Attachment A_PWS.pdf

Performance Work Statement (PWS) Eisenhower Lock Shotcrete Construction Repair

1. Background Information:

The Great Lakes St. Lawrence Seaway Development Corporation (GLS) is a wholly-owned U.S. Government corporation within the U.S. Department of Transportation which operates and maintains that portion of the St. Lawrence Seaway in US territorial waters between Lake Ontario and Montreal, Quebec. A major part of the Corporation’s mission of facilitating the safe and efficient passage of commercial vessels through the Seaway is the operation and maintenance of Eisenhower and Snell Locks which are located in Massena, New York.

2. Mission/Purpose:

GLS is seeking a contractor to perform concrete rehabilitation at Eisenhower Lock in Massena, NY. Each winter the Great Lakes St. Lawrence Seaway Development Corporation (GLS) performs inspections and winter maintenance on Eisenhower Lock. Inspections during previous winter maintenance periods have indicated the need for concrete rehabilitation at Eisenhower Lock. The intent of this project is to perform concrete rehabilitation in these damaged areas, including the demolition of concrete and installation of steel reinforcement as necessary. The Eisenhower Lock is located at 190A and 76 Barnhart Island Road (North and South sides, respectively), Massena, NY 13662.

3. Scope This project is for the rehabilitation of concrete at Eisenhower Lock in various locations, which includes the demolition of concrete and installation of steel reinforcement as necessary. Photos and reference drawings have been included for a general guide to the existing structures. Areas where concrete rehabilitation is required include, but are not limited to the following:

Eisenhower Locations:

- The first Eisenhower Lock location is in the Northside Filling and Emptying culvert approximately between Sta. 680.55B and Sta. 743.45B on print 326-C-20/23. The repair area is in the walls of the culvert at the downstream ramp, both the north wall and the south wall.

The total area of anticipated concrete repair is 65’x14’x12” in the north wall, and 65’x14’x12” in the south wall.

- The second Eisenhower Lock location is in the Southside filling and emptying culvert on print

326-C-20/24. The repair areas are in the ceiling of the culvert and within the walls of the filling and emptying ports. Anticipated repair areas in the ceiling include 12’x43’x12” near the downstream ramp. This location continues from a repair made in the winter of 2025 at approximately Sta. 704.00B to the bulkhead recess at approximately Sta. 743.00B. The additional repair areas are within the walls of the filling and emptying ports. The following ports counting downstream to upstream are indicated for repair; Port 1 upstream side (u/s) and downstream side (d/s), Port 2 d/s, Port 5 u/s, Port 6 u/s and d/s, Port 9 u/s and d/s, and

Port 13 u/s and d/s. Each side of the port has an anticipated repair area of approximately

4’x4.5’x8”.

The actual size and depth of repair areas are approximated from previous inspections and the actual dimensions may vary at the time of execution of work. The Contractor shall provide all labor, equipment, materials, and costs required to complete this statement of work. All work shall be performed in accordance with American Concrete Institute (ACI) Specification for Shotcrete 506.2 and to generally accepted industry standards.

Concrete rehabilitation work will occur in locations throughout Eisenhower Lock. Patches will vary in depth of new concrete throughout. Reference photos attached to this PWS indicate areas of known deteriorated concrete in the repair areas. Additional areas not pictured in these photos may require rehabilitation work. GLS will identify areas with the Contractor after the Contractor has provided means of access to the repair areas. GLS and the Contractor shall agree on the pre-demolition and pre-placement volumes prior to demolition and placement respectively in order to determine the volumes for payment. GLS estimated volume of repairs for each area reflects the volume of shotcrete to be placed. The Contractor will only be paid for actual volumes of completed concrete demolition and installation at each location. Note that volumes of concrete waste, such as rebound or over spray, will not be paid for.

The Contractor shall complete the required preparation work for concrete rehabilitation in each location.

