ATTACHMENT D

PROJECT SPECIFICATIONS

Bridge Bearing Assemblies p. 2

Clean and Wash Guideway Structures p. 6

Concrete Protective Coatings p. 8

WVU-PRT SPECTFICA TION

BRIDGE BEARING ASSEMBLIES

PART 1 - GENERAL

1.1 SUMMARY

05/2023

A. This Section includes jacking of the guideway superstructure to relieve stress from existing bearing assemblies and replacement of bridge bearing assemblies as indicated in the plans.

1.2 SUBMITTALS

A. Product Data: For each type of product indicated.

B. Shop Drawings: Show proposed jacking plan and procedures, including jacking loads.

1.3 QUALITY ASSURANCE

A. Comply with applicable provisions of WVDOH Standard Specifications for Roads and Bridges.

PART 2 - PRODUCTS

2.1 PACKAGED DRY, HYDRAULIC-CEMENT GROUT (NON-SHRINK)

A. The material shall conform to the requirements of Section 715.5 of the WVDOH Standard Specifications for Roads and Bridges.

B. The top surface of the cap shall be roughened to an amplitude of¼".

C. Place new cement grout leveling pad with a minimum thickness of 1/2" on top of existing pier cap under each masonry plate.

2.2 ELASTOMERIC BEARING ASSEMBLIES

A. Masonry Plate:

Shop fabricated using structural steel conforming to ASTM A572/A709 Grade 50 with two oversized holes to accommodate the pintels of the existing anchor bolts in accordance with Section 615 of the West Virginia Standard Specifications for Roads and Bridges.

Masonry plates to shall be hot-dip galvanized coatings in accordance with ASTM A123/A123M. Any defects in galvanizing shall be repaired as specified in ASTM A780.

Repair materials containing aluminum shall not be used to restore defective areas.

B. Steel-Reinforced Elastomeric Bearing Pads

All components of the reinforced elastomeric pads shall be fabricated, tested and accepted in accordance with the requirements of the AASHTO LRFD Construction Specifications, Section 18, corresponding to design Method B.

Prior to shipment, the bearing assembly shall be fully assembled, blocked and secured into position, and wrapped with a waterproof covering. The bearing assembly shall not be unwrapped until the bearing components are ready to be set into their final position in the bridge.

C. Sole Plate:

Shop fabricated using structural steel conforming to ASTM A588/A709 Grade 50W in accordance with Section 615 of the West Virginia Standard Specifications for Roads and Bridges.

D. Epoxy Coating:

Epoxy coating shall conform to the requirements of ASTM C881/C881M (AASHTO M 235M/M 235, Type III or IV, Grade 2, Class A, B or C.)

E. Installation of Epoxy Grit Surface:

The masonry plate and sole plate surfaces to be in contact with the elastomeric bearing pads shall be prepared and coated with epoxy/grit material and then additional grit applied to the uncured surface in order to increase the coefficient of friction between the surfaces. As indicated on the plans, the epoxy/grit coating for the sole plates or load plates shall be applied in the fabrication shop prior to delivery of the members to the project site. All members to receive the coating shall be positioned in the flat ( down hand) position for coating application.

Surfaces to receive the epoxy grit coating shall be cleaned as follows:

• Plain (uncoated) steel surfaces shall be blast cleaned to an SSPC SPl0-Near-White condi tion as specified by Section 688. Galvanized steel surfaces shall be solvent cleaned in ac cordance with SSPC SP 1 -Solvent Cleaning, followed by brush-offblasting in accordance with SSPC SP 7 -Brush-Off Blast Cleaning. Care shall be taken to not remove the galva nized coating. Concrete surfaces shall be cleaned by mechanical surface preparation methods as described in SSPC SP 13 -Surface Preparation of Concrete, to remove all laitance and other contamination and provide an open textured surface.

• The epoxy/grit coating shall be prepared for application by mixing the epoxy resin and acti vator in accordance with the epoxy manufacturer's instructions, and then thoroughly mixing four cups (by volume) of grit per gallon of the epoxy. The epoxy/grit coating shall be applied within the ambient and surface temperature limitations specified by the epoxy manufacturer and shall be applied using a suitably sized paint roller to a minimum wet film thickness of 40 mils. During application, constantly agitate (mix) the epoxy/grit coating in order to prevent segregation of the grit. Epoxy/grit coating shall be applied to only those surfaces to be in contact with the elastomeric pad, plus an additional 1/2" in all directions.

