B08_Attach_5_Basis_of_Design.pdf

GATEWAY NATIONAL RECREATION AREA

SANDY HOOK DISTRICT

NATIONAL PARK SERVICE

GATE 225953

REHABILITATE/REPLACE WATER

WELL NO. 4 AT SANDY HOOK

BASIS OF DESIGN REPORT

NATIONAL PARK SERVICE (NPS)

DENVER SERVICE CENTER (DSC)

APRIL 2022

TABLE OF CONTENTS

1.0 Project Introduction

2.0 Existing Conditions Overview

2.1 Domestic Water Process Flow Diagram

2.2 Domestic Water Supply

2.2.1 Wells 3 and 4

2.2.2 Well 5

2.2.3 Well 5A

2.2.4 NJDEP Allocation Permit

2.2.5 250,000-Gallon Finished Water Storage Tank

2.3 Treatment

2.3.1 Aeration Treatment System

2.3.2 Water Treatment Plant

2.4 Domestic Water Distribution

2.4.1 Water Booster Station and Water Storage Tank

2.5 Existing Instrumentation and Control System

2.5.1 Well 5A Control

2.5.2 Telemetry System

2.5.3 Water Tank Monitoring

2.6 Domestic Water Demand

3.0 Basis of Design

3.1 Environmental Studies and Reports

3.2 Permitting Requirements

3.2.1 General Well Permitting

3.2.2 Environmental Permits

3.2.3 Well 6 Permitting

3.2.4 Additional Permits Currently Under Investigation

3.3 Anticipated Construction Schedule and Sequencing

3.4 Site Program

3.4.1 Well 3 Decommissioning

3.4.2 Well 4 Decommissioning

3.4.3 Well 6 Construction

LIST OF FIGURES

Figure 1-1. Gateway National Recreation Area Figure 1-2. Well and Water Treatment Plant Locations Figure 2-1. Domestic Water Supply Process Flow Diagram

LIST OF TABLES

Table 1-1. Well Summary Table 3-1. Required Chlorine Residuals at Specified pH Values

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1.0 PROJECT INTRODUCTION

Gateway National Recreation Area was founded in September 1972 as a unit of the national park system administered under the National Park Service (NPS). The Sandy Hook Unit, a peninsula located at the northeastern tip of Monmouth County, New Jersey, was one of three units to be included in the newly created National Recreation Area. Before 1972, the area acted as part of the harbor’s coastal defense system, containing more than 100 historic buildings and defense fortifications, most notably Fort Hancock and the Sandy Hook Lighthouse. See Figure 1-1 below for a map of the area.

Figure 1-1. Gateway National Recreation Area

Over the course of its use, starting at the middle of the 19th century, several wells were drilled and used as sources of potable drinking water for the inhabitants and visitors of the Sandy Hook Unit. Of these wells, only one remains in use, named Well 5A. Figure 1-2 below shows the approximate known locations of the past and present wells on the peninsula. In 1942, a drinking water treatment facility was constructed to adequately treat the water retrieved from the wells

A-2 and to meet developing US Environmental Protection Agency (EPA) and New Jersey Department of Environmental Protection (NJDEP) regulations and standards. The treatment facility and its components are still in use today to treat the water from Well 5A. Table 1-1 below summarizes the past and present wells in Sandy Hook.

Figure 1-2. Well and Water Treatment Plant Locations

Well Name or Designation Well Permit No. Depth (feet) Status

Well 1 - - Sealed Well 2 Pre- 1911 801 Decommissioned 8/2/1999

Well 3 - - Sealed, required to be decommissioned

Well 4 - 481 Capped, required to be decommissioned

Well 5 - 878 Decommissioned 1/21/1971 Well 5A 2900048826 878 Active

Table 1-1. Well Summary

In 2016, the Sandy Hook Unit renewed their Water Allocation Permit, allowing for the continued use of Well 5A as a consistent source of water for the peninsula under certain conditions. The conditions pointed out in the permit included the complete and NJDEP-compliant abandonment of Well 4 as well as the installation of a new well (Well 6) as a redundant source of drinking water for protection against failure of existing components. Well 3 was later identified as an additional well to be abandoned compliant to NJDEP standards as part of this project.

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The current project involves the addition of the new well to the water well system to make the system operable and compliant with NJDEP requirements for firm capacity and to meet peak daily demand. This includes the abandonment of existing Wells 3 and 4 in accordance with NJDEP regulations, drilling of a redundant well (as required by NJDEP), installation of an electrical service feed and controls for the new well source, installation of a multi-stage vertical turbine pump, discharge piping, blow-off valve, and meter. The project also includes installation of buried ductile iron mechanical joint piping to connect the well to the existing raw water transmission main network to the water plant building, operational controls and Supervisory Control and Data Acquisition (SCADA) system improvements, an emergency generator and fuel tank, and secured fenced area enclosing the new facility. The abandoned Well 4 building will be removed, and the site will be restored to reflect the conditions prior to the well and well building construction. A new building for Well 6 and access drive will be constructed at the proposed location.

2.0 EXISTING CONDITIONS OVERVIEW

This section provides an examination of existing conditions and established information regarding the Sandy Hook Unit’s water system. Previous Water Allocation Permits contain additional detailed information on past and existing conditions at the wells.

2.1 Domestic Water Process Flow Diagram

The process flow diagram below represents the existing processes from supply and treatment to storage and distribution. The schematic represents the overall process in which groundwater is pumped, treated, and introduced into the distribution system. The sections following briefly describe individual components of the Sandy Hook water supply system.

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Figure 2-1. Domestic Water Supply Process Flow Diagram

2.2 Domestic Water Supply

2.2.1 Wells 3 and 4

Well 3 was constructed at an unknown date and was abandoned for use during the 20th century.