The Contractor will be authorized to commence work in the lock after initial dewatering which is anticipated to be on or about January 12, 2026. Access to the areas around the upstream miter gates and the vertical lift gate will be restricted until on or about January 19, 2026. Refer to reference drawing 326-C-20-1 for the approximate limits of the restricted access area. Once GLS work in this area is complete, the area will be turned over to the Contractor. Under no circumstances shall the

Contractor be authorized to access or have materials, tools, or equipment within the dewatered lock work areas after March 9, 2026. The Contractor must demobilize all material, tools, equipment, and debris offsite by no later than March 16, 2026.

The Contractor shall provide means for heating work areas as necessary. Partitions and/or vapor barriers shall be erected and maintained by the Contractor to isolate the heating areas. The Contractor shall be responsible for a safe work environment and provide means to ensure work areas are always accessible for work and inspection. The Contractor shall submit a project safety plan for approval prior to mobilization for work.

The Contractor’s personnel must not drive vehicles or equipment over any recess covers or gratings located on the lock walls, nor set up cranes or outriggers on any recess covers or gratings because they are not designed for these loads. The locations of recess covers and gratings are indicated on the contract reference drawings however, the Contractor is responsible for verifying the recess cover and grating locations in the field prior to submitting the work site layout plan for approval and commencing work.

The Contractor shall take precautions to not damage any GLS equipment, machinery, and facilities. This also includes any terrain and vegetation. Any damage to GLS property shall be repaired expeditiously and at the expense of the Contractor.

4. Performance Work Requirements

4.1 – Requirements for Shotcrete Placement

This PWS is for the application of concrete, also referred to as shotcrete, which is pneumatically projected at high velocity in accordance with the “dry” placement method where all ingredients are pneumatically conveyed dry to the nozzle for final mixing with water before projection onto the work surface. The shotcrete dry mix shall be supplied as a prepackaged single component dry product ready for field application. Mixing and application shall be performed in accordance with American Concrete

Institute (ACI) Specification for Shotcrete 506.2. Portions of this specification with other special requirements are presented in this section.

4.1.1 Material Information Submittals: Submit the manufacturer’s product data and installation instructions for each material and ingredient used. Submit the mix design with proportions of all ingredients. Include the manufacturer’s Safety Data Sheets as appropriate. The manufacturer of single-component dry mix product shall be a company with at least 15-years of experience in the manufacturer and marketing of pre-packaged cementitious repair materials.

4.1.2 Quality Assurance: The Contractor shall be experienced and qualified to perform the work and each nozzlemen shall be certified in accordance with requirements of ACI CP-60 Craftsman

Work Book and the ACI 660 Shotcrete Nozzlemen Certification Committee. The Contractor shall ensure two (2) qualified nozzlemen are used to perform shotcrete application, due to the limited schedule available to complete work. A test panel of at least 2-feet square by 8-inches deep shall be prepared by the Contractor at the site for each day of shotcrete placement (at the Contractor’s expense). The test panels shall be cored by an approved laboratory (at the

Contractor’s expense) for visual examination for bond and consolidation and compressive strength determination. Documentation of laboratory testing shall be electronically submitted to the Contracting Officer’s Representative (COR) within three days of receipt by the

Contractor. Pursuant to the test panel findings, the completed work may also be cored by GLS for evaluation of the in-place bond, consolidation, and compressive strength.

4.1.3 Delivery, Storage and Handling: Deliver prepackaged shotcrete materials and cements in original packaging, labeled with product identification, manufacturer, batch number and shelf life. Store all ingredients in a dry area. Keep ingredients dry and protected from the weather, direct sunlight and freezing. Handle packaged materials in accordance with manufacturer’s printed recommendations.

