxy coated deformed bars that conform to the requirements of Section 416 of the MSHA Standard Specifications for Construction and Materials and any applicable MSHA Special Provisions Insert contained elsewhere in these Specifications.

The bonding agent shall be RPS-752 Epoxy Bonding Agent as manufactured by Simpson Strong-Tie, Sikadur 32 Hi-mod LPL as manufactured by Sika Corporation, or an equal as approved by the Engineer.

The repair material for spalls less than 2” deep (Type 1) shall be Sikatop 123 Plus as Manufactured by Sika Corporation; or approved equal. The repair material for spalls 2” and greater in depth (Type 2) using the trowel application methods shall be RPS-263 Rapid Hardening Vertical/Overhead Repair Mortar as manufactured by Simpson Strong-Tie; Sikatop 122 Plus as Manufactured by Sika Corporation; or approved equal.

The repair material to be used for bridge deck repairs shall be a rapid hardening concrete, refer to Section 902.14. The sealer to be used along the perimeter of the repair area shall be a High Molecular Weight Methacrylate (HMWM) sealer.

CONSTRUCTION

Refer to Sections 420.02, 421.02 of the MSHA Standard Specifications for Construction and Materials. 1 of 3

Prior to the start of any repair work, the Contractor, in the presence of the Engineer, shall conduct a full and thorough inspection of the structure components. The purpose of this inspection shall be to identify the location and extent of each area of concrete deterioration and the removal limits. The Engineer will be the sole judge of the extent of removal and when sound concrete is encountered. The repair method shall be Type 1 or Type 2 as indicated on the plan details.

All deteriorated concrete shall be removed to sound concrete as directed by the Engineer.

Saw cut around approximate limits of removal as identified above. Care shall be taken not to cut the existing rebar. Any steel damaged by the Contractor, shall be replaced or repaired, to the satisfaction of the Engineer, at the Contractors expense. All deteriorated concrete shall be removed within the limits of the saw cuts to sound concrete leaving all faces vertical or horizontal for future placement of the repair material.

After completion of removal of deteriorated concrete, remove all rust, oil or other foreign materials detrimental to achieving bond. Blast cleaning, air blast, and detergent cleaning may be required as determined by the Engineer.

Removed concrete shall be promptly removed from the site and disposed of properly.

All exposed existing reinforcing steel shall be thoroughly blast cleaned to remove all rust, dirt, scale, loose concrete, etc. Blasting shall be in accordance with the requirements contained in section 416.03 of the MSHA Standard Specifications for Construction and Materials. Blast waste shall be contained, removed and properly disposed.

Where the bond between existing concrete and reinforcing steel has been destroyed, or where more than half the diameter of the reinforcing steel is exposed, the concrete adjacent to the bar shall be removed to a depth that will permit concrete to bond to the entire periphery of the exposed bar. A minimum of one (1) inch clear clearance shall be required. Care shall be exercised to prevent cutting or damaging any reinforcing steel. Any reinforcing steel damaged by the Contractor shall be repaired/replaced at the Contractor's expense.

A corrosion inhibitor primer shall be applied to all new and existing reinforcing steel and welded wire fabric prior to placing the repair material. Primer shall be FX-406 Zinc Rich Primer as manufactured by Fox Industries; Armatex 110 as manufactured by Sika Corporation; or approved equal.

The contractor shall follow the manufacturers recommended instructions for application of repair material. The contractor, at the discretion of the engineer, shall have a representative from the manufacturer on site to ensure that surface preparation and application of repair material is installed per manufacturers recommended instructions.

Deck Spall Repairs Spall repairs in the bridge deck shall either follow Repair Type 1 for spalls less than 2” in depth or Repair Type 2 for spalls 2” or greater in depth except that the repair material shall be a rapid hardening concrete.

After the concrete has cured, apply the High Molecular Weight Methacrylate (HMWM) sealant to cover a 4” wide band around the entire perimeter of the repaired area centered on the interface line between new and old concrete.

MEASUREMENT AND PAYMENT

The Concrete Spall Repair item will not be measured for payment but will be included in the Contract Lump Sum price bid for Concrete Spall Repair.

The payment will be full compensation for removal and disposal of existing deteriorated concrete, cleaning of existing reinforcing steel and concrete surfaces, furnishing and placing repair material, epoxy bonding compound, curing, saw cutting, wire mesh reinforcing, any protection system, temporary access, and all labor, supervision, equipment, and incidentals necessary to access and complete the work as specified or directed by the Engineer.

ITEM 4016 – MATERIAL FOR CRACK REPAIR BY PRESSURE INJECTION

DESCRIPTION

This work shall consist of furnishing the repair material for crack pressure injection in the concrete substructure as shown on the plans. This work applies to crack repairs performed under the Crack Repair by Pressure Injection item.

MATERIAL

Refer to SP 4006 for material specification.

The system shall be moisture insensitive and shall not be used when the ambient or concrete temperature is 50 F or below, nor temperatures lower than recommended by the manufacturer.

The expiration date of acceptance of this material shall be one year after the date of manufacture. Any unauthorized tampering or breaking of the seals on the containers between the time of sampling and delivery to the job site will be cause for rejection of the material.

CONSTRUCTION

The repair material shall be installed and cured in accordance with the manufacturer’s recommendations and the Crack Repairs By Pressure Injection item.

MEASUREMENT AND PAYMENT

The Material for Crack Repair by Pressure Injection item will be measured and paid for at the Contract unit price per Quart used to complete the crack injection of cracks 1/16” or wider.

No additional compensation will be allowed for waste material or overfilling the cracks.

The payment will be full compensation for furnishing the repair material for the Crack Repair by Pressure Injection item.

The cost for installation will be paid separately under the Crack Repair by Pressure Injection item.