The well has been sealed but not properly abandoned in accordance with NJDEP standards. The in-field photo coordinates of Well 3 are:

40° 27’ 6.39” N 73° 59’ 50.58” W

Constructed in 1941, Well 4 was installed in the Sandy Hook Unit to provide a source of groundwater for the Army Base potable water distribution system. The well was constructed with 12-inch diameter casing and drilled to a depth of 481 feet. Well 4 was enclosed by a reinforced concrete structure that housed the pump, motor, above-grade piping, electrical and controls, and associated appurtenances. The electrical service poles that were used to provide electricity to the site are presently abandoned with no wiring installed and no longer in use. To provide a complete demolition and at the request of the Park, the electrical poles are to be cut to grade and removed by hand from the well site. The well was abandoned in 1982 when part of the 8-inch well casing broke off 205 feet down in the well. A temporary concrete cap was placed over Well 4 and the well building was abandoned.

According to NJDEP N.J.A.C 7:9D-Well Construction and Maintenance; Sealing of Abandoned Wells, Wells 3 and 4 were not properly decommissioned and remains as one of the objectives of

A-5 the project. A licensed well driller is required to perform the work in accordance with N.J.A.C 7:9D. The driller will be required to submit a proposed decommissioning plan for approval for both wells. Well 4 is to be based on the following requirements:

1. The well casing reportedly broke per 7:9D (j) 5

2. Well 4A is a “multiple cased well” 7:9D (j) 6

2.2.1.1 Photographs

Photo 2-1. Well 4 Building

Photo 2-2. Well 4 Right Angle Drive Unit

Photo 2-3. Well 3 Photo 2-4. Well 3

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2.2.2 Well 5

Well 5 was constructed in 1942 as an additional source of groundwater for the Sandy Hook water supply system. The construction consisted of a well, concrete well building, piping, valving, electrical controls, and an engine driven pump. The well was abandoned and decommissioned in 1971. Currently, the Well 5 building houses the automatic transfer switch for the generator that provides standby power for the Well 5A building. The work in the Well 5 building will be limited to electrical alterations as described in section 3.4.3.9.

Photo 2-6. Well Concrete CapPhoto 2-5. Well 4 Piping

Photo 2-8. Well Effluent Piping Photo 2-7. Well Electrical Panels

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2.2.2.1 Photographs

2.2.3 Well 5A

Well 5A was drilled and installed in September 1970 as the replacement to Well 5. The well currently acts as the sole source of water supply for the entire Sandy Hook Unit water system.

The finished depth of the well is 878 feet and has a maximum permitted diversion rate of 500 gallons per minute (GPM). A larger diameter casing was drilled to facilitate a surface seal, likely 36-inch diameter to 140 feet below ground surface (bgs). The well was drilled to 826 feet bgs

Photo 2-7. Well 5 Building Photo 2-8. Well 5 Building

Photo 2-9. Well 5 Inactive Control Panel

Photo 2-10. Well 5 Inactive Generator

Photo 2-11. Well 5 Capped Wellhead Photo 2-12. Well 5A Active Automatic Transfer Switch

A-8 using 24-inch diameter casing, with 140 feet of 24-inch diameter well casing left in place (LIP).

16-inch diameter casing was drilled to a total depth of 911 feet bgs. The well is equipped with a 25 horsepower (HP) vertical turbine pump capable of pumping 400 GPM at 83 feet Total Dynamic Head (TDH)1. The well and well pump are enclosed in a concrete block building, equipped with above-grade piping and appurtenances, flow meter, electrical supply panels, and controls.

Electrical service is provided on the Well 5A site by a 277/480V, 3-phase, 75 KVA pad mounted transformer. The electric utility company, Jersey Central Power and Light (JCP&L), owns all of the electrical components up to and including the transformer. The park owns all the electrical components after the service disconnect. Based on communications with JCP&L, there is enough electrical capacity on the service fed from the 75KVA transformer. Well 5A site to incorporate the new electrical load of the Well 6 building and components. Adjacent to the Well 5A pump building, Well 5 building houses the automated transfer switch (ATS) for standby generator which supplies power to the well 5A building and the finished water pump station in cases of power failure. The generator is located in an outdoor enclosure between the Well 5 and 5A buildings. Well 5A building also contains a well pump drive engine that was used as auxiliary power but is no longer connected or utilized.

2.2.4 NJDEP Allocation Permit

Well 5A is currently the only well permitted to divert groundwater under the current 2016 Water Allocation Permit.

Permitted flows include:

Up to 50 million gallons (MG) per year Up to 7.5 MG per month Up to 500 GPM

According to the 2016 Water Allocation Permit and NJDEP guidelines, the primary well source for a distribution system rated for diverting 100,000 gallons per day or more must have 100% redundancy available in case of failure or maintenance. This project proposes installing a new well (Well 6) within 100 feet of Well 5A which would act as a redundant source to meet NJDEP regulations.

1 Total Dynamic Head is the combination of the elevation difference between the lowest and highest elevations in a pump/force main system, friction losses and velocity losses, normalized to feet.

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2.2.4.1 Photographs

Photo 2-15. Well 5A Building

Photo 2-16. Well 5A Building

Photo 2-13. Well 5A Generator Enclosure Photo 2-14. Well 5A Site Transformer

Photo 2-17. Well 5A Pump and Motor

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Photo-18. Well 5A Piping and Valves

Photo 2-19. Well 5A Motor Starter

Photo 2-20. Well 5A Flow Meter

Photo 2-21. Well 5A Generator

Photo 2-22. Well 5A SCADA Panels

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2.2.5 250,000-Gallon Finished Water Storage Tank A 250,000-gallon buried water storage tank with booster pumps that used to act as a finished water holding tank is located adjacent to the Well 5/5A site. The tank is not currently utilized in the present water distribution system.