4.1.4 Materials: Shotcrete shall be KING Shotcrete RS-D1 or approved equal. The shotcrete material shall be a microsilica-fortified, air-entrained cement-based mixture of Portland cement, microsilica, air entrainment, pozzolans and graded aggregates. Coarse aggregates shall be no larger than 3/8-inch (0.375”) in size. The shotcrete shall comply with ASTM C 1480

Type FA. Grades GU, SR, LP. Water- cement ratio of the completed mix shall be no greater than 0.40. The 28-day compressive strength shall be at least 5,000 pounds per square inch

(psi) as tested by an approved laboratory. The Contractor shall be responsible for obtaining testing and for associated costs to do so. Air content shall be 6 to 9 %. To reduce dust, pre-dampen pre-packaged shotcrete materials before they are conveyed to the nozzle.

Instructions provided by the manufacturer regarding mixing and handling shall be followed.

Use only potable water in shotcrete.

4.1.5 Surface Preparation: The repair areas shall be dewatered as necessary to allow unobstructed dry access to all surfaces. Additionally, repair areas shall be dust/debris free and dampened prior to shotcrete placement. Weeps and/or 1-inch PVC pipes shall be placed prior to application to drain water in repair areas as directed by the Contracting Officer Representative

(COR). The Contractor shall perform all preparation to include squaring off repair areas, saw-cutting to sound concrete and installation of reinforcing mesh and reinforcing bars. Do not use bonding agents. Saw cut the perimeter of each repair area to a depth of at least 1-inch to provide a clean and un-feathered edge. Using low energy hand or light mechanical methods, chip out and remove all unsound concrete. Removal shall be carried to sound concrete. The typical removal depth will vary, but could go as deep as 18-inches. Removal depths and locations shall be as directed by the COR. All demolished concrete shall be removed from the work location and disposed of in the Eisenhower Lock spoil area.

4.1.6 Reinforcement: After demolition is completed, for removal depths less than 6”- (relative to the finished surface), install Welded Wire Mesh (WWM) 6 x 6 x W2.9 x W2.9 in the repair area and secure this mesh 12”on center with ¼” J-Style Hook Bolts as manufactured by Ameribest or approved equal, installed 12” on center each way. Use mesh pieces that are as large as practical. Lap adjoining mesh pieces at least one full mesh, and lace the splices with wire. For removal depths greater than 6” (relative to the finished surface), install grid of reinforcing bar spaced 12” on center. All grid reinforcing bar to be epoxy coated No. 6, Grade 60. Tie the grid to dowels spaced 3’ on center with a minimum embedment of 1’-4” into sound concrete. All dowels to be No. 8 Grade 60 epoxy coated deformed steel reinforcement bar. Embed all dowels with a suitable epoxy adhesive (HILTI HIT-HY 150 MAX or equal). A cover distance of at least 2” of concrete over all embedded steel is required.

4.1.7 Grade and Alignment: The proper surface grade and alignment of the completed shotcrete shall be maintained by use of taut “ground” wires that are set to the original profile of the concrete base. The shotcrete shall then be installed to the ground wires. A sufficient number of wires shall be used to ensure a square and even conformity to the original dimensions of the concrete base. Ground wires shall also be set at corners to ensure that the reconstructed corner conforms to the original geometry and dimensions.

4.1.8 Application: Place shotcrete first into corners, recesses, and other areas where rebound or overspray cannot escape easily. Hold the nozzle perpendicular to the receiving surface and move it in circles to improve consolidation and reduce rebound (separated aggregate that bounces or ricochets out of the placement). In corners, direct the nozzle at a 45-degree angle, or bisect the corner angle if different than 90 degrees. Rebound shall not be incorporated in the completed work. Apply the shotcrete in such a manner as to prevent sags and sloughing.

Apply around reinforcing materials to completely encase it and have a free flow of material completely around the reinforcement so there are no voids. The front face of reinforcement shall remain clean during the encasement. Shotcrete shall not be deposited into standing or running water.