• After application to the specified surfaces and prior to the initial set of the epoxy/grit coating, evenly distribute an additional 1/2 cup (by volume) of grit per square foot of surface area to the just applied epoxy/grit coating. Grit shall be used from unopened bags. Grit that has been contaminated, damp or shows signs of damage to the original packaging shall not be used. Allow the epoxy to fully cure for the minimum time recommended by the epoxy mam facturer than remove any loose grit before installing elastomeric pads.

• Installation of epoxy grit surface is considered incidental to the various items of elastomeric bearing and no separate payment shall be made for this work.

F. Anchor Bolts, Nuts and Washers:

2.3

Bolts: conforming to the requirements of SpecificationASTM F1554, Grade 55 Nuts: conforming to the requirements of Specification ASTM A563 Washers: conforming to the requirements of Specification ASTM F436/F436M

NON-SHRINK GROUT

A. Non-Shrink Grout: confirming to the requirements of Section 715.5 of the West Virginia Standard Specifications for Roads and Bridges.

B. The anchor bolts shall be grouted into drilled or cored holes in the substructure units. The grout shall attain its full-strength prior to tightening of anchor bolt nuts. The tolerance for these anchor bolts is extremely critical since the holes in the bearing assembly masonry plates are not significantly larger than the anchor bolts.

PART 3 - EXECUTION

3.1 RESPONSIBILITY

A. Examination: The Contractor shall field verify all dimensions before ordering material or starting work. The Owner and Engineer shall be notified of any discrepancies between the plans and actual dimensions.

B. Contractor shall be solely responsible for design and fabrication of lifting equipment and procedure, subject to review by WVU-PRT for determination of system comparability. In no way shall the review relieve the contractor of any responsibility.

C. Working drawings shall be provided by the Contractor to the Engineer for information only.

The drawings shall be prepared, signed and sealed by the Contractor's Engineer, a West Virginia licensed Professional Engineer. These drawings shall be approved and signed by the Contractor and provided to the Engineer at least 10 days prior to start of work.

D. The preparation of the working drawings shall include, but not be limited to:

1. A jacking sequence, layout of jacks, types of materials to be used (including jacks and all pertinent information).

2. The size and grade of all structural materials.

3. All necessary details required for the jacking procedure.

4. All associated calculations.

5. All other information determined by the Contractor's Engineer to be pertinent to the design and successful jacking operation.

E. A schedule of locations and times/dates required shall be developed between the Contractor and the WVU-PRT as early as possible before lifting is to commence and updated as needed. At least one day notification shall be provided by the contractor if an unscheduled section needs to be prepared for lift.

F. High voltage (23 KV AC) and communications cables running in the cable trays suspended from the beams are critical to system operation; insure they are not damaged.

3.2 SUGGESTED SEQUENCE OF CONSTRUCTION

A. The sequence of work should roughly be:

1. Install temporary cribbing and scaffolding at pier.

2. Loosen and remove cable tray supports and such other items as necessary to ensure jacking clearance; using adequate cribbing, strongbacks, hydraulic jacks, etc, raise the guideway support beams as required. Beams should be lifted simultaneously to avoid damage to structural cross member and other elements. Record the weight lifted.

3. Remove existing sole plate welded to bottom flange of existing girder. The method of removal should not damage the bottom flange and should provide for the removal of all existing weld material from the bottom flange.

4. Cut existing anchor bolts at approximately 1 inch {l ") above the finished top of pier cap to be used as pintels for new steel masonry plate. For this purpose, two oversized holes shall be drilled in the new masonry plate to accommodate top of existing anchor bolts.

5. Remove existing elastomeric pads.

6. Remove existing pedestal concrete.

7. Clean pad interfaces as necessary to remove all traces of pad, rust or other contaminants which would damage the new pads.

8. Roughen top surface of cap beam to an amplitude of¼".

9. Place new cement grout leveling pad with a minimum thickness of 1 /2" on top of existing pier cap under each masonry plate.

10. Install new elastomeric bearing pads at the center of new masonry plate.

11. Install new sole plates by field welding to bottom flange as per plan.

12. Edges of the sole plates that are not welded to the bottom flange of the steel beams shall be sealed as per the applicable provisions of the WVDOH Standard Specifications for Roads and Bridge.