2.3 Treatment

2.3.1 Aeration Treatment System

Groundwater from Well 5A is conveyed from the Well 5A Pump Building through an 8-inch asbestos cement transmission main to the Aeration Treatment System. The Aeration system consists of an enclosed above grade room with a series of saddle diffusers fixed along a plane 8 feet above the ground. The water is piped up to the plane and is conveyed over the diffusers. The water falls by gravity down to a pool which is directly connected to a 400,000-gallon underground storage tank. Lime is added to the aerated water in the underground tank before flowing into the Water Treatment Plant. The purpose of the Aeration Building is to increase the amount of dissolved oxygen (DO) in the water and to oxidize any dissolved metals in the source water. The lime addition is used for pH control. The water then flows by gravity from the underground settling tank to the Water Treatment Plant via a 10-inch pipe. No work is proposed by this project for the Aeration Building.

Photo 2-23. Well 5A Disconnected Engine Drive

Photo 2-24. Well 5A Electrical Distribution Panel

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2.3.1.1 Photographs

Photo 2-25. Aeration Building Influent Piping

Photo 2-26. Aeration Building Saddle Diffusers

Photo 2-27. Aeration Building UG Storage Tank

Photo 2-28. Aeration Building Lime Room

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2.3.2 Water Treatment Plant

The Water Treatment Plant (WTP) was constructed in 1942 to treat the groundwater from the various wells in Sandy Hook. Since its installation, the plant has undergone several upgrades to ensure continued and proper treatment of the influent water. The WTP is located on Randolph Drive, adjacent to the Aeration Building. The WTP consists of a booster pump and filter room, generator room, associated piping, appurtenances, electrical, and controls. Water enters the WTP through a 10-inch pipe from the Aeration Building. When the water enters the building, sodium hypochlorite is injected for disinfection purposes. The water is then boosted by a set of 30 HP booster pumps, each pump rated for 500 GPM at 140 ft TDH. The pumps boost the water to an array of five sand filters, arranged in a parallel configuration. Each filter has a layer of sand and gravel, in descending order, filtering out particulates and suspended solids present in the water.

Based on an effective filter volume of 171 ft3 and a flow rate of 70 GPM per filter, an approximate effective disinfection contact time of 18 minutes is achieved in each filter. The expanded calculation for the effective chlorine contact time is presented below. When filter efficiency drops sufficiently, the filters are backwashed through a series of valves and piping connected to the finished water distribution system. The higher hydraulic gradeline at the finished water storage tanks allows the operator to backwash the filters by gravity. The backwash water is sent to a settling tank which separates the settleable solids from the treated water. The clean water in the settling tank is sent back to a connection point after the aeration building and the solids in the tank are pumped out periodically to be hauled off site. A series of instruments monitors the influent and effluent qualities of the treated water and process components are adjusted as necessary. The filtered water is then conveyed from the treatment plant building through a 10-inch asbestos cement pipe to the Water Booster Station and water storage tank. Part of this project proposes installing new level transducers in the treatment plant building to communicate liquid level information in the buried aeration tank to the new Well 6 and existing Well 5A. The level of water in the influent settling tank will control when either well turns on and off and a controller will alternate well operation.

2.3.2.1 Chlorine Contact Time

According to N.J.A.C 7:10-11.16 (e) (1) (i) in the Safe Drinking Water Act Rules, “Ground water shall be treated for a minimum chlorine contact period of at least five minutes to produce the minimum free chlorine residual level required pursuant to (e)3 below or at least 30 minutes to produce the minimum combined chlorine residual level required pursuant to (e)3 below.” The five minutes of contact time must be achieved before the first service connection. To determine if the treatment system provides adequate contact time, the volume provided by the system after the chlorine injection must be calculated. The calculations were based on a flow of 70 GPM, as is achieved in the 5 pressure filters when one unit is backwashing, and the water plant is producing max flow of 350 gpm. Chlorine is introduced into the treatment process through an injection point before the water enters the sand and gravel pressure filters, as seen in Figure 2-2.

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Figure 2-2 – Chlorine Injection Point

After the chlorine is injected, the water is conveyed to a series of six filters arranged in a parallel configuration. Each filter is comprised of a cylindrical tank with layers of sand and gravel on the inside. The height of each filter is approximately 6 ft, and the radius is approximately 3.6 ft.

Below represents the calculations for the volume provided by one filter. This was done by taking the total volume of the filter and subtracting the volume of the media, taking into account 40% for the porosity of the material. It was assumed that there is 2 ft of sand and 1 ft of gravel each filter. This calculation assumes that the first service connection occurs after the filter units.

Below is a summary of the volume and contact time that is provided in each filter following chemical disinfection.