4.1.9 Weather Conditions: Shotcrete application shall not be done in windy conditions that cause separation of the mix. The prevailing ambient temperature shall be maintained at least 50 degrees Fahrenheit. Surfaces against which shotcrete is applied shall not be below 40 degrees

Fahrenheit, and shall be free of frost. In the event the lower ambient and/or surface temperatures/conditions cannot be achieved, the Contractor shall provide means for suitable heat application. Shotcrete materials shall be no less than 50 degrees Fahrenheit or more than

100 degrees Fahrenheit, and surfaces against which shotcrete is applied shall be no greater than 100 degrees Fahrenheit.

4.1.10 Finishing and Curing: Finish immediately after shotcrete application with a steel trowel to a smooth surface where necessary, with care to prevent loosening of the bond. Shotcrete application areas shall be cured at least three (3) days in accordance with Cast-in-Place concrete industry standards and, at a minimum, be maintained at an ambient temperature of

50 degrees Fahrenheit or greater. A gun finish is acceptable. However, GLS will utilize a straight edge to ensure no peaks/valleys and/or rolling surfaces. The straight edge (approximately 8’ in length) will be placed against the finished product in random positions and there shall be no more than 1/2” variance across the finished product.

4.1.11 Disposal: Contractor shall dispose of all materials, debris, rebound, packaging and any other items used in performance of this PWS. All items shall be hauled offsite for disposal and/or recycling. However, rebound demolished concrete and excess aggregate can be disposed of at

Eisenhower Lock as directed by the COR. All waste shall be quantified by weight and submitted to the project COR prior to final payment.

5. General Requirements

5.1 Government Furnished Equipment/Information/Utilities

Process water, potable water, heat, air, and any other utilities needed for this PWS shall be the responsibility of the Contractor. All temporary facilities, including restroom facilities, shall be provided by the Contractor. The GLS will provide the Contractor with two (2) load centers which will be located on top of the lock wall or other locations agreed upon by the Contractor and COR. There are physical limitations of where the load centers can be placed and still be able to be energized. Historically, there has been unscheduled temporary power loss to GLS facilities. Therefore, the Contractor shall make provisions and plan accordingly. Each load center will provide the Contractor with a total electrical capacity of 60 amps of three-phase 208/120 volt power. The load centers each have six (6) 120V single phase twist-lock receptacles, 20 amp each, two (2) standard 120V single phase receptacles, 20 amp each, two (2) 208V three-phase twist-lock, 30 amps combined, and one 208V single phase twist-lock at

20 amps. All conductors, lights and outlets from there shall be provided by the Contractor. The

Contractor shall provide any additional power required at his/her own expense. Temporary wiring, extension cords and GFCI protection devices shall be properly sized and conform to applicable provisions of OSHA and the National Electrical Code. GLS will provide a maximum of two electric load centers concurrently. Any additional electrical power shall be provided by the Contractor at his/her own expense. Additionally, the GLS will not provide housing/break rooms and the contractor will be responsible for any and all utilities/facilities aside from the load centers indicated above. The Contractor shall provide all remaining construction materials to complete the project.

5.2 – Facilities Access

All locations are normally submerged in water. Demolition and construction work can only be done when the lock is out of service and dewatered during the annual winter navigation shutdown period (season).

Access to the work areas is restricted in that the filling and emptying culverts and the diffuser pit area are below the adjacent lock wall surfaces. This will require temporary special access means (at the

Contractor’s expense) such as construction stairways, elevators, etc. for personnel access, and crane service (at the Contractor’s expense) will be required to insert and remove materials and equipment.

Equipment access to the filling and emptying culverts can be made through the upstream culvert

(tainter) valve recesses. All equipment lowered into the culvert valve recesses will need to fit through the culvert valves. This opening is approximately 15’x8’-6” and requires advanced coordination with GLS to maneuver the culvert valve. GLS cannot fully dewater the work areas. Additionally, water will infiltrate into the dewatered areas. Water levels are anticipated to fluctuate by as much as approximately 4-feet in the work areas. Therefore, the Contractor shall provide means to manage water in the work area as needed.

