Statement of Work - SOR Waterline Repair.pdf

DESIGN/BUILD STATEMENT OF WORK

FOR

REPAIR STARFIRE OPTICAL RANGE (SOR) WATERLINE, TANKS, AND PUMPS

MHMV 250008

27 July 2026

KIRTLAND AIR FORCE BASE

NEW MEXICO

TABLE OF CONTENTS

1. GENERAL PROJECT INFORMATION

2. PROJECT SCOPE REQUIREMENTS

3. REGULATORY COMPLIANCE AND STANDARDS

4. DESIGN AND ENGINEERING SERVICES

5. DELIVERABLE REQUIREMENTS

6. CONSTRUCTION SERVICES

7. SPECIAL REQUIREMENTS FOR SOR FENCED AREA

REPAIR SOR WATERLINE, TANKS, AND PUMPS

1. GENERAL PROJECT INFORMATION

1.1. Design/Build (D/B) Purpose and Objective

1.1.1. This Statement of Work (SOW) identifies the design and construction services required to complete Repair Starfire Optical Range (SOR) Waterline, Tanks, And Pumps along Mortar Range Rd. located on Kirtland Air Force Base (KAFB). The primary purpose and objective of this project is to outline the scope for the design and construction of a new 7,900 feet high-pressure waterline, appurtenant systems, and associated control systems on the southeast side of KAFB. This project shall provide a robust and reliable water supply from Pump Station 2 (PS2) to the SOR and HERTF reservoirs, replacing and upgrading existing infrastructure. This includes an 8-inch, Class 350 Ductile Iron Pipe (DIP) with cement-mortar lining and an asphaltic seal coat and all associated valves and fittings, upgrade the existing control system to add SCADA to the newly installed system, Portable Hoist for Pump and Motor Maintenance, a new 15,000-gallon tank to include a booster pumps to be installed prior to the PS2, and a new 5,000-gallon tank and pre-packaged pump station at the SOR site. Once the new waterline is placed in service the existing waterline shall be abandoned in place.

1.1.2. The drawings and specifications produced shall describe the facility improvements to be constructed in accordance with the requirements referenced herein. This is a Design Build (D/B) SOW. Many specialty disciplines are required to successfully complete this D/B project. The general contractor and their sub-contractors, including necessary licensed design professionals, constitute the D/B Team. It is the Contractor’s responsibility to provide the necessary staff and skills to successfully complete this turnkey project as further described in this SOW. These documents shall be marked Controlled Unclassified Information “CUI” IAW DoDI 5200.48.

1.1.3. The design shall include, but is not limited to, the following: Provide the services of all the licensed design professionals in the disciplines required to produce the design analysis, estimate, schedule, drawings, survey, specifications which shall describe the facility in strict accordance with the requirements outlined in this SOW. The build includes, but is not limited to, the following:

conducting field verifications, providing all labor, tools, equipment, permits, and licenses required to construct the project in strict accordance with the requirements outlined in this SOW.

1.2. Existing Building and Site Conditions

1.2.1. The current water line supplying SOR requires replacement due to frequent outages and to accommodate additional future demand. The existing pipeline consists of a 6-inch high-pressure line approximately 7,900 feet in length of high-density polyethylene (HDPE). Existing waterline shall be upgraded to improve reliability. Once new water line is connected the existing shall be abandoned in place. PS2 is located at the base of the hill and supplies water to the Starfire Optical Range (SOR) with an approximate pressure output of 300 PSI with transient pressure of 350 psi.

1.3. Attachments and Reference Documents

1.3.1. The following documents and attachments are applicable to this SOW to the extent specified herein. These documents are provided with this SOW to assist the Contractor in completing the SOW requirements. It is the Contractor’s responsibility to field verify the accuracy of any information that has been provided by the Government.

1.3.1.1. Attachment A – SOR Waterline Detail

1.3.1.2. Attachment B – SOR Existing Waterline Layout

1.3.1.3. Attachment C – SOR Pump Station Detail

1.3.1.4. Attachment D – Bases of Design Requirements

1.3.1.5. Attachment E – KAFB Low and Medium-Voltage Electrical Design and

Equipment Requirements_2025

2. PROJECT SCOPE REQUIREMENTS

The following requirements apply to the Contractor throughout design and construction, and turnover of a turn-key project.

2.1. General D/B Scope Requirements:

2.1.1. Contractor shall provide all design and installation services required for the completion of this SOW. The design and installation shall be in accordance with all applicable codes as listed in Section - Regulatory Compliance and Standards.

2.1.2. Contractor shall be responsible for the complete design, installation, and commissioning of all integrated systems as defined in the SOW.

2.1.3. Contractor shall use Attachment D- Basis of Design Requirements as the basis package, including Issued for Construction documents that meet all requirements outlined in this scope.

2.1.4. The minimum professional qualification for Civil Engineer is having a Professional Engineer (PE) license in the state of New Mexico with five years of experience in designing water utility system projects. Contractor shall submit qualifications to the government for review and approval.

2.1.5. The Superintendent shall have a minimum of five years of experience in water utility systems and management for DoD, Federal, or commercial construction projects of similar size and complexity, with demonstrated ability to manage daily field operations such as subcontractor coordination, schedule execution, safety compliance and accordance with EM385-1-1, quality control, and adherence to approved drawings and specifications. The candidate must have completed OSHA 30-Hour Construction Safety training and possess experience implementing USACE/NAVFAC Three-Phase Quality Control or equivalent Federal QC processes.

2.1.6. The Project Manager shall have at least five years of experience managing DoD, Federal, or commercial construction projects of similar size, scope, and complexity, with demonstrated responsibility for project planning, budgeting, scheduling, subcontractor management, and contract compliance under FAR-based execution. This role requires experience coordinating with government stakeholders, including contracting officers, base civil engineering, and design teams, and a proven ability to manage all aspects of federal construction project delivery.