𝑉𝑜𝑙𝑢𝑚𝑒 𝑜𝑓 𝐹𝑖𝑙𝑡𝑒𝑟 = 𝜋 ∗ 𝑟2 ∗ ℎ 𝑉𝑜𝑙𝑢𝑚𝑒 𝑇𝑜𝑡𝑎𝑙 = 𝜋 ∗ (3.6 𝑓𝑡)2 ∗ (6 𝑓𝑡) = 244.29 𝑓𝑡3

𝑉𝑜𝑙𝑢𝑚𝑒 𝑜𝑓 𝑆𝑎𝑛𝑑 = 𝜋 ∗ (3.6 𝑓𝑡)2 ∗ (2 𝑓𝑡) = 81.39𝑓𝑡3

𝑉𝑜𝑙𝑢𝑚𝑒 𝑜𝑓 𝑔𝑟𝑎𝑣𝑒𝑙 = 𝜋 ∗ (3.6 𝑓𝑡)2 ∗ (1 𝑓𝑡) = 40.69𝑓𝑡3

𝐸𝑓𝑓𝑒𝑐𝑡𝑖𝑣𝑒 𝑀𝑒𝑑𝑖𝑎 𝑉𝑜𝑙𝑢𝑚𝑒 = (81.39𝑓𝑡3 + 40.69 𝑓𝑡3) ∗ (1 ― 0.4) = 73.25𝑓𝑡3

𝐸𝑓𝑓𝑒𝑐𝑡𝑖𝑣𝑒 𝑊𝑎𝑡𝑒𝑟 𝑉𝑜𝑙𝑢𝑚𝑒 = 244.29 𝑓𝑡3 ― 73.25 𝑓𝑡3 = 171.04 𝑓𝑡3

𝐹𝑙𝑜𝑤 = 70 𝐺𝑃𝑀 =

9.36𝑓𝑡3 𝑚𝑖𝑛𝑢𝑡𝑒𝑠

𝐸𝑓𝑓𝑒𝑐𝑡𝑖𝑣𝑒 𝐶𝑜𝑛𝑡𝑎𝑐𝑡 𝑇𝑖𝑚𝑒 = 171.04𝑓𝑡3

9.36 𝑓𝑡3/𝑚𝑖𝑛𝑢𝑡𝑒𝑠 = 18.27 𝑚𝑖𝑛𝑢𝑡𝑒𝑠 > 5 𝑚𝑖𝑛𝑢𝑡𝑒𝑠

Based on the above calculations, each filter provides enough volume to achieve the NJDEP requirement of five minutes of contact time for chlorination.

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2.3.2.2 Photographs

Photo 2-28. WTP Building Photo 2-31. WTP Site Transformer

Photo 2-29. WTP Filter Cells

Photo 2-30. WTP Filter Booster Pumps

Photo 2-32. WTP Filter Backwash Settling Tank

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Photo 2-33. WTP Booster Pumps Control Panel

Photo 2-34. WTP Analyzers and Level Control

Photo 2-35. WTP Level Control

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2.4 Domestic Water Distribution

2.4.1 Water Booster Station and Water Storage Tank

Water is conveyed to the Water Booster Station through a 10-inch asbestos cement pipe from the Water Treatment Plant. The booster station is located on the northern part of the peninsula, situated near the Coast Guard Station and the north maintenance building. The pump station was constructed next to the steel water storage tank for the purposes of elevating the water storage capacity and available water pressure for the demand. The combination of the booster station and water storage tank provide additional pressure to the water distribution system which allows for adequate pressure to the service connections. No work is proposed by this project for the Water Booster Station, Water Storage Tank or Water Distribution System.

2.5 Existing Instrumentation and Control System

2.5.1 Well 5A Control

Well 5A is activated based on the water level in the Water Tank located at the water treatment plant. An existing mechanical float type switch in the tank activates a 120VAC relay circuit connected to a contactor on the power supply conductors to the well. This is currently used to start and stop the well pump.

2.5.2 Telemetry System

The 14 wastewater and water sites are monitored by an existing radio telemetry system. A remote telemetry unit (RTU) is installed at each site and consists of a CR1000 by Campbell Scientific connected to a Teledesign 4000 radio modem. The CR1000 is a data logger and controller with inputs/outputs (I/O) to interface with the existing instruments and process equipment. The radios utilize a Federal Communications Commission (FCC)-licensed radio frequency in the Ultra High frequency (UHF) band (450-470 megahertz [Mhz]) for long distance wireless communication.

A Master RTU, located at the Water Treatment Plant polls each of the remote sites using radio communications and gathers the monitoring and alarm information. A desktop personal computer (PC) running Campbell Scientific’s Loggernet, accesses the data in the Master RTU using a telephone line and serial modem. The staff can then view the data using Log Me In software to control the PC remotely which is maintained by Adams Environmental Systems, Inc.

and located at their office in Kings Park, NY. It should be noted that the CR1000 and the Teledesign radios are no longer manufactured and new units may not be available. Campbell Scientific has a new CR1000X model which they indicate is backward compatible with the CR1000. The manufacturer of the radios is no longer in business and no other radio is compatible with the Teledesign radios. Some new radios may still be in stock or used radios may be available for purchase.

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2.5.3 Water Tank Monitoring

The Master RTU at the WTP is currently monitoring the water level in the underground water tanks using a Campbell Scientific submersible pressure transducer connected to an analog input of the CR1000. The Master RTU is programmed to disable the existing High Lift Pumps if the water level in the tank drops below a level setpoint. This is the only automated control logic programmed into the CR1000 at this time. However, the CR1000 is capable of being programmed using a version of Basic programming language for additional automation.

2.6 Domestic Water Demand

Presently, a distribution system exists in the Sandy Hook Unit to convey treated water from the treatment facility to the service connections on the peninsula. The current existing demand for drinking water comes from a dynamic population of approximately 400 people, with the main demands coming from the U.S. Coast Guard Station, the James J. Howard Marine Lab, the National Park staff and visitors, the Marine Academy of Science and Technology High School, and several public beaches.

Photo 2-36. WTP Master Control Panel

Photo 2-37. WTP Master Control Panel

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3.0 BASIS OF DESIGN

The basis of design presented here was drafted through document research, a condition assessment field visit and discussions with the following:

NPS and Park representatives NPS Sandy Hook Water and Wastewater System operators NPS’ SCADA supplier Adams Environmental Regional well drillers NJDEP representatives from Bureau of Water Allocation and Well Permitting and

Bureau of Water System Engineering

The A/E team’s recommendations are based on the observed conditions noted previously.

This BDR report will be incorporated into the overall DB RFP documents. The RFP will also include the following documents:

Geologic Survey and Redundant Well Drilling Approach Hazardous Materials Survey – Well #4 Geotechnical Report Schematic Design Documents Basis of Design Report (BDR) NPS Site Access Constraints Discussions with Environmental Permitting Agencies Existing Photographs Existing Plans Existing Permit Authorizations Environmental Assessment (EA) Finding of No Significant Impact (FONSI)

3.1 Environmental Studies and Reports

Environmental studies were not performed as part of the pre-design portion of the project.