5.3 - Responsibilities

GLS will be responsible for the following:

• Dewatering the lock chamber (as described in this PWS)

• Providing up to two electrical load centers (as described in this PWS)

The Contractor shall be responsible for the following:

• Personnel, materials, and equipment to complete the work.

• Any utilities required to complete the work. Utilities include, but are not necessarily limited to, water, heat, electricity, restroom facility and lighting.

• Contractor shall provide any crane and support equipment/labor.

6. Task Requirements

Task 1 – Review construction/installation with GLS, provide project deliverables. Mobilize all equipment and materials to site.

Task 2 – Perform demolition of deteriorated concrete and place steel reinforcement in areas of the Eisenhower Northside Filling and Emptying Culvert per PWS and GLS COR.

Task 3 – Install new concrete in areas of the Eisenhower Northside Filling and Emptying Culvert per PWS and GLS COR.

Task 4 – Perform demolition of deteriorated concrete and place steel reinforcement in areas of the Eisenhower Southside Filling and Emptying Culvert per PWS and GLS COR.

Task 5 – Install new concrete in areas of the Eisenhower Southside Filling and Emptying Culvert per PWS and GLS COR.

Task 6 – Perform demolition of deteriorated concrete at other locations as identified by GLS COR that may not be identified in the PWS.

Task 7 – Install new concrete at other locations as identified by GLS COR that may not be identified in the PWS.

Task 8 – Demobilize all equipment and materials from site.

7. Deliverables

Deliverable Due Date/Frequency Submit To:

Attend pre-construction meeting Within 5 days of Award N/A

Construction Schedule Within 5 days of Award COR

Schedule of Values Within 5 days of Award COR

Submittal Log in accordance with

PWS

Within 5 days of Award, prior to ordering materials

COR

Project Safety Plan Within 5 days of Award COR

Worksite Layout Plan Within 5 days of Award COR

8. Environmental Requirements

For the purpose of this requirement, environment protection is defined as the retention of the environment in its natural state to the greatest possible extent during project construction and the enhancement of the natural appearance in its final condition. Environment protection requires consideration of air, water and land resources and involves noise, solid waste management and management of liquid and gaseous pollutants, radiant energy and radioactive materials as well as other pollutants. In order to prevent and provide for abatement and control of any environmental pollution arising from the construction activities in the performance of this contract, the Contractor and his/her subcontractors shall investigate and comply with all Federal, State and local laws and regulations concerning environmental pollution control and abatement. Any non-compliance shall be immediately corrected and the GLS notified.

8.1 Notification: The COR will notify the Contractor whenever the GLS detects any noncompliance with the aforementioned Federal, State and/or local laws and regulations. Such notice, when delivered to the

Contractor or his/her authorized representative at the site of the work, shall be deemed sufficient for the purpose. The Contractor shall, after receipt of such notice, immediately inform the COR of the proposed corrective action and take such action as may be approved. If the Contractor fails or refuses to comply promptly, the COR may issue an order stopping all or a part of the work until satisfactory corrective action has been taken. No part of the time lost due to any such stop order shall be made the subject of a claim for extension of time or for excess costs or damages incurred by the Contractor.

8.2 Protection of Land Resources: The land resources within the project boundaries and outside the limits of permanent work performed under this contract shall be preserved in their present condition or be restored to a condition after completion of construction that will appear to be natural and not detract from the appearance of the project. The Contractor shall confine his/her activities to areas defined by the contract plans and specifications.

8.3 Protection of Water Resources: The Contractor shall not pollute the ground or surface waters with fuels, oils, bitumens, calcium chloride, acids, insecticides, herbicides or other harmful materials. The

Contractor shall investigate and comply with all applicable Federal, State and local laws and regulations concerning pollution. The Contractor shall complete a thorough cleanup of work areas prior to March 16, 2026 so as to prevent debris polluting the river when GLS re-floods the lock.