2.1.7. Contractor shall provide a Construction Inspector to be on site daily to provide quality assurance, monitoring, and documentation on the projects to ensure compliance with plans, specifications, and codes. They shall perform daily surveillance, review submittals, and conduct inspections. The Construction Inspector shall maintain daily logs, monthly reports, and detailed project files.

The Construction Inspector shall have 1-3+ years of experience in general construction, inspection, or as a foreman and a strong understanding of construction plans, building codes, and regulations.

2.1.8. Prior to design and construction, a topographic survey of the proposed route as well as of all on-site utilities, is required to initiate the design. Potholing of all known utilities within the project envelope shall be performed to identify geospatial location.

2.1.9. Geotechnical Potholing: Potholing may be necessary at regular intervals along the proposed route to confirm soil conditions. Additionally, potholing near the SOR area may be required to identify potential underground utility conflicts that are not indicated on existing plans. All existing utilities must be accurately located, documented by GIS personnel, and entered into the database prior to excavation. Proper precautions should be taken to ensure these utilities are protected throughout the construction process.

2.1.10. Traffic Control Plan: Although most of the work is off-road, a comprehensive traffic control plan will be required for all work performed within or near existing roadways. Specifically, a Traffic Control Plan (TCP) is required for work on the road inside the SOR fence, as this segment is approximately 1,400 feet long.

2.1.11. Scheduling Constraint: Tie-in connections shall be scheduled with CE and SOR and executed during a planned weekend shutdown to minimize operational impact. This schedule shall be approved by the COR.

2.1.12. Develop a Spoil Management Plan: The Contractor shall submit a detailed, written Spoil Management Plan for approval before major excavation begins.

The plan shall identify the proposed locations for stockpiles, dust and erosion control measures and the intended disposal site for excess spoil.

2.1.13. Contractor shall visually inspect each section of pipe, fitting, and valve for damage (e.g., cracks, damaged coating) immediately before being lowered into the trench. Any damaged item shall be rejected.

2.1.13.1. All pipe shall be laid and maintained to the required lines and grades. Any necessary deflections at joints must not exceed the manufacturer's allowable limits.

2.1.14. Coordinate with Geotechnical Engineer: Ensure a geotechnical professional registered in the State of New Mexico is scheduled to be on-site during initial excavation activities to assist with the characterization of spoil materials.

2.1.15. Disinfection of New Water Infrastructure: Contractor shall disinfect all new potable water infrastructure. Disinfection is a mandatory final step in the construction process, performed after pressure testing and prior to placing any new component into service. All associated new piping, including bypass loops, pump station manifolds, and valve assemblies shall be disinfected to meet code regulations in Section 3.

2.1.16. Hydrostatic Pressure Testing of New Waterlines: Contractor shall perform hydrostatic pressure testing of all new potable water pipelines. Pressure testing is a mandatory quality control procedure performed after pipeline installation and backfilling but before final disinfection and placement into service. This is to ensure the pipe and its components can withstand operating pressures without bursting. Hydrostatic pressure testing shall meet code and regulations in Section 3.

2.1.17. The Government has not sampled SOR waterline for asbestos containing materials (ACM). At present, the Government is unaware of any additional hazardous materials (HAZMAT) conditions for this project. However, in the event asbestos, lead, or Polychlorinated Biphenyls (PCB) is suspected, Contractor is to immediately notify the CO by phone and follow-up with a written notification within 48 hours. A formal, funded modification may be necessary to define the necessary contract action. If sampling and testing are added to this contract, Contractor shall be responsible for sampling and testing of suspected materials.

2.1.18. Due to the potential for encountering Unexploded Ordnance (UXO), any fieldwork south of Hardin Blvd. requires workers to complete UXO Awareness training. The 377 MSG/CED EOD Group can provide training. Contractor shall coordinate with CO to schedule this training.

2.1.19. Main Water System: This project scope is a single bid package encompassing the following infrastructure for the PS2 and SOR facilities (See Attachments A- SOR Waterline Detail and B-SOR Existing Waterline Layout for details):

2.1.19.1. New 8” Ductile Iron Pipe (DIP) Waterline (approx. 7,900 LF)

2.1.19.2. 15,000-gallon potable water tank at PS2

2.1.19.3. Booster pump station at PS2

2.1.19.4. 5,000-gallon potable water tank at the SOR site

2.1.19.5. Pre-packaged pump station at the SOR site

2.1.19.6. All connections to new and existing infrastructure

2.1.19.7. Full Supervisory Control and Data Acquisition (SCADA) integration

2.1.20. System Demand and Storage Requirements

2.1.20.1. System design and storage sizing shall be governed by the following calculated parameters:

2.1.20.1.1. Average Daily Demand (ADD): 14,138 GPD

2.1.20.1.2. Maximum Daily Demand (MDD): 19,774 GPD

2.1.20.1.3. Equalization Storage (Se): 3,955 Gallons

2.1.20.1.4. Recommended Standard Tank Size: 5,000 Gallons

2.1.20.1.5. Waterline Requirements

2.1.21. Demolition Work

2.1.21.1. Current waterline sections not being utilized shall be abandoned in place.

The contractor shall be responsible for purging, capping the existing waterline and abandoned in place.

2.1.21.2. Unused soil will need to be removed and may be taken to the KAFB landfill. Cutting and removal of asphalt, soil, concrete, etc. will be required.

Disconnection and removal of existing waterlines, valves, fittings, etc. will be required to connect the new waterline. All non-hazardous construction waste can be disposed of at KAFB landfill.