Wetlands have been identified in the area around Well 4. Wetland delineation will be required to support permitting. The standard NPS Environmental Screening Form (ESF) is to be completed as well as an Environmental Assessment (EA) as part of the National Environmental Policy Act (NEPA) compliance process. We recommend that the NPS move forward with completion of the ESF during the early part of the schematic design (SD) phase.

Terracon has completed a limited hazardous materials (HAZMAT) survey for asbestos and lead paint containing materials at the Well 4 site to identify potential hazardous materials or site contamination that could be encountered during demolition of the abandoned building. This work includes the handling and disposal of building components containing hazardous materials.

The final hazardous materials findings will be incorporated into the Design-Build Request for Proposal (DB RFP) with the associated estimated costs related to hazardous material removal included in the cost estimates.

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The findings of the HAZMAT survey indicate that there are paints containing lead identified on the site, however no asbestos-containing materials were identified. Well pumps/motors were observed on site which may contain hazardous constituents, such as lubricating oils, that could potentially contain PCBs (polychlorinated biphenyl) and mercury seals.

Abandoned electrical poles that likely contain creosote will be removed and the DB Contractor will be required to prepare a specification addressing the disposal in accordance with NJDEP regulations. The Contractor will be required to dispose of creosote-containing poles in accordance with applicable local, state and federal regulations.

Refer to the Terracon report entitled, Hazardous Materials Survey, dated September 9, 2021, provided in the DB RFP attachments.

3.2 Permitting Requirements

A permitting assessment form (PAF) was drafted as required by the scope of the project. The DB contractor will be required to review and submit for all applicable permits required for the project design, construction, and completion. This is anticipated to include, but not limited to:

Minor Modification to the existing Water Allocation Permit (NJDEP) Well Construction Permit (NJDEP) Well Operation Permit (NJDEP) Soil Erosion and Sediment Control Plan Certification Waters of the US and Wetlands Individual or General Permit (NJDEP) Construction in Floodplain Individual or General Permit (NJDEP) Water Quality Certification (NJDEP) Stormwater Management Permit (NJDEP)

Design Build contractor will be required to provide project information sufficient to complete the National Historic Preservation Act Section 106 consultations, National Environmental Policy Act (NEPA) compliance, Coastal Zone Consistency Act consultation, Endangered Species Act Section 7 consultation and, if required, NPS Wetland and Floodplain Statement of Findings.

3.2.1 General Well Permitting

Well 5A is currently permitted to withdraw water from the ground at a maximum diversion rate of 500 GPM under the 2016 Water Allocation Permit.

According to the Water Supply Allocation Permit Rules N.J.A.C. 7:19-1.5 (a), “A major modification of a permit shall be obtained pursuant to N.J.A.C 7:19-2.2 for the following:

The relocation of an intake or well to a site more than 100 feet from the site specified pursuant to the permit.”

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Also, according to the Water Supply Allocation Permit Rules N.J.A.C 7:19-1.5 (b), “A minor modification of a water supply allocation permit or temporary dewatering permit may be effected pursuant to the following:

A permittee who installs a replacement well shall notify the Department in writing within 30 days of installation. The notification shall identify the location of the existing and the replacement well, the pump capacity and depth of the existing and replacement well, and the well permit number and local name or identifier for the existing and replacement well. The permittee shall submit to the Department a copy of the well abandonment report pursuant to N.J.A.C 7:9-9.1 for the replaced well within 30 days of placing the replacement well into operation.”

The A/E team and NPS met with NJDEP on November 13th and 20th, 2021, to introduce the project, request comment on the current approach, and engage in an informative discussion from well permitting through commissioning. The goal of the call with NJDEP was to make sure proper steps are being taken to align the design with permitting requirements. A transcription of the meetings with NJDEP is included in the DB RFP attachments. Key points are listed below:

For the well to be considered a replacement or redundant well, the well has to be within 100 feet of well it is replacing or backing up.

The redundant well has to mirror the existing well for it to be considered redundant and the proposed well must utilize the same aquifer.

Because there is already an existing Water Allocation Permit, the permitting will include a minor modification to the permit to incorporate the redundant well. The minor modification process is relatively straightforward.

This permitting process involves two permits:

o The first permit issued by NJDEP is the permit to construct the proposed redundant well.

The time period for NJDEP to issue this permit is 90 days.

Well drilling/construction cannot begin until permit is issued.

Post-construction, a well pump capacity and water quality testing must be performed by the contractor to confirm parameters and appropriate treatment required.

The NJDEP Bureau of Water System Engineering requires the well to be tested at either of the following:

24- hour test at 120% capacity 72-hour test at 100% capacity

Parameters measured include bacteria, inorganics, general chemistry parameters, VOCs, radionucleotides, PFAS.

Testing must be performed by a New Jersey state licensed laboratory.

Tests must meet all state and federal drinking water standards.

o Whenever construction is completed, NJDEP must be notified.

Upon notification, NJDEP will test the water quality of the well independently.

The DB contractor and NJDEP will compare measured water quality results.

NJDEP must receive verification that a minimum of 5 minutes of chlorine contact time is achieved for the finished water supply. This calculation has

A-22 been prepared and reviewed and will be added as a reference in the DP RFP documents.

Once NJDEP has confirmed and received proper documentation, a permit to operate the new well can be issued.

For a Minor Modification, Bureau of Water Allocation (BWA) does not require well capacity testing, but Bureau of Water System Engineering does require capacity testing.

Capacity testing will be noted in the DB RFP documents.

For Wells 3 and 4 Decommissioning, the licensed driller will have to submit well decommissioning plan for approval by NJDEP.