8.4 Permits and Insurance: The Contractor shall be responsible for researching and obtaining all permits that may be required for the work. The Contractor shall also have insurance as appropriate for the class of work.

8.5 – Plant

The Contractor shall furnish all plant required for the performance of the contract. The plant shall be in satisfactory operating condition and capable of safely and efficiently performing the work. The plant shall be subject to the inspection of the COR at all times.

8.6 – Use of Explosives

Blasting will not be permitted.

8.7 – Safety

The contractor should adhere to the Williams-Steiger Occupational Safety and Health Act of 1970 (as amended) as set forth in 29 CFR 1926/191. The Contractor shall be responsible for a safe work environment at all times. The Contractor shall comply with requirements of OSHA. The Contractor shall submit a safety plan for approval prior to commencing work.

8.8 – Other Work

Maintenance work by GLS personnel and other work by other contractors may be in progress concurrently with the work under this contract. The Contractor shall take measures to prevent an unsafe or unhealthful environment for other workers. Only the Contractor's authorized personnel, subcontractors and suppliers shall be allowed to enter the work area. The Contractor shall fully cooperate with the GLS in all phases of the work and any disputes which may arise will immediately be brought to the attention of the Contracting Officer through the COR.

9. General Conditions

9.1 Period of Performance

The Contractor shall begin performance within 10 calendar days and complete it within 63 calendar days after receiving the notice to proceed. The Lock is expected to be dewatered on or about January 12, 2026.

The contractor is expected to complete all work inside the lock by March 09, 2026, and demobilize off-site by March 16, 2026.

9.2 Place of Performance

All work shall take place at Eisenhower Lock, located at 76 and 190A Barnhart Island Road, Massena, New

York, 13662.

10. Related Documents

The following documents are related to this requirement:

Drawings – Eisenhower Lock:

- 326-C-20/1 - Lock General Plan Elevations & Sections

- 326-C-20/10 - St Lawrence Seaway Robinson Bay Lock North Wall Sta. 704B to 988B Plan and Elevation

- 326-C-20/11 - St Lawrence Seaway Robinson Bay Lock South Wall Sta. 165A to 128B Plan and Elevation

- 326-C-20/12 - St Lawrence Seaway Robinson Bay Lock South Wall Sta. 128B to 429B Plan and Elevation

- 326-C-20/13 - St Lawrence Seaway Robinson Bay Lock South Wall Sta. 429B to 704B Plan and Elevation

- 326-C-20/130 - St Lawrence Seaway Robinson Bay Lock Frames & Covers Location Plan

- 326-C-20/14 - St Lawrence Seaway Robinson Bay Lock South Wall Sta. 704B to 988B Plan and Elevation

- 326-C-20/2 - St Lawrence Seaway Robinson Bay Lock Lock Guide and Guard Walls Monolith Layout

- 326-C-20/21 - St Lawrence Seaway Robinson Bay Lock Lower Sill Plan, Elevation and Sections

- 326-C-20/23 - Filling & Emptying Culvert North Wall

- 326-C-20/24 - Filling & Emptying Culvert South Wall

- 326-C-20/25 - Filling & Emptying Culvert Details

- 326-C-20/34 - Tainter Valve Recesses Details

- SLS-326-206 - Eisenhower Lock Cutaway View

- SLS-326-300 - Eisenhower Lock Site Map Indicating Concrete Work Area

- 326-C-20/7 - St Lawrence Seaway Robinson Bay Lock North Wall Sta. 165A to 128B Plan and Elevation

- 326-C-20/8 - St Lawrence Seaway Robinson Bay Lock North Wall Sta. 128B to 396B Plan and Elevation

- 326-C-20/9 - St Lawrence Seaway Robinson Bay Lock North Wall Sta. 396B to 704B Plan and Elevation

Reference Photos – Eisenhower Lock:

- Reference Photos.pdf (9 jpgs)