2.1.21.3. New 8-inch Ductile Iron Pipe (DIP) Waterline

2.1.21.3.1. A proposed alignment is provided, if a change of route is requested this must be approved by the COR. (See Attachment-B-SOR Waterline Layout).

2.1.21.3.2. Contractor shall design and install approximately 7,900 linear feet of a new 8-inch, Pressure Class 350 Ductile Iron Pipe waterline. There is only one (1) connection to a 6" HDPE Pipe approximately 25 feet east of the SOR Water Service entrance, please see the Map in Attachments-A and B.

2.1.21.3.2.1. New 8-inch High-Pressure Waterline Pipe Material shall be 8-inch, Class 350 Ductile Iron Pipe (DIP) with cement-mortar lining, AWWA requirements and an asphaltic seal coat.

2.1.21.3.2.2. The system shall be designed and installed to withstand a minimum sustained transient pressure of 350 psi.

2.1.21.3.2.3. Due to the high operating and transient 350 psi pressure, all new pipe joints, fittings, and valves shall be fully restrained to meet operational pressures.

2.1.21.3.2.4. The design shall include all necessary concrete thrust blocking, fittings, valves, and joint restraints, especially at the transition point between the new DIP and existing HDPE.

2.1.21.3.2.5. Thrust Restraint: A complete thrust restraint system (e.g., restrained joints) must be installed at all changes in direction, valves, and fittings.

2.1.21.3.2.6. Valves & Fittings: Design and install all necessary valving, including but not limited to:

2.1.21.3.2.6.1. Isolation Butterfly Valves. Unless necessary use Butterfly Valves.

2.1.21.3.2.6.2. Altitude Valve assemblies for tank level control.

2.1.21.3.2.7. Automatic Air Release Valves (ARVs) at high points in the pipeline.

2.1.21.3.2.8. System Connections: All final waterline connections— including tie-ins to the existing main, PS2, the existing 6" HDPE near the SOR service entrance, the new infrastructure at SOR, and the existing waterline just east of the SOR guardhouse—shall include a complete thrust restraint system (e.g., fully restrained mechanical joints and/or engineered concrete thrust blocks) capable of withstanding the maximum transient pressures.

2.1.21.3.2.9. Critical Tie-Ins: Following the installation of the main pipe length, the Contractor shall perform the final connections of this new infrastructure to:

2.1.21.3.2.9.1. Pump Station #2

2.1.21.3.2.9.2. The existing 6" HDPE waterline near the SOR Water Service entrance.

2.1.21.3.3. Hydrostatic Testing Plan: Develop a detailed hydrostatic testing plan in accordance with AWWA C600. The hydrostatic test shall be performed at a minimum pressure of 1.5 times the normal operating pressure at the lowest point of the pipeline and shall be held continuously for a minimum of two (2) hours with a pressure drop not exceeding 5.0 psi. Given the high pressure, this plan must include specific safety protocols for the test section setup and execution.

2.1.21.3.3.1. Under no circumstances shall pneumatic (air) pressure testing be permitted on any portion of the potable water pipeline. All testing must be hydrostatic (water-filled) in strict compliance with AWWA C600 and safety criteria.

2.1.21.4. Excavation, Trenching, Bedding, and Backfill

2.1.21.4.1. Frost Depth: The specified frost depth for the region is 36 inches. All new piping shall be installed to provide a minimum of 48 inches (4 feet) of cover over the top of the pipe to ensure adequate protection against freezing and surface loads, in compliance with UFC 3-230- 01.

2.1.21.4.2. During excavation, contractor shall strip and segregate topsoil from the underlying subgrade soils and rock.

2.1.21.4.2.1. Topsoil shall be stockpiled separately for reuse during final site restoration and landscaping.

2.1.21.4.2.2. Stockpiles shall be shaped to maintain stable slopes and prevent collapse, in accordance with EM 385-1-1 safety requirements. Stockpile heights shall be strictly limited to a maximum of 6 feet (or as otherwise restricted by the approved Fugitive Dust Control Permit), and side slopes shall not exceed a 2:1 (horizontal-to-vertical) ratio to ensure physical stability, minimize erosion, and control fugitive dust.

2.1.21.4.2.3. Excavated subgrade spoil shall be continuously evaluated by a qualified geotechnical professional to determine its suitability for reuse as trench or structural backfill.

2.1.21.4.2.4. All excess spoil (material remaining after backfill operations are complete) and all spoil deemed unsuitable for reuse shall be removed from the project site.

2.1.21.4.3. Contractor shall submit specific trench detail plan in compliance with UFC 3-230-01, to ensure pipe stability and protection, particularly in areas with cobbles.

2.1.21.4.4. Contractor shall design, trench, and install the water pipe at a depth that requires a minimum of 48 inches of cover over the pipe. The distance from the final placement of the top of the pipe to the finished grade level shall be no less than 48 inches. The trench shall have a minimum width of 3.5 feet (42 inches) at the bottom to provide adequate working space.

2.1.21.4.5. Trench shall have the depth required to account for subgrade preparation, bedding, and minimum coverage of 48 inches over the pipe.

2.1.21.4.6. Contractor shall prep subgrade for bedding material. Subgrade shall be compacted to 95% of the Standard Proctor Maximum Dry Density (ASTM D698). Unsuitable material (large rocks, debris) shall be removed and replaced.

2.1.21.4.7. Contractor shall design and install an 8-inch layer of appropriate bedding material and be placed and compacted in 6-inch lifts to 95% density on top of the prepared subgrade.

2.1.21.4.7.1. Bedding material shall be crushed stone, gravel, or coarse sand conforming to AWWA C600 Class 3 or Class 4 material, with a maximum particle size of 3/4 inch to ensure uniform support and protect the pipe coating.