The DB RFP documents will contain requirements for the Contractor to coordinate and meet with NJDEP early in the contract and submit the drilling permit as early as possible.

The contractor will be required to submit documents pursuant to N.J.A.C 7:19-1.9 as well as any other applicable documentation for approval of Well 6.

The installation of Well 6 and the abandonment of Wells 3 and 4 will be subject to certain NJDEP Division of Land Resource Protection (DLRP) rules. The contractor would be required to obtain permit authorizations under the DLRP rules discussed in the sections below.

3.2.2 Environmental Permits

3.2.2.1 Coastal Zone Management

Coastal zone management for the project is federally authorized by the Coastal Zone Management Act, as amended. The coastal zone management program (CZMP) federal consistency review process is described in federal regulation 15 CFR 930: Federal Consistency with Approved Coastal Zone Management Programs. The CZMP leaves day-to-day management decisions at the state level in New Jersey.

The project is located within the Coastal Area Facility Review Act (CAFRA) zone and therefore subject to the NJDEP Coastal Zone Management (CZM) Rules, NJAC 7:7. The CZM Rules regulates the use and development of coastal resources within New Jersey’s coastal zone. The rules set forth the application procedures and standards for the review of coastal permit applications under CAFRA, the Wetlands Act of 1970, and Waterfront Development Law. The rules also provide the standards for reviewing Federal Consistency Determinations under the Federal Coastal Zone Management Act and Water Quality Certificates in coastal areas under Section 401 of the Federal Clean Water Act.

3.2.2.2 Freshwater Wetlands

The NJDEP Division of Land Resource Protection authorizes impacts to freshwater wetlands, transition areas, and State open waters (streams and water bodies) under the Freshwater Wetlands Protection Act (FWPA; [New Jersey Statues Annotated (N.J.S.A.) 13:9B]) and implementing FWPA Rules (N.J.A.C. 7:7A), last amended October 5, 2021, through General Permits-by-Certification, General Permits, Individual Permits, and Transition Area Waivers.

The decommissioning of Well 4 will occur within an area identified as a freshwater wetland during the preliminary GIS background review. The contractor will have to delineate the extent

A-23 of freshwater wetlands in the field. General permits (GP) are issued for certain regulated activities that result in minor disturbance to wetlands and/or transition areas. An individual permit (IP) is required for activities that do not qualify for a GP authorization. The determination of whether a GP or IP is required for the decommissioning of Well 4 will depend on the specific activities and square footage of impacts to wetlands and transition areas. The checklist requirements for a Letter of Interpretation, GP and IP can be found at:

https://www.nj.gov/dep/landuse/forms.html.

3.2.2.3 Flood Hazard Area Individual Permit

Development in the Flood Hazard Area (FHA) (i.e., the floodway, floodplain, and riparian zone) is regulated by the NJDEP under the Flood Hazard Area Control Act (FHACA) and the implementing FHACA Rules (N.J.A.C. 7:13). Within the coastal zone, the FHACA Rules are addressed through the NJDEP CZM Rules. Regulated activities include, but are not limited to, alteration of topography through excavation, grading or placement of fill, creation of impervious surfaces, construction, reconstruction, and/or enlargement of a structure. Within the FHA, if a regulated activity does not qualify for a permit-by-rule, the activity will require either a FHACA GP or IP. GPs are issued for activities which the NJDEP has determined would have no or minor impacts to the FHA. If the GP conditions are not met, an IP is required. Based on the project scope, an FHA IP would be required. The checklist requirements for an FHA IP can be found at:

https://www.nj.gov/dep/landuse/download/fh_006.pdf.

3.2.2.4 County

The Freehold Soil Conservation District (FSCD), which serves Middlesex and Monmouth County, reviews and certifies soil erosion and sediment control plans for soil disturbance of more than 5,000 square feet. A Soil Erosion and Sediment Control Plan (SESCP) Certification application will be required for the project if the proposed disturbance meets this threshold.

3.2.3 Well 6 Permitting

A complete permit application shall include all of the following:

Completed Standard Application form;

Copy of resolution issued by municipality;

Copy of application filed with the Board of Public Utilities;

Plans, specifications, firm capacity and water allocation analysis, and engineer’s report;

Map identifying existing and proposed water system including sources, treatment, distribution, storage facilities, and the water service area; and Permit application review fee.

The engineer's report shall contain the following, as applicable:

Description of any existing water system as related to the proposed water system;

Information on present and anticipated future population served by the public community water system;

Information on the source of water supply, as follows:

o A listing of the water allocation permits issued related to the subject application.

o The dependable yield of subsurface sources or the dependable yield of combined surface/groundwater sources, a general description of proposed well construction, https://www.nj.gov/dep/landuse/forms.html https://www.nj.gov/dep/landuse/download/fh_006.pdf

A-24 data on the geological strata, available information on the dependable yield and water quality, test well findings, major and minor pollutant sources within 500 ft of the well, a general description of the construction features proposed to protect the well from major and minor pollutant sources, a copy of the proposed well formation log, copy of well pump test.

Description of pumping equipment, general information on the arrangement of facilities, standby power, control of operation, and alarm systems;

Total estimated cost of construction of the proposed system; and If any existing treatment unit will be shut down during construction, a schedule for delivering water during shutdown period.

3.2.4 Additional Permits Currently Under Investigation

Disposal of Drilling Spoils and Drilling Fluids o The North Maintenance Building site located within 2.6 miles of the new well may serve as a temporary or permanent location to dewater and store spoils and drilling fluids, all of which are anticipated to free of toxins and safe for disposal.

Disposal of Well 4 Hazardous Materials

3.3 Anticipated Construction Schedule and Sequencing

The current scope of work will provide a request for proposals (RFP) for a design-build (DB) contract to construct the work identified in this project program. The RFP will be finalized for advertisement by April 15, 2022. The DB contractor will be awarded following advertisement of the RFP. It is anticipated that construction of the new well, pump house, and decommissioning of Wells 3 and 4 would be completed within eighteen months following award of the DB contract.