13. Lower the beams onto the new bearing assembly.

14. Install new anchor bolts in predrilled holes on both sides of girder C.

15. Remove cribbing and scaffolding.

16. Clean the area; return it to a pre-commencement condition.

WVU-PRT SPECTFICATION

CLEAN AND WASH GUIDEWAY STRUCTURES

PART 1 - GENERAL

1.1 SUMMARY

05/2023

A. This Section includes the cleaning and washing of guideway structures to remove organic and inorganic debris.

B. The work shall consist of a pre-wash cleaning followed by a complete washing with low pressure water.

C. All surfaces of the entire pier are to recieve the clean and wash treatment.

PART 2 - PRODUCTS

2.1 CLEANING MATERIALS

A. Water: Potable.

PART 3 - EXECUTION

3.1 CLEANING PROCEDURE

A. Pre-Wash Cleaning:

1. Clean by dry methods all loose dirt and debris from the cap beam/abutment seats, girder flanges, diaphragms, bracing, and other guideway structure members prior to any wet washing operations.

2. Cleaning may include the use of brooms, brushes, shovels, vacuums, or other suitable means.

B. Washing with Low-Pressure Water:

1. Completely wash the specified areas of guideway structure and cap beam/abutment seats with low pressure water.

2. Washing shall be accomplished with a low pressure washer at a minimum pressure of

3,000 psi and a maximum pressure of 4,500 psi, at the nozzle end, with the nozzle 4 in. to 8 in. from the surface.

3. The nozzle type shall be a rotary nozzle.

4. All wash water shall be filtered with a 40 or finer mesh material to catch debris.

C. Protection:

1. During cleaning operations, the Contractor shall protect the public (vehicles, pedestrians, adjacent building or structures, PRT vehicles) and non-structural PRT guideway components from fugitive materials by the use of tarpaulins or other suitable means.

2. Protect pedestrians, vehicular, adjacent building or structures, and other traffic upon or underneath the structure and all workers.

WVU-PRT SPECTFICATION 05/2023

3. Include a barrier system that protects against direct or indirect blasting of vehicles, adjacent building or structures, and pedestrians; prevents abrasive materials and debris from falling on the traveled portions of the pavement or into waterways; and prevents the spreading of abrasive materials and debris into any area where it may create a traffic hazard.

4. The Contractor's washing sequence and plans shall not allow the possibility of recontamination before cleaning and/or other work shown on the plans are completed. No cleaning shall be performed when temperatures are such that freezing could occur or that it is anticipated that temperatures could drop to freezing while the structure is wet.

CONCRETE PROTECTIVE COATINGS

PART 1 - GENERAL

1.1 SUMMARY

05/2023

A. This Section includes surface preparation and application of high-performance coating systems.

1.2 SUBMITTALS

A. Product Data: For each type of product indicated.

PART 2 - PRODUCTS

2.1 CONCRETE PROTECTIVE COATING MATERIALS:

1. Coatings system used shall be Euclid Chemical Tammscoat, Gray or an approved equivalent.

PART 3 - EXECUTION

3.1 EXAMINATION

A. Examine substrates and conditions, with Applicator present, for compliance with conditions affecting performance of work.

1. Verify compatibility with and suitability of substrates.

2. Begin coating application only after unsatisfactory conditions have been corrected and surfaces are dry.

3. Coating application indicates acceptance of surfaces and conditions.

3.2 PREPARATION

A. Comply with coating manufacturer's written instructions for concrete surface preparation.

B. All elements not to be painted shall be either removed or protected from overspray or drips.

C. After completing coating operations, reinstall any items that were removed; use workers skilled in the trades involved. Any overspray or drips shall be cleaned by the Contractor to the satisfaction of the Engineer.

3.3 APPLICATION

A. Apply high-performance coatings according to manufacturer's written instructions.

3.4 CLEANING AND PROTECTION

A. At end of each workday, remove rubbish, empty cans, rags, and other discarded materials from Project site.

B. After completing coating application, clean spattered surfaces. Remove spattered coatings by washing, scraping, or other methods. Do not scratch or damage adjacent finished surfaces.

C. Protect work of other trades against damage from coating operation. Correct damage by cleaning, repairing, replacing, and recoating, as approved by Owner, and leave in an undamaged condition.

D. At completion of construction activities of other trades, touch up and restore damaged or defaced coated surfaces.