2.1.21.4.7.2. Bell holes shall be excavated to accommodate pipe bells and joints.

2.1.21.4.8. Contractor shall backfill using suitable native soils, placed in lifts not exceeding 12 inches (loose). Each lift shall be mechanically compacted to grade as required by the surface finish (95% of the maximum dry density by ASTM D698. for roadway areas, 90% of the maximum dry density by ASTM D698 for landscaped areas).

2.1.21.4.9. Compaction testing shall be performed in accordance with UFGS 31 00 00. Testing shall occur at a minimum frequency of one test per 200 linear feet of trench, per compacted lift (not to exceed 12 inches loose).

2.1.21.4.10. Contractor shall furnish all labor, materials, equipment, and services necessary to perform site restoration and re-seeding of all areas disturbed during the installation, construction, and testing of the water line and associated system components utilizing a high-quality, weed-free seed mixture as outlined in the KAFB IFS Exterior Improvements guidelines.

2.1.21.4.11. All trenching operations shall fully comply with the excavation and trenching safety requirements of EM 385-1-1. This includes the use of proper shoring, shielding, or stability to prevent cave-ins.

Contractor shall inspect the trench daily.

2.1.21.4.12. Contractor shall furnish all labor, materials, equipment, and services necessary when crossing arroyo(s) and restore the area(s) to original condition. Pipeline crossing(s) shall be aligned as close to perpendicular (90 degrees) to the centerline of the arroyo flow as field conditions permit, minimizing the total linear footage of pipe within the scour zone. All work shall conform to UFC 3-230-01, AWWA C600, AWWA C150/C151, and AWWA C111.

2.1.21.5. Pavement Restoration

2.1.21.5.1. Pavement restoration shall be completed to restore the structural integrity and ride quality of the roadway. Asphalt/concrete the existing pavement shall be saw-cut to a neat, straight line 6 inches beyond the trench on each side.

2.1.21.5.2. Base Course: A minimum of 10 inches of aggregate base course (ABC) compacted to 95% of the Modified Proctor (ASTM D1557) maximum dry density shall be placed.

2.1.21.5.3. Pavement Replacement: The asphalt or concrete pavement shall be replaced to a thickness equal to or greater than the existing pavement. All pavement repairs in public rights-of-way must meet the requirements strict compliance with municipal standards or NMDOT regulations.

2.1.21.6. New Valves and Fittings

2.1.21.6.1. All valves and fittings shall be designed and installed to meet AWWA C110 requirements, ductile iron, rated for Pressure Class 350 Ductile Iron Pipe minimum working pressure. All fittings shall be of the same manufacturer as the pipe, where possible.

2.1.21.6.2. Air & Vacuum Mgmt.-Install a minimum of four (4) automatic air release valves (ARVs) at all high points, with a maximum spacing of 2,000 feet.

2.1.21.6.3. Isolation & Control-Install a minimum of eight (8) 8-inch isolation valves (e.g., butterfly valves) to segment the line, with a maximum spacing of 2,000 feet.

2.1.21.6.4. Isolation Valves: All isolation valves shall be Rubber-Seated Butterfly Valves per AWWA C504, installed in valve boxes with operating nuts.

2.1.21.6.5. Contractor’s design shall follow the UFC standards and install check valves on the discharge side of pumps within the system. The primary function of these valves is to automatically prevent backflow when a pump is shut off. All valve selection and installation shall be performed in accordance with the latest editions standards in section 3.

2.1.21.6.5.1. Valve Type: Spring-Assisted, Center-Guided, Non-Slam Check Valves (often referred to as "Silent Check Valves") shall be the required type. This design provides rapid, quiet closure before significant flow reversal can occur, which is essential for minimizing water hammer and protecting the system. A standard Swing Check Valve (AWWA C508) may only be used with written approval from the lead engineer if system hydraulics are proven to be non-critical.

2.1.21.6.5.2. Function: The valve must operate automatically and reliably.

When the pump is active, the valve's disc shall be held open by the forward flow of water. Upon pump shutdown, the internal spring mechanism and reverse pressure shall immediately close the disc to create a positive, leak-free seal against backflow.

2.1.21.6.5.3. Pressure Rating: All check valves must have a minimum pressure rating that meets or exceeds the 350 psi maximum operating pressure of the discharge pipe, consistent with the system's isolation valves.

2.1.21.6.5.4. Installation & Location: The check valve shall be installed on the horizontal discharge piping immediately downstream of the pump. It must be located between the pump and the downstream isolation valve (e.g., butterfly valve). The installation must strictly follow the manufacturer’s recommendations, including any requirements for minimum straight pipe lengths upstream and downstream to ensure proper flow dynamics and valve performance. The valve shall be installed with the direction-of-flow arrow marked on the body pointing away from the pump.

2.1.21.6.6. Contractor shall design and install backflow prevention assemblies to protect the potable water supply. These assemblies are critical for preventing the reverse flow of non-potable water or other substances into the distribution system. Installations shall occur at two key locations: one to isolate PS2, and a second isolate at the Tee connection for the new water tank and SOR Pump Station, located just east of the SOR Guard House.

2.1.21.6.6.1. Device Type: A Reduced Pressure Zone (RPZ) Backflow Prevention Assembly compliant with AWWA C511 shall be used at both locations. RPZ assemblies provide the highest level of protection suitable for high-hazard cross-connections, such as those associated with pump stations and complex distribution points.

2.1.21.6.6.2. Location & Function: 1). PS2: The assembly shall be installed on the discharge piping of the pump station to isolate it from the main distribution system, protecting the public water supply from potential backflow of non-potable water from the station's systems. 2). SOR Guard House Tee:

The assembly shall be installed on the lateral service line at the tee connection just east of the SOR Guard House to protect the upstream main line from potential back-siphonage or back-pressure from the facility.