3.4 Site Program

3.4.1 Well 3 Decommissioning

Guidance found in the Geologic Survey and Redundant Well Approach will be made available in the DB RFP to assist the contractor in planning and executing the decommissioning of Wells 3 and 4.

3.4.1.1 NJDEP Requirements

Preliminary Design Criteria Grout materials specified in N.J.A.C 7:9D Appendix A and grouting methods and selection criteria in N.J.A.C 7:9D-2.9 shall be used to decommission wells.

o Material shall have a maximum permeability of 1x107 centimeters per second;

and o Bentonite-based thermally enhanced geothermal grout materials containing a minimum silica sand content of 200 pounds per 50 pounds of bentonite may be used in consolidated formations.

3.4.1.2 Exterior/ Site

Remove existing scrap and debris on Well 3 site.

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3.4.1.3 Interior

No interior work is proposed for the Well 3 decommissioning.

3.4.1.4 Structural

No structural work is proposed for the Well 3 decommissioning.

3.4.1.5 Mechanical

No mechanical work is proposed for the Well 3 decommissioning.

3.4.1.6 Process

Decommission Well 3 in accordance with NJDEP N.J.A.C 7:9D-Well Construction and Maintenance; Seal Abandoned Wells.

Remove pumps, piping, and related appurtenances from well, as encountered.

Fill well screen with gravel and grade to No. 2. Grout with specific bentonite-cement mixture.

Fill below grade portion of Well 3.

Cap wellhead with permanent concrete cover.

3.4.1.7 Electrical

No electrical work is proposed for the Well 3 decommissioning.

3.4.2 Well 4 Decommissioning

3.4.2.1 Exterior/ Site

Clear trees as needed only for site access on pedestrian path leading to Well 4 building and site.

The approximate area required for access and removal of the well building is 10,000 sf.

A Vegetation Salvage and Revegetation Plan will be prepared by the DB Contractor to address the trees and shrubs that are required to be removed within this area and to limit ecological damage.

Remove existing scrap and debris on Well 4 building and site.

3.4.2.2 Interior

Remove abandoned materials from Well 4 building.

3.4.2.3 Structural

Demolish Well 4 building to 4 feet below grade.

3.4.2.4 Mechanical

No mechanical work is proposed for the Well 4 decommissioning.

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3.4.2.5 Process

Decommission Well 4 in accordance with NJDEP N.J.A.C 7:9D-Well Construction and Maintenance; Seal Abandoned Wells.

Remove pumps, piping, and related appurtenances from well.

Fill well screen with gravel and grade to No. 2. Grout with specific bentonite-cement mixture.

Fill below grade portion of Well 4.

Cap wellhead with permanent concrete cover.

3.4.2.6 Electrical

Remove electric pole adjacent to Well 4.

Cut electric pole within holly tree forest at grade and remove by hand.

3.4.3 Well 6 Construction

Guidance found in the Geologic Survey and Redundant Well Approach, this Project Program and minutes from NJDEP meeting will be made available in the DB RFP to assist the contractor in planning and executing the permitting and construction of Well 6.

3.4.3.1 Exterior/ Site

Tree clearing required to construct the new Well 6 building and adjacent vehicle access, approximately 50 ft x100 ft

Bituminous 18’ wide access drive Well House o 6-inch reinforced, concrete slab-on-grade Thickened slab under wellhead and water piping o Integrally stained precast concrete exterior walls with a decorative CMU formliner applied to the exterior face Provide insulation at interior face to meet minimum energy code requirements for storage buildings Provide 60”X60” roof hatch centered above wellhead Metal gutter, downspouts, and roof facia (gravel stop) o Pre-cast concrete roof deck with single ply roofing membrane Provide insulation at interior face to meet minimum energy code requirements for storage buildings o Backfill along perimeter to provide negative slope away from building

Protective bollards 8-foot chain link fence with personnel gate and rolling cantilever gate

3.4.3.2 Interior

Fiberglass reinforced plastic (FRP)-faced, exterior grade plywood at all walls and roof (interior face)

3.4.3.3 Structural

Cast-in-place concrete foundation designed per geotechnical recommendations

A-27 o Extend below grade a minimum of 30 inches to clear frost line.

Weathertight, elevated generator platform

3.4.3.4 Mechanical

Building ventilation fan and unit heater

3.4.3.5 Process Guidelines

Preliminary Design Criteria Well design shall conform to the American Water Works Association (AWWA) A100-20

Water Wells standard.

Potable supply wells installed in unconsolidated formations shall be constructed pursuant to N.J.A.C. 7:9D-2.3 (a).

All permanent well pumping equipment and well pump controls shall be installed in accordance with N.J.A.C 7:9D-2.3 (b) 6.

Where applicable, all annular spaces between well casings, and the annular space between any casing and borehole, shall be sealed immediately following the setting of the well casing, but no later than 24 hours after the well casing has been set in place. In unconsolidated formations, a head of drilling fluid shall be maintained in the borehole and the well driller shall ensure that the entire annular space is to be sealed is clear of obstructions.

Well heads must be designed to ensure the well is protection from contamination.

o The casing pipe and protective curbing of a well must extend a minimum of 12 inches above the pump house floor or surrounding grade.

Category 1 and 2 wells installed in unconsolidated formations shall be constructed pursuant to N.J.A.C. 7:9D-2.3 (c).

All wells shall be equipped with a down-facing casing vent, screened to prevent the entry of insects, and located at least 12 inches above the grade.

Wellhead appurtenances and treatment must be located within a protected, above ground building.

All wells must be equipped with the necessary appurtenances (e.g., water level indicator, means for direct measurement of water level, pressure gauge, shut-off valve, check valve, protected blow-off, well vent, etc.).