2.1.21.6.6.3. Pressure rating the RPZ assembly must have a minimum pressure rating that meets or exceeds the maximum system operating pressure at the point of installation, but not less than 350 psi.

2.1.21.6.6.4. Installation Requirements: To ensure proper function, maintenance access, and protection from environmental conditions, each RPZ assembly shall be installed in an above-ground, heated enclosure. The enclosure must provide a minimum of 12-24 inches of clearance on all sides for testing and maintenance and be anchored to a concrete pad. The installation must include a drain line with an adequate air gap to handle discharge from the relief valve.

2.1.21.6.6.5. Upon installation, each backflow prevention assembly must be commissioned and tested to ensure it is functioning correctly and in compliance with all regulatory requirements.

2.1.21.6.6.6. Field Testing: Each RPZ assembly must be tested by a certified backflow prevention assembly tester immediately after installation and before the system is put into service.

Testing shall be conducted in accordance with the procedures outlined in UFC 3-420-01 and any applicable local regulations.

2.1.21.6.6.7. Documentation: A copy of the successful test report for each assembly must be submitted to the project manager and kept on file for regulatory compliance.

2.1.21.6.7. Contractor shall design and install isolation valves within the water distribution system. The purpose of these valves is to provide precise flow control, allow for the isolation of in-line equipment for maintenance, and facilitate bypass operations.

2.1.21.6.7.1. Valve Type: The primary valve type for isolation and flow control shall be Rubber-Seated Butterfly Valves compliant with AWWA C504. The use of an alternative valve type (e.g., gate valve, ball valve) is permissible only if a specific operational condition or system constraint makes a butterfly valve unsuitable and must be approved by COR.

2.1.21.6.7.2. Pressure Rating: All valves shall have a minimum pressure rating that meets or exceeds the 350 psi maximum operating pressure of the connecting pipe. This ensures valve integrity across all system pressure ranges, including potential surges.

2.1.21.6.7.3. Function & System Configuration: At PS2, for the bypass and isolation loops it is estimated that 12 butterfly valve assemblies will be installed. These valves will be installed to allow isolation of the 15,000-gallon water tank, or the Booster Pump Skid or the two water meters and PS2 itself.

2.1.21.6.7.4. A minimum of eight (8) butterfly valve assemblies shall be installed along the new pipeline upstream of PS2. One (1) valve will be located prior to the connection to the existing pipe, just prior to crossing the road entering the SOR site.

The tie-in with the tee connection area is situated west of the SOR Guard House. Three (3) valves will be installed at the location of the SOR 5,000 tank and the new pump skid: one (1)) on the pipe teeing off to the south for the new water tank, one (1) between the new water tank and the new pump skid, and one (1) after the new pump skid prior to the tee back to the new main line. Additionally, one (1) valve will be installed on the new main line between the tees branching off to the new water tank and pump skid. The remaining three

(3) valves will be placed at approximately equal intervals along the line from PS2 to the tee locations.

2.1.21.6.7.5. Installation & Operation: Each valve shall be installed within a dedicated valve box that extends to the finished grade. The valve must be equipped with a 2-inch square operating nut to allow for manual operation from the surface using a standard T-handle valve key. Valve boxes must be centered over the operating nut and provide adequate clearance.

2.1.21.6.8. Contractor shall design and install combination air/vacuum release valves on the main waterline. The primary purpose of these valves is twofold: to enhance pipeline efficiency by automatically expelling trapped air during normal operation, and to provide critical protection against damaging hydraulic events. They achieve this by admitting large volumes of air to prevent vacuum formation during draining or a down-surge event, thereby mitigating water hammer.

2.1.21.6.8.1. Valve Type: Combination Air Valves compliant with AWWA C512 shall be installed. The valve must be capable of performing all three essential functions: 1). Air Release:

Venting small quantities of accumulated air while the line is pressurized. 2). Air/Vacuum (Exhaust): Expelling large volumes of air as the pipeline is being filled. 3). Air/Vacuum (Intake): Admitting large volumes of air to prevent a vacuum during pipeline draining or a water column separation (down-surge) event.

2.1.21.6.8.2. Location Strategy: Valves shall be strategically placed based on the pipeline profile and hydraulic analysis at the following locations: Geographic High Points: At all peaks along the pipeline profile. Grade Changes: Following long, uniform inclines where the grade decreases. Long, Flat Segments: At intervals of approximately 1,500 to 2,500 feet along extended flat runs to release air bubbles.

2.1.21.6.8.3. Pressure Rating: All valves must have a body pressure rating that meets or exceeds the maximum operating pressure of the pipeline at the point of installation.

2.1.21.6.8.4. Sizing: Valve sizing shall be conducted in accordance with the procedures in AWWA Manual M51. The orifice must be adequately sized to vent air during filling without causing excessive back pressure and, most critically, to admit sufficient air to prevent the formation of a damaging vacuum.

2.1.21.6.8.5. Installation: Each combination air valve must be installed on top of the main waterline. A full-port isolation valve (e.g., a ball or gate valve) shall be installed between the main and the air valve to allow for maintenance without de-pressurizing the entire system. The entire assembly must be housed within a valve box or manhole that provides adequate clearance for service and protection from traffic and environmental damage. The enclosure must allow for the free movement of air.

2.1.21.6.9. Contractor shall design and install new Automated Reservoir Altitude Valve Assemblies. The primary function of the altitude valve is to automatically control the high-water level in a reservoir.

This revised design incorporates electronic automation to allow for remote monitoring, control, and integration with the Central SCADA System, enhancing operational flexibility and diagnostics. New Altitude Valves shall be programed and integrated to be controlled by SCADA system.

2.1.21.6.10. This design applies to four (4) separate automated valve assemblies.

Each will be installed in a dedicated below-grade precast vault at the following locations. All electrical actuators, solenoids, limit switches, and junction boxes within these vaults must be rated NEMA 6P or IP68 (submersible) to prevent system failure due to vault flooding.

2.1.21.6.10.1. Location 1: HERTF Reservoir

2.1.21.6.10.2. Location 2: New 15,000-gallon tank at PS2

2.1.21.6.10.3. Location 3: New Main SOR Reservoir

2.1.21.6.10.4. Location 4: New 5,000-gallon tank at SOR Site

2.1.21.7. Cathodic Protection System

2.1.21.7.1. Contractor shall design, furnish, install, and commission of a complete cathodic protection system for all new buried, metallic water infrastructure. This includes all anodes, rectifiers as required, test stations, wiring, and associated hardware needed to protect the following assets:

2.1.21.7.1.1. The new 15,000-Gallon Welded Steel Water Tank at PS2.

2.1.21.7.1.2. The new 5,000-Gallon Welded Steel Water Tank at the SOR site.

2.1.21.7.1.3. The new 8-inch Ductile Iron Pipe waterlines and fittings.

2.1.21.7.2. The design of the Cathodic Protection system shall be performed or supervised by a NACE certified Cathodic Protection Specialist (CP3 or CP4).

2.1.21.7.3. Test stations must be installed at regular intervals along the pipeline (not to exceed 1,000 feet) and at critical locations, such as pipeline terminations, foreign utility crossings, and at each tank. Test stations will allow for pipe-to-soil potential measurements to verify protection levels.

2.1.21.7.4. The installed cathodic protection system must be capable of shifting the structure-to-soil potential to meet one of the industry-standard protection criteria outlined in NACE SP0169. The most common criterion is achieving a polarized potential of -850 mV or more negative relative to a copper-copper sulfate reference electrode

(CSE).

2.1.22. Pump Station 2 (PS2) Upgrades Requirements

2.1.22.1. Bypass Requirement: The Contractor shall design and install a complete bypass system with all necessary piping and isolation valves. The system must be configured to allow either the 15,000-gallon potable water storage tank or the booster pump, or both at the same time, to be taken offline for maintenance, without interrupting service to the main water distribution system.

2.1.22.2. Portable Hoist for Pump and Motor Maintenance: Contractor shall design and install a Portable Electric Hoist Crane with Hydraulic Lifting capabilities. The purpose of this system is to provide a powered, mobile, and easily transportable solution for lifting heavy equipment, specifically pump and motor assemblies.

2.1.22.2.1. Collapsible Portable Gantry Crane designed for easy transport. The system must be capable of being disassembled into manageable components.

2.1.22.2.2. Lifting Mechanism Electric Motor Hoist: The hoist must be powered by an electric motor, controlled via a plug-in pendant controller with clearly marked up/down functions and an emergency stop button.

The hoist must be powered by a standard 120V AC, single-phase electrical connection.

2.1.22.2.3. Height Adjustment Hydraulic Lifter: Each support leg must incorporate an integrated hydraulic pump lifter to allow for effortless and precise adjustment of the beam height. This eliminates the need for manual lifting of the beam during setup.

2.1.22.2.4. Lifting Capacity (Rated Load): The hoist and crane structure must have a minimum rated load sufficient to lift the heaviest pump/motor assembly plus a mandatory 25% safety factor. The final rated capacity must be clearly stenciled on both sides of the crane's main beam.

2.1.22.2.5. Portability & Assembly: The crane's design must facilitate rapid field assembly/disassembly. Pinned connections are required for major components to minimize the use of tools.

2.1.22.2.6. On-Site Mobility: The crane must be equipped with four heavy-duty, 360-degree swiveling casters. At least two casters must have secure wheel and swivel locks to immobilize the unit during any lifting operation.

2.1.22.2.7. Horizontal Movement: A manual push/pull trolley shall be used to move the electric hoist horizontally along the gantry beam, allowing for precise positioning of the load.

2.1.22.2.8. Load Testing: The manufacturer must perform a static load test at 125% of its rated capacity and provide a formal certificate of this test with the equipment.

2.1.22.2.9. Electrical Safety: All electrical components, including the motor, wiring, and pendant controller, must be UL-listed and meet NFPA 70 standards.

2.1.22.2.10. Safety Features: The electric hoist must be equipped with an upper limit switch to prevent over-travel and a self-closing safety latch on the load hook.

2.1.22.3. Leak Detection: Contractor shall design and install key field equipment for the SCADA and leak detection subsystem to include a non-intrusive ultrasonic flow sensor and a dedicated, standalone solar power unit with battery backup.

2.1.22.3.1. The first sensor in the leak detection system is the smart meter located on the outlet side of PS2. It is assumed that these remote units will be placed at about 3,250-foot intervals.

2.1.22.3.2. One additional sensor shall be installed near the SOR service entrance.

2.1.22.3.3. This sensor shall provide data to the SCADA system for leak detection on the new section of line.

2.1.22.3.4. Leak detection system shall have:

2.1.22.3.4.1. A non-intrusive, Clamp-On Ultrasonic Flow Sensor. The sensor shall provide real-time flow rate data (GPM) to the SCADA system via a 4-20mA analog signal. This data is the primary input for the mass-balance leak detection logic.