Proposed wells must be pump tested in order to ensure adequate quantity of water as described in N.J.A.C. 7:10-11.7 (k).

All proposed wells must be sampled to determine if the water meets all New Jersey State and Primary and Secondary Drinking Water Standards and treatment required to meet the standards.

According to N.J.A.C 7:10-11.16 (e) (1) (i) in the Safe Drinking Water Act Rules:

o Ground water shall be treated for a minimum chlorine contact period of at least five minutes to produce to minimum free chlorine residual level required specified in the table below or at least 30 minutes to produce the minimum combined chlorine residual level specified in the table below.

o Chlorination treatment units shall be designed to produce the following chlorine residuals at the specified pH values:

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Available Chlorine Residual pH Value Free Combined Up to 7.0 0.2 ppm 1.0 ppm

7.0 to 8.0 0.3 ppm 1.5 ppm

8.0 to 9.0 0.4 ppm 2.0 ppm

Table 3-1. Required Chlorine Residuals at Specified pH Values

Anticipated testing for new well locations to confirm adequate supply as follows:

o Install up to two test wells to confirm groundwater capacity.

o Perform pump testing on test wells.

Pump tests for unconsolidated formations shall be tested at 120% of the design pump capacity for 24 hours or tested at 100% of the design pump capacity for 72 hours.

o Install one final production well.

Install new redundant Well 6 in final test location:

o Install well casing, suction screen, level sensors, well pump and motor.

o Assumed Well design:

Capacity = 500 GPM Depth = approximately 880 ft, based on existing Well 5A depth Diameter = 12 inch

Construction of new Well 6 building:

o Install prefabricated precast concrete to house well, well pump, and controls.

Building will include a pump room and future chemical storage room.

o Install appropriate valves, fittings, bends, couplings, and effluent piping.

o Install approximately ductile iron water main to connect new well piping into the existing water main.

3.4.3.6 Process Components

Air release valve Pressure gauge and assembly Flow meter Sampling taps Drain/bypass connection

3.4.3.7 Anticipated Well Construction Components

Matching the existing well as described in the Geologic Survey and Redundant Well Drilling Approach.

We recommend primary and secondary drilling locations. The first well will be drilled with a pilot bore. The suitability of the well location will be assessed using soil sieve analysis and borehole geophysics of the pilot bore.

The aquifer is confined underlying a significant clay layer, the well seal was likely extended down to this layer to prevent salt water intrusion.

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Given the elevation at the site, we assume that the maximum elevation of the groundwater table in the area is 10 feet above mean sea level based on contours and wetlands present at the site.

The well seal extended down through the lowest confining layer will be required to prevent saltwater intrusion from occurring in Well 5A, which is screened twice as deep as the freshwater/saltwater interface. A competent well seal through the deepest clay layer above the well screen and care during drilling is critical to ensure water quality of the new backup well and will be a critical component of drilling and constructing the new well. Driller’s experience with similar conditions on other deep wells is required.

Drilling is anticipated to be completed using mud rotary with reverse circulation in the productive formation. Reverse circulation will be an important part of the specifications to prevent “clogging” the productive formation with drilling mud.

A 6-8 hour step test is to be performed to assess specific capacity once the well is constructed to confirm yield.

A 24-hour pump test at a rate of 120% of the well yield or a 72-hour pump test at 100% of the well yield is required by DEP Division of Water System Engineering.

Pump testing would require setting a temporary pump, drop pipe, discharge and approved flow measurement equipment. We recommend using a generator as a power source to allow the existing power system to run well 5A and ensure an uninterrupted pump test.

The DB Contractor will be required to submit a pump testing plan for NPS and engineer review.

A full suite of water quality samples is required at the end of the pump test. NJDEP will also collect a set of water quality samples from the well.

A final report summarizing well construction, well performance and water quality is to be submitted following testing.

3.4.3.8 Fire Protection

Heat detection will be retrofitted in Well 5A building and installed in Well 6 building.

Heat detection will be connected to the SCADA system.

3.4.3.9 Electrical

The existing generator serving Well 5A provides back up power for the Well 5A pump, all associated electrical systems in the Well 5A building, and the two 40HP underground storage tank pumps which are not currently in use, but the Park would like to keep available for use should they be needed.

The utility service from the existing 75kVA utility transformer is fed through an existing ATS in Building 5, with its secondary side fed from the existing generator. The output of this ATS serves a distribution panel which serves all loads described above.

The electrical scope described below involves replacing the existing generator and ATS, providing a new manual transfer switch for a portable generator connection, and providing a new feeder from the existing distribution panel to Building 6. The result is that the existing Well 5A pump and systems will be made more reliable with a new generator and portable generator capability while providing the same level of reliability to Well 6.

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Relocate existing service entrance from exterior of Building 5A to new Unistrut mounted service disconnect and meter on exterior of fence. Construction sequence shall be coordinated to minimize downtime to existing electrical distribution. It is anticipated all new equipment will be installed prior to final cutover and demolition of existing equipment.

Remove existing 160kW/200kVA diesel generator and install new 100kW propane gas generator. Install new 500-gallon underground storage tank.

o Installation of underground storage tanks is an accepted practice at Sandy Hook.

o Installation of a new generator and fuel storage tank is required to convert from diesel fuel to propane as requested by the park.

Remove existing generator output feeder from generator to secondary side of existing

ATS in Building 5.

Remove existing ATS in Building 5.

Install new ATS in Building 5.

Install quick connect box for portable generator on exterior of Building 5.

Install feeder from the output of the new generator to the preferred input of the quick connect box.

Install feeder from the quick connect box to the secondary input of the ATS.

Install feeder from the service entrance disconnect switch to the preferred input of the ATS.

Install new 200A panel in Well #5A building fed from new ATS.