2.1.22.3.4.2. A dedicated Solar Power Unit with gel battery backup for the flow sensor. The solar charging system must be designed to operate for a minimum of 25 years. To comply with DoD operational technology security standards, all solar inverters, chargers, batteries, and electronic components must be strictly manufactured in the United States or by a GSA-approved Trade Agreements Act (TAA) compliant nation

2.1.22.3.4.3. A Wireless Radio Communication Link to transmit data to PS2 to wirelessly transmit the flow sensor's data signal from its remote location to the main control panel at PS2, located over 3,500 feet away. The radio communication link must be secured using, at a minimum, AES-128 bit encryption.

2.1.22.3.4.4. All necessary wiring, conduit, and terminations to support the new sensor and power system.

2.1.23. Smart Water Meters: Contractor shall design new 8-inch electromagnetic "smart" water meters at key locations within the water distribution network. The purpose of these meters is to provide accurate, real-time flow and volume data for operational monitoring, water accountability, and as a critical input to the SCADA leak detection system. This work includes the design, furnishing, installation, and commissioning of the new 8-inch smart water meters. One of these shall be installed on the outlet side of the new SOR pre-packaged pump station and one on the PS 2 outlet side. The scope includes the meter itself, any required vaults or enclosures, and all necessary electrical and communication wiring to connect the meters to the SCADA system.

2.1.23.1.1. The meter must be fully compliant with AWWA C715, be certified for potable water use under NSF/ANSI 61 and must provide a minimum accuracy of ±0.25% of actual flow rate across its entire specified operating range.

2.1.23.1.2. Location: Meters shall be installed in below-grade precast concrete vaults for protection and accessibility. Vaults must include a sump, drain, and an appropriate access hatch. The electromagnetic meter sensor body and any buried/vaulted junction boxes must be rated IP68 (NEMA 6P) waterproof to ensure continuous operation in the event of vault flooding.

2.1.23.1.3. The meter must be installed in a horizontal run of pipe.

2.1.23.1.4. To ensure accuracy, the installation must adhere strictly to the manufacturer's requirements for minimum upstream and downstream straight-pipe lengths (typically 5-10 pipe diameters upstream and 2-5 diameters downstream).

2.1.23.1.5. A full-service bypass line with isolation valves (butterfly valves) must be installed around each meter assembly. This allows the meter to be removed for calibration or maintenance without interrupting service.

2.1.23.1.6. Grounding: For electromagnetic meters, grounding rings and straps must be installed per the manufacturer's instructions to eliminate electrical noise and ensure accuracy.

2.1.23.1.7. Power Supply: The meter shall be powered from a reliable, local 120VAC source, originating from a designated facility panel.

2.1.23.1.8. SCADA Connection: The analog and pulse output signals shall be wired to the nearest SCADA RTU or control panel for integration into the central system. All wiring shall be installed in conduit per NEC and UFC requirements.

2.1.23.1.9. Local Display: The meter's remote transmitter shall include an integral digital display showing, at a minimum, the current flow rate and the totalized volume. To protect against moisture damage, the transmitter/display unit must be mounted above grade or inside an adjacent, weather-protected control panel.

2.1.24. New 15,000 Gallon Tank to support PS2 Requirements

2.1.24.1. Design and install a new 15,000-gallon nominal capacity AWWA D100 welded steel potable water tank, complete with a reinforced concrete ringwall foundation system and all necessary appurtenances (e.g., manways, vents, overflow piping, and level indicators).

2.1.24.2. The work shall include but is not limited to:

2.1.24.2.1. A complete structural reinforced concrete ringwall foundation system engineered using a geotechnical analysis for specific site conditions. Concrete design shall comply with ACI 318 and ACI 301, utilizing concrete with a minimum compressive strength of 4,000 psi at 28 days. All steel reinforcement shall be Grade 60 conforming to ASTM A615. The geotechnical analysis must be sealed by a licensed New Mexico Professional Engineer.

2.1.24.2.1.1. Conduct Geotechnical Investigation for the foundation design and must be completed before structural drawings are developed. This Geotechnical Investigation should include all sites requiring these services.

2.1.24.2.2. All UFC required tank appurtenances, such as access manways, vents, overflow piping, level indicator (local float-type and electronic for SCADA), and connections for inlet/outlet piping, exterior caged ladder with lockable security gate, and roof safety railing.

2.1.24.3. A fully constructed and hydrostatically tested 15,000-gallon AWWA welded steel potable water tank, including its engineered foundation and all specified appurtenances.

2.1.24.4. Completed and leak-free final tie-in connections to the new booster pump station and associated waterlines.

2.1.24.5. Coatings: Apply a multi-coat, NSF-61 certified interior coating system and an exterior paint system suitable for the local environment to protect from corrosion and UV. Exterior color shall meet IFC requirements.

2.1.24.6. Cathodic Protection: Design and install a cathodic protection system to prevent corrosion of the steel tank.

2.1.24.7. Bypass Requirement: The Contractor shall design and install a complete bypass system with all necessary piping and isolation valves. The system must be configured to allow either the 15,000-gallon potable water storage tank or the booster pump, or both at the same time, to be taken offline for maintenance, without interrupting service to the main water distribution system.

2.1.24.8. Critical Tie-Ins: Upon completion, the Contractor shall connect the tank to:

2.1.24.8.1. The new Booster Pump System to support PS2.

2.1.24.8.2. New and existing waterlines near the SOR.

2.1.24.9. Tank Vendor Shop Drawings: Contractor shall provide tank manufacturer detailed fabrication drawings for review and coordination with the foundation and piping design.

2.1.24.9.1. Scheduling Constraint: These final tie-in connections must be scheduled and executed during a planned weekend shutdown unless this can be accomplished in less than 4 hours.

2.1.25. Skid-Mounted Booster Pump System to support PS2 Requirements

2.1.25.1. Contractor shall design, furnish, and install a new pre-manufactured, skid-mounted booster pump system.

2.1.25.2. Operational Requirement: The system shall be installed downstream of the new 15,000-gallon water tank and upstream of PS2. It shall be designed and calibrated to consistently maintain a positive suction head for the primary pumps located at PS2. The system shall be installed below grade complete with a 6'x 6' Precast Vault for Pump with a cover rated for light traffic.

2.1.25.2.1. The vault shall meet ASTM C858 standards and be designed to withstand all applicable soil, hydrostatic, and live loads.

2.1.25.2.2. The vault shall be equipped with a single-leaf aluminum access hatch rated for light traffic (AASHTO H-20 equivalent). The hatch must include a safety grate, lockable latch, and a hold-open arm.

2.1.25.2.3. Piping Elevation: All station piping shall be installed with an approximate centerline 3 feet below finished grade, ensuring it aligns with the reservoir outlet pipe to maintain a consistent grade.

2.1.25.2.4. SCADA Integration: The control panel will provide all necessary I/O for full integration with the main facility SCADA system, including pump status, flow rate, suction/discharge pressures, and alarm conditions.

2.1.25.3. Bypass Requirement: The Contractor shall design and install a complete bypass system with all necessary piping and isolation valves. The system shall be configured to allow either the 15,000-gallon potable water storage tank or the booster pump, or both at the same time, to be taken offline for maintenance, without interrupting service to the main water distribution system.

2.1.25.4. Critical Tie-Ins: Upon completion, the Contractor shall connect the tank to:

2.1.25.4.1. PS2

2.1.25.4.2. New Storage tank outlet line.

2.1.25.5. Power Supply: Power shall be provided via a dedicated underground circuit from the main facility electrical panel at PS2. All wiring and conduit shall comply with the 2026 National Electrical Code (NEC) and UFC 3-501-01 and other Electrical UFC for wet locations.

2.1.25.6. Scheduling Constraint: These final tie-in connections must be scheduled and executed during a planned weekend shutdown.

2.1.26. 5,000-Gallon Welded Steel Tank & Site design at SOR

2.1.26.1. Design and install a new 5,000-gallon nominal capacity AWWA D100 welded steel potable water tank, complete with a reinforced concrete ringwall foundation system and all necessary appurtenances (e.g., manways, vents, overflow piping, and level indicators). The purpose of this installation is to provide dedicated water storage for the new SOR pump station. The design shall include the necessary bypass piping to ensure operational flexibility for maintenance and emergencies.

2.1.26.2. The work shall include, but is not limited to:

2.1.26.2.1. A complete structural reinforced concrete ringwall foundation system engineered using a geotechnical analysis for specific site conditions. Concrete design shall comply with ACI 318 and ACI 301, utilizing concrete with a minimum compressive strength of 4,000 psi at 28 days. All steel reinforcement shall be Grade 60 conforming to ASTM A615. The geotechnical analysis must be sealed by a licensed New Mexico Professional Engineer.

2.1.26.2.2. Conduct Geotechnical Investigation for the foundation design and shall be completed before structural drawings are developed. This Geotechnical Investigation should include all sites requiring these services.

2.1.26.2.3. Fencing: The entire tank and booster pump station area shall be enclosed by an 8-foot-high chain-link security fence utilizing 9-gauge galvanized steel fabric with a 2-inch mesh. The fence shall include a top rail, bottom tension wire, and be topped with three strands of outward-facing barbed wire, fully compliant with UFC 4- 022-03.

2.1.26.2.4. Gate: A commercial-sized sliding or double-swing gate shall be designed to provide access for maintenance vehicles, compliant with ASTM F1184 and ASTM F2200. A sliding gate is preferred. The gate must provide a minimum 20-foot clear opening width to accommodate the largest piece of equipment (e.g., a crane or pump truck).

2.1.26.2.5. Provide and install protective steel bollards as required to protect equipment from potential damage caused by vehicular traffic and maintenance operations. Locate bollards to provide adequate protection while maintaining the required clearances for equipment access, operation, maintenance, and applicable access requirements.

2.1.26.2.6. All UFC and NFPA required tank appurtenances, such as access manways, secure screened roof vents with insect mesh, overflow piping discharging onto a concrete splash block, level indicator (local target/board-type and electronic for SCADA), connections for inlet/outlet piping, exterior caged ladder with lockable security gate, and roof safety railing.

2.1.26.3. A fully constructed and hydrostatically tested 5,000-gallon AWWA welded steel potable water tank, including its engineered foundation and all specified appurtenances.

2.1.26.4. Completed and leak-free final tie-in connections to the new booster pump station and associated waterlines.

2.1.26.5. Coatings: Apply a multi-coat, NSF-61 certified interior coating system and an exterior paint system suitable for the local environment to protect from corrosion and UV. Exterior color shall meet IFC requirements.

2.1.26.6. Cathodic Protection: Design and install a cathodic protection system to prevent corrosion of the steel tank. This must explicitly include a submerged internal cathodic protection system utilizing sacrificial or impressed current anodes to protect the interior wetted surfaces.

2.1.26.7. Bypass Requirement: The Contractor shall design and install a complete bypass system with all necessary piping and isolation valves. The system must be configured to allow either the 5,000-gallon potable water storage tank or the booster pump, or both at the same time, to be taken offline for maintenance, without interrupting service to the main water distribution system.

2.1.26.8. Critical Tie-Ins: Upon completion, the Contractor shall connect the tank to:

2.1.26.8.1. The new Booster Pump System to support PS2.

2.1.26.8.2. New and existing waterlines near the SOR.

2.1.26.9. Tank Vendor Shop Drawings: Contractor shall provide tank manufacturer detailed fabrication…